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HomeMy WebLinkAbout4125 172ND ST NE_BLD1038_2026 CITY OF Marysville V�15FIIiVGrQA I Memorandum TO: Christopher Young-Director/Building Official Marc Hayes-Permit Center FROM: Shane Freeman Pretreatment Tech SUBJECT: Project No, AU16-0018 Cascade NW Storage DATE: June 22"d, 2016 In response to review of the above project: Other than storage what other types of business are planning on leasing in there? 1. Future businesses that discharge to our collection system and WWTP could be required to install proper pretreatment systems in order to meet MMC 14.20 Pretreatment Any question regarding these comments should be directed to Shane Freeman at 360-363- 8128 sfreemanna,mMsvillewa.gov CITY OF MARYSVILLE PUBLIC WORKS DEPARTMENT 80 Columbia Ave. Marysville, WA 98270 360-363-8100 CITY OF ARLINGTON REQUEST FOR REVIEW The City of Marysville Public Works is reviewing this application for the City of Arlington. Your comments will assist the City's evaluation and are sincerely appreciated. Please review and respond with either an APPROVED, APPROVED W/CONDITIONS, DISAPPROVED or NO COMMENT status in the subject line of your Review Memo via email to Contact listed below. Responding Agency: CITY OF MARYSVILLE Project No. AU16-0018 Review Staff. Jeff Cobb, Shane Freeman, Karen Latimer, Kim Daggett, Tim King Brad Zahnow, Julie Davis and Kari Chennault, Deryl Taylor Project Name: CASCADE NW STORAGE Applicant: CITY OF ARLINGTON Proposal: NEW 3 STORY 77,412 SF RETAIL / STORAGE BLDG Location: 4125 172ND ST NE Tax #: Date Sent: 6/3/16 Please return this request by: 6/17/16 No response by return date will result as "No comments/recommendations" For further questions contact: Katrina Newport or Bianca Korkeakowski Please return this form and your comments. Attachments may be discarded. Responding Agency's Signature: Date: Comments/Recommendation: AKatrina Newport v��; From: Arlington <wo@iworq.net> Sent: Wednesday, June 01, 2016 2:44 PM To: Katrina Newport; Bianca Korkeakoski Subject: Arlington Permit# 1038 Click Here to open the permit. Permit Information Date 6/1/2016 Permit Number 1038 Project Name Cascade NW Self Storage Applicant Name Jason McDaniel Applicant Address 165 Beachwood Ave City,State,Zip Camano Island,WA 98292 Contact Jason McDaniel Phone 425-231-0989 Email jasonmcdaniel@live.com Permit Type Commercial New Site Address 4125 172nd St NE Valuation 4000000.00 Status Applied Permit Issued Permit Expires Square Feet 77412 Type of Construction/Occupancy Load Number of Stories 3 Proposed Use Retail and Self Storage Assigned To Kristin Foster Property Information Owner Information Parcel#:31052100305400 172ND HOLDINGS LLC 172ND HOLDINGS LLC 165 BEACHWOOD AVE 4125 172ND ST NE CAMANO ISLAND,WA 98282 Notes Date Note 6/1/2016 Plans received on 5/27/16 A1.0-Al 1.0,RCP-1,EG-1,and LA-1.KF 6/1/2016 Contractor TBD. KF .,Uploaded Files [Upload File] Date File 6/1/2016 2:38:42 PM 1038 Application.pdf 1 COMMERCIAL APPLICATION PERMIT SUBMITTAL 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. t 2 ©ne(1) City of Arlington Commercial/Mufti-Family Permit Application (One permit application per building or structure is required) ❑ One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Ld ThreeJ3)Architectural Drawings TJa 4�5) Structural Drawings ' T 5 2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) 2 ❑ One(1) NREC Code Compliance Forms 4;. li / IDIVOne(1) Special Inspection Requirements Forms f 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 appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to cedCa)arI11ngtorwa.gov. I acknowledge that all items designated above are included as part of this application. V Page 1 of 9 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 BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. , ,/ Name of Project: CA� ' J?1 VW 4 Lt V LS Valuation. 14'�'/�l Project Address: /,z4& At Al C>/l7 rdZ Parcel lD#: ?&6 Ju L PIP4W Legal Description IV, Rl fl Owner: _ pL b c' [ _ a.i N Phone Number: Z5 Address: I(PE B,9A_(J1W00p Av15- City:eA#4Arlo1,%4A0 State: Zip Coder Engineer: DAV12 6- AL -- Phone Number: Cell Phone: E-mail: IT-ye, .S?5'u ..Cp Address: 1231 Z, C-ONA)WA"— City:: U4&ti Z I AI State:I, Zip Code: q8 ZZ5 General Contractor: Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Contractor's License Number: Expiration: Contact Person: ,JIN +/ M C-PAIVIC-4— Phone Number: Cell Phone: 'Z ( 1 $ E-mail: 0A) L 1 eeofig Address: 1cp T eg!letiW �17 /b (s aty:� MIAnJf)I.X„&D State: VA_ zip Code:'TbZQ2_ Proposed Scope of Work: Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Project Name/Tenant AJ1�1 �F Site Address '41Z.5 1-77top � IV[ Bldg/Unit/Suite IBC Construction Type " IBC Occupancy Type —5 2-ZM Description of Use A4�'qIL- /W p S�GF �1zR4t Building Square Footage '7 Z " Z 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 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: Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Statement of Special Inspection Name of Project: e%4:J�'i A2= ,Nw ng E troRAGE Project Address: 141 5 ,I 77.rvr ,.7r N,�- A'/'11../IVG►_7'(S}4/ i�i�lj} '?61,Z 3 Special Inspection Firm: re? Address: Contact Person: _. _ Phone: Email: Special Inspection Firm Special InVec ors: The Special inspection Firm of --12 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 (v< Structural Masonry (vJ' 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. Page 8 of 9 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: ✓ r ' 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 accordance with the laws,rules and regulation of the State of Washington. Applicants Signature Print Applicants Name Date Received FOR STAFF USE ONLY Accepted B Amount Received Receipt# Date Received Permit p Y P Page 9 of 9 COMMUNITY DEVELOPMENT DEPARTMENT Ma �'" V� � 1 80 Columbia Avenue • Marysville, WA 98270 j - (360) 363-8100 • (360) 651-5099 FAX November 20, 2015 Mr. Jason McDaniel 165 Beachwood Ave Camano Island, WA 98282 Re: Letter of Utility Availability (UA 15-008)—Water& Sewer Dear Mr. McDaniel, Your request for `utility availability' has been approved (subject to conditions of civil plan review) for city water/sewer service to a proposed new self storage facility located at 4125 172"a St NE, Arlington, WA (Parcel #310521-003-054-00). This approval will expire in one year on November 20, 2016. If the connections cannot be completed within one year or if the plans change, a new application must be submitted. A one year extension may be granted upon written request prior to the expiration date. If you have any questions, please contact me at 360-363-8220 or dtaylor@marysvillewa.gov. Sincerely, Deryl Taylor Development Services Technician Cc: Shawn Smith,PE,Engineering Services Manager Anne Miller,Associate Engineer III City of Arlington City of Public Works Operations Memo To: Christopher Young, Director/Building Official From: Kim Bryant, Utility Maintenance Lead II Tim King, Utility Construction Lead II Date: June 6, 2016 Re: Cascade NW Storage, AU16-0018 Public Works Operations has reviewed the Cascade NW Storage submittal and has the following comments. 1. Where does this facility intend on getting its water from? 2. Is the main going to need to be extended into property? 3. Please submit civil plans to be reviewed by City of Marysville. If the applicant has any questions about these comments I can be contacted at (360) 363-8163 or kbryant(a_marysvillewa.gov. Marysville Memorandum To: Christopher Young, Marc Hayes From: Julie Davis, Cross Control Specialist Subject: AU16-0018 Cascade NW Self Storage Date: 06/21/16 In response to your request for review of the above project,please note the following items. • Plumbing system is subject to applicable requirements of MMC Chapter 14.10 "Water Supply Cross-Connections" and WAC 246-290-490. • Plumbing system details have not been submitted at this time. Installation of Reduced Pressure Backflow Assembly (RPBA) is required immediately downstream of the water service meter at each service connection for the purpose of premise isolation of the domestic water line. Lsembly Fire line details have not been submitted. A Double Check Valve Detector (DCDA) is required for any residential Fire line that is connected to the city's water system. • For non chemical irrigation systems a DCVA is required immediately downstream of any irrigation meter installed at this facility. If chemical injection irrigation systems are used a RPBA is required immediately downstream of the irrigation meters. %ntrol On-site inspections are to be performed by the City of Marysville Cross Connection Specialist at rough-in and final—prior to activation of the water services. 48 hours notice is required, prior to inspection. COMMERCIAL APPLICATION PERMIT SUBMITTAL 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. L!d One (1) City of Arlington Commercial/Multi-Family Permit Application Ia hSG�' (One permit application per building or structure is required) ❑-,/� One 1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Ly 3)Architectural Drawings Tb=6) Structural Drawings E.,/ TMI—m Structural Calculations ❑ One(1) Project Specification Manuals (if applicable) 2 ❑ One(1) NREC Code Compliance Forms D'`., One(1) Special Inspection Requirements Forms --E3* 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 appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to cea:li�r�toyva.c �i. I acknowledge that all items designated above are included as part of this application. Page 1 of 9 i 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. `/, ,VV/ Name of Project: C/��LA Rt/ /td �-t�C 17T� 1 Ls valuation: -4+A Project Address: Z J / 7J Np '7T AzL' f�lr//VLF j GN f uj,,} q s zo Parcel ID#: 3/U`72%yU�Oy�{OC� Legal Description �Z��V, g 5. 5A)O. CD. Owner: j 72- ND NoLD/N�ri, i1L(- 685-',t1 Ad`-10AN Phone Number: Address: ka57 13cAC h WooD 4V67 City:CAPIAUU 15tAND State: WA Zip Code: 0,*P;Z87_ Engineer: PAV I p yAL-DE -}/rH Phone Number: 3(r,0-(e_11— 787 Cell Phone: E-mail: r�fZf�/7�/C�PSGSURV COt�1 Address: I S/Z C-01,1VWAU-- City 136LLIAt�IJIIM State: Il 1,/1 Zip Code: General Contractor: Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Contractor's License Number: Expiration: Contact Person: J c-PAOIEL_ Phone Number: Cell Phone: E-mail: J�j®A)A4CPAA/AZ q L I Ue, eom Address: 13C,4ct1l)00p City:eN9/4A)d I.XAMD State: VA ZipCode.��Z�Z Proposed Scope of Work: A EKJ Go/i/5T 11C,170N FT/4 L_ AND TORAG� Page 6 of 9 i ' COMMERCIAL APPLICATION , PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Project Name/Tenant CP5 APD AW 5�C-F f5 %09'4a'5 Site Address 4IZS /77- p IV Bldg/Unit/Suite IBC Construction Type I-8 IBC Occupancy Type Description of UseTfl/L 57ofz44a- Building Square Footage 7 -11 Z Number of Stories Square Footage Per Floor 965- Z9 `�61:2 Z`tF' 0'Z— Will there be any installation, modification or removal of the following? (Check all that apply) ❑ 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/fumace ❑ 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: Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Statement of Special Inspection Name of Project: OLw >SEL� T_ Project Address: �/ Z 5 / 7ZN17 .5T_lll� /}I�L/NGT_eYII, 1t)/j qb'Z ___ Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Ins ectors: The Special inspection Firm of T 17 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 (vr Structural Masonry (v< 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 untess 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. Page 8 of 9 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. l Owner: j Date: 2 � 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 accordance with the laws, rules and regulation of the State of Washington. Applicants Signature A4 COfiNIZ!1, "�;-44?40/('0 Print Applicants Name Date Received FOR STAFF USE ONLY MAY X 7 lU b Permit# Accepted By Amount Received Receipt# Date Received Page 9 of 9 CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 4125 172nd Street NE Building Permit Number 1038 Name &Address of Owner Sprinkler System Number of Stories 172ND HOLDINGS LLC No 3 165 BEACHWOOD AVENUE Type of Construction/Occupant Load Use CAMANO ISLAND,WA 98282 II-B B = 11; S-2 =153 Self-Storage THE _ Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP S-2 OCCUPANCY ISSUED June 8, 2018 BY '4/ COMBINATION INSPECTOR CITY OF ARLINGTON `. 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 �- PHONE; (360)403-3551 BUILDING PERMIT Address:4125 172nd St NE Permit#: 1038 Parcel#:31052100305400 Valuation:4000000 00 OWNER APPLICANT CONTRACTOR Name: 172ND HOLDINGS LLC Name:Jason McDaniel Name:Jason McDaniel Address: 165 BEACHWOOD AVE Address:165 Beachwood Ave Address: 165 Beachwood Ave City,State Zip:CAMANO ISLAND,WA 98282 City,State Zip:Camano Island,WA 98292 City,State Zip:Camano Island,WA 98292 Phone: Phone:425-231-0989 Phone:425-231-0989 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 New CODE YEAR: 2012 STORIES: 3 CONST.TYPE: 11-B DWELLING UNITS: OCC GROUP: S2 BUILDINGS: 1 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 TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City ofArw ton must be reported on your sales tax return form an of Arlington 1.3101. Signature Print Name Date Released By Date CONDITIONS See red lined drawings. Adhere to approved plans. 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 5/4/2017 Building Permit Fee $23,029.19 5/4/2017 Building Plan Review Fee $14,968.97 5/4/2017 State Building Code Surcharge Fee $4.50 Total Due: $38,002.66 Total Payment: $0.00 Balance Due: $38,002.66 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 Envelope Zones • 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Oct 2013 Project Info Project Address 1 - This address line will copy onto other forms Date (.I/I/I(- sr- ' __ flcZR IQ W Sd'LP 7'Q9A6e_ For Building Department Use Compliance forms do not require a password to use. Applicant Name: Instructional and calculating cells are Applicant Address: write-protected. Applicant Phone: Project Description Q New Building ❑Addition ❑Alteration ❑ Change of Occupancy/Conditioning Compliance Path Q Prescriptive Component Performance Q Total Building Performance Selection required to enable forms. Occupancy Group QQ Commercial Group R-R2&R3 over 3 stories and all R1 Selection required to enable forms. Vertical Fenestration and Total Vertical Gross Exterior Skylight Area Calculation Fenestration Above Grade %Vertical If complying via the Prescriptive path, (rough opening) divided by Wall Area times 100 equals Fenestration enter values for vertical fenestration, 0.0 — 23040.0 X 100 = 0.0% skylights,gross walls and roof on this ENV-SUM worksheet. If complying via Gross Exterior the Component Performance path,enter these values in the ENV-UA worksheet. Total Skylight divided by Roof Area times 100 equals %Skylight These values auto-fill from ENV-UA and are write-protected on ENV-SUM. 0.0 — 29112.0 X 100 = 0.0% Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Fenestration Area Compliance Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration O 50%or more of the floor area is within a daylight zone per C402.3.1.1 Alternates O High Performance Fenestration U-factors and SHGC per C402.3.1.3 Compliance Method ❑Skylight area 3%or greater,VT-0.40 or greater Single Story Spaces ❑Skylight effective aperture 1%or greater,provide calculation Requiring Skylights ❑Space eligible for exception Requires a minimum of 50%of floor area to be within a skylight daylight zone for specific space types.Refer to C402.3.2 for requirements. ❑� Project has semi-heated spaces as defined per C402.1.4 ❑✓ Applying wall exception to semi-heated spaces 1.Semi-heated spaces may comply under Prescriptive or Component Performance compliance Semi-Heated Spaces path. 2.Semi-heated spaces shall be documented separately from other conditioned spaces—provide separate compliance forms for each conditioned space type. 3.Envelope elements separating semi-heated from other conditioned spaces shall comply with exterior thermal envelope requirements. ❑Walk-in Cooler ❑ Walk-in Freezer ❑ Refrigerated Warehouse Cooler ❑ Refrigerated Warehouse Freezer Refrigerated Spaces Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non-refrigerated areas in the ENV-PRESCRIPTIVE form. Refer to C402.5 and C402.6 for requirements. Project includes more than one occupancy type and/or level of space conditioning.Multiple Mixed Occupancy and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning E Commercial ❑ R2&R3 over 3 stories and all R1 ❑ Refrigerated Space ❑✓ Fully Conditioned ❑Q Semi-Heated ❑ Low Energy` ❑R2&R3-3 stories or less 'Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required.Refer to C101.5.2 for exemption 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Reased Oct 2013 Project Address 1 - Fill this line out on ENV-SUM Date 05/21/2013 Occupancy Group • Commercial O R For Building Department Use O Group Change in occupancy or space conditioning Q Note-Proposed UA may exceed Target UA by 10%per C101.4.4 and C101.4.5 Fenestration Area as%gross above-grade wall area 0.0% Max.Target: 30.0% Skylight Area as pie gross roof area 0.0% Max.Target: 5.096 Vertical Fenestration Alternates: None Selected on ENV-SUM Notes:1:If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1,then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2:U-factors shall come from Appendix A,Chapter C303,or calculated per approved method as specified in C402.1.2. Building Component Proposed UA Target UA Provide source of U-factor,page/plan#of assembly detail&ID U-factor x Area(A) =UA(U x A U-factor x Area A)= UA(U x A) R= ID: 0.034 Y a R= ID: Above Deck Insulation U-0.034 � R= ID: a R= ID: 0.031 29112 902.5 w C 00 R=36 ID:Non-Fall Liner System(R25+R11) 0.031 29112 902.5 Metal Building U-0.{131 R= ID: R= ID: 0.021 t R= ID: Single raft,attic,:other U-0.021 O R= ID: R= ID: 0.055 R= ID: Steel/metal frame U-0.055 g R= ID: o R= ID: 0.052 23040 1198.1 °0 R=19 ID:VRR Faced R-19 0.052 23040 1198.1 Metal Building U-0.052 N R= ID: m 0.054 :5r � R= ID: 1 S o R= ID: Wood Frame,other U-0.054 a o a 3: R= ID: R= ID: 0.104 i U) Mass Wall U-0.104 m R= ID: 2 R= ID: w R= ID: 0.104 0 3 R= ID: Assumed to be Mass Wall U-0.104 m R= ID: 0 R= ID: R= ID: 0.031 m R= ID: I Mass Floor U-0.031 N R= ID: 1 R= ID: 0.029 R= ID: Joist/Framing U-0.029 l+ R= I D: F-factor x Perimeter =UA(U x A) F-factor x Perimeter= UA(U x A) m R= ID: 1 0.540 m a Slab-On-Grade U-0.54 r R= ID: c�° R= ID: Z R= ID: 0.550 cco R= ID: Heated Slab-On-Grade U-0.55 = R= ID: *Proposed non-residential CMU walls meeting Table C402.1.2 Area UA Area UA Footnote D requirements can use the target U-value of 0.104 rather Subtotal 52152 2101 52152 2101 than Appendix A values. Show footnote requirements in plans. Component Performance Compliance (UA) UA CQM '�- ES • • • • • • • • 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over: Revised Oct 2013 Project Address 1 - Fill this line out on ENV-stae Date 05/21/2013 Fenestration Area as%gross above-grade wall area Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area Max.Target: 5.0% Notes:1:If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1.then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance foram. Refer to Target Area Adjustments worksheet for this calculation. 2:Provide NFRC rated U-factor or default U-factor from Appendix A for the fenestration assembly thermal performance(combination of frame and glazing), 3:Fenestration that separates conditioned space from a non-conditioned or semi-conditioned Building Component Proposed UA Target UA Provide source of U-factor,pagelplan#of assembly detail&ID U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) U= ID: 0.37 1 1 3 o U= ID: Opaque Sring Doors U-0 37 (on U= ID: a U= ID: 0.37 0 o U= ID: Opaque rollup&sliding U-0.37 U= ID: U= ID: 0.30 U= ID: Non-Metal Frame. U-0 30 o U= ID: Z U= ID: 0.3e .6 U= ID: o X U= ID: Metal Frame,Fixed - 0.38 f0 m U= ID: N N °C:' n U= ID: 0.40 u- U= ID: o CL 0 U= ID: Metal Frame.Operable U-0 40 U= ID: U= ID: U= ID: 0.60 0 U= ID: tvletal Entrance Door U-0.60 aEi U= ID: :i U= ID: H U/ U= ID: o.s0 o, a U= ID: Ali types U 0.50 ~_ U= ID: Q U= ID: Area UA Area UA Page 2 Subtotal To comply: Page 1 Subtotal 52152 2101 52152 2101 1)Proposed Total UA shall not exceed Target Total UA. Total 52152 2101 52152 2101 2)Proposed Total Area shall equal Target Total Area. Component Performance Compliance (UA) UA COMPLIES *rC!Ty of Ak C' SV1 t to Memorandum TO: Christopher Young- Director/Building Official Marc Hayes-Permit Center FROM: Shane Freeman Pretreatment Tech SUBJECT: Project No. AU 16-0018 Cascade N W Storage DATE: June 22"d, 2016 In response to review of the above project: Other than storage what other types of business are planning on leasing in there? 1. Future businesses that discharge to our collection system and WWTP could be required to install proper pretreatment systems in order to meet MMC 14.20 Pretreatment I i Any question regarding these comments should be directed to Shane Freeman at 360-363- 8128 sfreemangmarysvillewa.gov THE CITY OF ARLINGTON • CASCADE NW SELF STORAGE • A PORTION OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 21, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. SNOHOMISH COUNTY, WASHINGTON nara>•x>w - - MM SCIE087 ARCHIMM _ _. _. \ 4 C I/ 3838 48th Avenue NE 20-0" NEW -- BLDG CODE' LIST Seattle Washington,98105 Fill RE HYDRANT IT b 3 -_ " '•� INTERNATIONAL BUILDING CODE 2 206 -954 - a _ -I COVERED _ - - - - - - NIA- - - - - - - - - - - / Ur' BUILDING TYPE:S2 III-B TABLE 601 12 3 5-77wGS� OWNER CO psaaia@comcast net ENTRY r - - - -- - - -- &ACN GATIk Jason McDaniel - ----- ---- -- - - - - z. \ Fr i ��- L_ I ZONING: 165 BEACHWOOD AVE MO _ ° / aF GHT POLE /I/ HIGHWAY COMMERCIAL(HC) CAMANO ISLAND,WA 98282 OOre {. r-- »� eF y SECTION 20.48 TABLE 20.48-5. -- C:425-231-0989 Issociates esign - - .. { .. EXIT / - BACK=25 L.. .. ./;r; .1;';•; .'.'.•{'. ".". KEYPAD �/ -_ _ _ _ ____ _ _ / - o Architects/ k/,j HEIGHT= 50'MA / Architect: 4. / // / // / / -p LOT COVERAGE %100 Peter Schroeder Arch' bt F L `) -�.r•;•;•; ___ ,•,• � NEw / ////i/ _ _-- __ _ __ __ _ / � c%o 3838 48th AVE NE 15504 SE 18th Street -- - / r C.L. _ I I •'• = '' - - - -- - / / kIL,11, °+` 4�� i / USES: Seattle,WA 98105 BellFENCE g / 1b� FLOOR 1 OFFICE 1,040SF B C/O°/.) C:206-954-0442 (425) 941 - 1040 gmooredesign@wmcastnet zs'-0 / W^• ____ ob wl KN Xw Itl FLOOR 1 SELF STORAGE 24,402 SF S2 Storage Consultant: SELF STORAGE DESIGN FLOOR 2 SELF STORAGE 25,985 SF S2 PAD o. p- '.I p F I';'.'.'.' Naruzn+�a •,•; ���/�T T �✓��• FLOOR 3 SELF STORAGE 25,985 SF S2 Moore Design Associates ••it; /,��� zo. ,a. +a ,T. +4. + a°` CYO' 'F` �(y'� B, T, e. s •4 d 77,412 SF �� 7�A 15504 SE 18th Street s' •'� /i/i/// - - - - - = Mo f� - 4 c:.aoS Bellevue,WA 98007 ,•uwN���a.:. �, - - of`/ ofL SHED Ill a ALLOWABLE AREA-TABLE 503 Contact:Greg Moore LOCATION aF� PHASE ll ;•;I S2 OCCUPANCY TYPE IIB 3 STORIES ALLOWED OK Cell(425)941-1040 - - / STAND PIPE // / /off ff� 1StFLR.5,565SF R ;•;I 26,000 SF MAX ALLOWED PER FLOOR OK LOCATION @ STAIR / o ✓/irf� 2nd FLR.5,565;$F CIVIL/SURVEYOR eerInc. STANDPIPE / / ' : //1�/1- - g 9 9 <. 11,130 SF • •--• - e NON-RATED CONSTRUCTION ALLOWED PER 601. . . . . . . . .. . . . .. . . ... . . . ♦\ I �STAIR / are/ oN . . E 801 / 98225 TABLE Paefflc Surveying 8.Engineering in In 1812 Cornwall - - Bellingham,WA N0O°rw ' EXISTING CHAIN LINK FENCE O EXISTING CHAIN LINK FENCE SITE PLAN TABLE 602 360-671-7387 NO RATING REQUIRED FOR EXTERIOR WALLS Al 25'-0' 6°'-0' (II-B CONSTRUCTION BETWEEN 10FT$30 FT TO David Galbraith PE SCALE=1:30 PROPOSEDW-M RIGHT OF WAY EASEMENT PROPERTY LINE) dgalbroith@psesurvey.com 0 30 60 0 CONCRETE MASONRY UNITS OK W 5 45 75 METAL STUD WALL OK Adam Mort PLS 1 amorrow@psesesurvey.com zefl q SHAFT ENCLOSURES SECTION 713 OCC xo 1 G 1 HOUR SHAFT ENCLOSURE REQUIRED FOR EXIT STAIRS Contractor. TBD OCCUPANCY LOAD& i I PROJECT DESCRIPTION &ELEVATOR SHAFT. SECTION 713.4 XX MINIMUM REQUIRED EGRESS WIDTH SECTION 1021.2&1024.5 I ,,,IIII4�«< THE PROJECT INCLUDES A1,040 SF RETAIL/TRUCK RENTAL OFFICE WITH A COVERED Xx V J / J CUSTOMER SERVICE AREA WITH 77,412 SF SELF STORAGE. DRAWING LIST XX OCCUPANT LOAD EGRESS WIDTH PER OCCUPANT i� V AREA /OCCUPANCY GROSS SQFT. TABLE 1004.1.1.2 SERVED AS PER 1005.1 / 19' APPLICABLE CODES AND REFERENCES Contact:XX 7 1st FLOOR OFFICE / B t,Oao SOFT. 1,oaol loo=ll 11 x0.2=3 Codes and Design Requirements A1.0 PLAN XXCel XX L L--J A2.0 1st&2nd FLOOR PLANS&DETAILS XX 1st FLOOROFFIGE E /B 1,040 SOFT. 24,4021500=49 a9x0.z=1D 2012 International Building Code A3.0 3rd&ROOF FLOOR PLAN&DETAILS I.F.C..APPENDIX D103.((3))2 2012 International Residential Code LU W 2nd FLOOR STORAGE /S2 25,985 SOFT. 25,9B51500=52 52x02=10.4 TURNING RADIUS SHALL BE 2012 International Fire Code A4.0 ELEVATIONS Geo Tech: 52x 0.2=10.4 DETERMINED BY FIRE CODE OFFICAL. 2012 International Mechanical Code A5.0 SECTIONS Geo Test Services,Inc. /S2 25,B85 SOFT. 25,985 1500=52 A6.0 SECTIONS 2061167th Avenue NE Unit 3rd FLOORSTORAGE IQTOTAL 77,412 SOFT. 164 _ 2012 International Fuel Gas Code(Natural Gas) A7.0 SOUTH STAIR Arlington,WA 98223 2012 National Fuel Gas Code 58(Propane) A8.0 NORTH STAIR 360-733-7318 N EXIT ACCESS TRAVEL DISTANCE SHALL BE IN COMPLIANCE NTH 2012 IBC SECTION 1016 TABLE 1016.2 2012 Uniform Plumbing Code � Of SWING GATE 2012 Washington State Energy Code A10.0 TOILET ROOMS EdG@geotest-inc.com OCCUPANCY MAX TRAVEL DISTANCE NOT TO EXCEED 300'. ��/ A ELEVATOR Edwardo Garcia, f 0. om O Plumbing fixtures / 2014 Washington Cities Electrical Code A11.0 WINDOW&DOOR SHEDULES Based upon IBC table 2902.1 for storage,water closets and lavatories are calculated at 1 // I 2009 Accesslblity&Usable Building and Facilities. RCP-1 REFLECTED CEILING PLANS Structural Engineer. per 100 persons. f/ I HONE:XXX ELECT.COND.TOEXIST. EG-1 EGRESS PLANS XXX Engineering 82 men: 1 toilet and 1 lavatory required (less than 100) ok / PANEL.2a'MIN•B.F.G. City of Arlington Design Requirements LA-1 LANDSCAPE PLAN XX-Suite XX V, 1 GATE OPERATOR Desi n Wind Speed 85m h Ex sure C 82 women: 1 toilet and 1 lavatory required (less than 100) ok / ONS'CONC.PAD. g p P XXXX Drinking fountain:plumbed @ Covered Loading&Bottled Water @ Office Ground Snow Load 251bs per square foot S1.1 GENERAL STRUCTURAL NOTES PHONE: Service sink: per plan I �EMST.ASPHALT.� Seismic Zone D2 S2.0 FOUNDATION PLAN Contact:XX,P.E.,S.E. SECURE SIDE r _ Rainfall 2 inches per hour for roof drainage. S2.1 FIRST FLOOR PLAN FIRE FENCE-� Frost Line Depth 12 inches S2.2 SECOND FLOOR PLAN Uj 1. SIGNAGE OR PAVEMENT STRIPING SHALL BE PROVIDED ALONG , O m Soil Bearing Capacity 1,500 psf unless a Geo-Tech Report is provided. S2.3 THIRD FLOOR PLAN LANDSCAPE ARCHITECT /� THE DRIVE AISLE FOR PARKING-FIRE LANE,"ATTIME OF �,-0, I ADDITIONAL PERMITS REQUIRED: S2.4 ROOF P N HOLLY MOORE �•/, COMPLETION. CLEAR 1 _ S3.0 CONC SCHEDULES&DETAILS LANDSCAPE ARCHITECT eowaD®a vPAD. PER IBC 106.3.4.2,THE ARCHITECT HAS ELECTED TO DEFER THE SUBMITTAL S3.1 CR DETAILS 2. GATES TO BE UP-DATED To MEET ALL CURRENT CITY OF ENTRY KEY PAD. PUBUCSIDE N OF CERTAIN ELEMENTS OF THE BUILDING DESIGN AS IDENTIFIED IN THE ��rr��� 15504 SE 18th STREET ARLINGTON CODES. EAST.ASPHALT. DEFERRED SUBMITTAL LIST. S5.01 S11lCL�fURAL STEEL SCHEDULES BELLEVUE,WA 98007 S5.02 1 CTURAL STEEL SCHEDULES Tel:425A66.4789 4. FOR FIRE EXTINGUISHER LOCATIONS SEE EGRESS PLANS ENTRY IEYPAD/IOmxBOX / I ELECTRICAL DESIGN BUILD SHOP DRAWINGS.* FIRE EXTINGUISHERS TO BE: SEEDETAIL.B/A2.o TRENCHL°Wv°LTA°E--J PLUMBING DRAWINGS' S5.1.1 TEEL DETAILS gmooredesign@comcast.net NOTE NO ENTRY KEY PAD 12"MIN B.F.G. S5.1.2 STEEL DETAILS 5LB ABC TYPE 2A IOBC RATED UNITS. ®SOUTH GATE,EXIT ONLY. --- ---------- PRE-FAB STAIRS SHOP DRAWINGS* contact:Holly Moore * TYP GATE FIR 55.1.3 STEEL DETAILS REVIMark oats . E ALARM SYSTEM* 5. ALL DOORS INTO ELECTRICAL ROOMS TO HAVE SIGNAGE AS ELEVATOR RAIL SUPPORTS AND HOIST BEAM* Merle Date REQUIRED BY LOCAL FIRE CODE. SCALE:1/8'=1'-0" C-1 SHEET HVAC DESIGN&DRAWINGS* OFFICE COPY C-2 DEMOLEMOLISION&T.E.S.0 PLAN CITY OF AR•LINGTON 6. MONITORED FIRE ALARM REQUIRED. KEY PAD&STANDARD •PRIOR TO SUBMITTING THE DETAILS AT A LATER TIME,THE C-3 DEMOLISION&T.E.S.0 PLAN BUILDING DEPARTMENT BY OTHER. REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL PARCEL DESCRIPTION FlREDEFT.KNOXBOX. REVIEW THE DETAILS AND THEN FORWARD THEM TO THE BUILDING C-4 GRADING&UTILLITIES PLANS 1q / P OVED - VERIFY LOCATION DEPARTMENT WITH A NOTATION INDICATING THAT THE DEFERRED C-5 GRADING&UTILLITIES PLANS -e,•1ICE 'WPY DA C' 22 (PERCHICAGO TITLE COMPANY ORDER NO.500024718 AMENDMENT 1 DATED WI LOCAL FIRE DEPT. SUBMITTAL DOCUMENTS AND DETAILS HAVE BEEN REVIEWED AND BEEN C-6 PROFILE$NOTES N - OCTOBER21,2015,AT 8:0DAM) FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE C-7 DETAILS NO CHANGES OR 31052100305400 BUILDING. UNLESSNG I VIED BY R HEGWALD PARCEL THE WEST HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE C-8 DETAILS BUILDING SPEC VIED SOUTHWEST QUARTER OF SECTION 21,TOWNSHIP 31 NORTH,RANGE 5 EAST OF THE ,> DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE C-9 DETAILS LICENSE STAMP: WILLAMETTE MERIDIAN; DOME CAP CONC.12 x 12 PAD. BUILDING DEPARTMENT. C-10 DETAILS EXCEPT THE SOUTH 660 FEET OF THE WEST 162 FEET THEREOF;EXCEPT THE SOUTH �- MIN.24'DEEP. C-11 DETAILS FUTURE 173rd 188 FEET OF THE EAST 124.5 FEET THEREOF;EXCEPT COUNTY ROAD; ANCHOR BOLT. EMERGENCY BACK UP POWER W AND EXCEPT ALL PORTION THEREOF CONVEYED TO SNOHOMISH COUNTY BY DEED LU � MT RECORDED UNDER RECORDING NO.930212GO82 RECORDS OF SNOHOMISH COUNTY, 4"DIA GALV.PIPE EXIST.ASPHALT. EMERGENCY BACK UP POWER FOR EGRESS LIGHTING w PAINTED.FILL WI .v WILL BE BATTERY SUPPLIED. SITUATWASHIE IN N.THE CONIC E SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. 9 m M ADA ACCESSIBILITY ~ (PERFIRSTAMERICAN TITLEINSURANCE COMPANYORDER NO.4221-2579718 CROWN CONCRETE AT a ALL HARDWARE,SPACE REQUIREMENTS,AND SIGNAGETO DATED DECEMBER 17,2015,AT 7.'30 AM) BASE OF PIPE s ':, 0. 172nd 31052100304800 BREON PARCEL `l•':.'4`: 3WLOWVOLTAGECONDUIT COMPLY WITH ANSI A117.1-2006&WAC 51-51-005. PARCEL A ADA ACCESS TO STORAGE SPACES PER TABLE 1108.3&SECTION Y DATE: OS/27/16 ALL THAT PORTION OF THE WEST HALF OF THE SOUTHEAST QUARTER OF THE 1 108.3.1 IBC 2012. 100�OF UNITS ARE ACCESSIBLE. O SCALE=+:30 SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 21,TOWNSHIP 31 4 +^ 51B'x8'COPPER GROUND NORTH,RANGE 5 FAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON,DESCRIBED AS RODTHRU BACK SIDE ALL UNITS STORAGE CLOSETS ARE PROVIDED WITH A ROLL-UP �' SITE SHEET CONTENTS: FOLLOWS: DOOR AND DOOR LATCH THAT COMPLIES WITH ICC Al 17.1-2009 BEGINNING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION;THENCE WEST 124.5 4'SCEDULE 40 PIPE BOLLARD CHAPTER 3 SECTION 309. 4125 72nd FEET;THENCE NORTH 188 FEET;THENCE EAST RTIO FEET THENCE SOUTH ST.FEET COMPACTED sa. FILL WITH GONG,ROUND OFF TOP. COVER I TO THE POINT OF BEGINNING;EXCEPT THAT PORTION LYING WITHIN 172ND ST.NE;AND t; PARKING CALCULATION SITE PLAN EXCEPT THAT PORTION DEEDED TO SNOHOMISH COUNTY UNDER RECORDING CONCRETE BASE e NUMBERS 9305030268 AND 200610200805; 314•LOW VOLTAGE CONDUIT PROPOSED MINI STORAGE 77,412 SF 20 STALLS TOTAL R9Ceived PARCEL B BOLT PATTERN. PARKING FOR MINI STORAGE BASED UPON TRAFFIC ANALYSIS. A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER AND ACROSS THE +q 9 'THE PEAK PARKING DEMAND FOR AN 77,412 SF MAY 27 2016 WEST 20 FEET OF THE SOUTH 188 FEET OF THE WEST HALF OF THE SOUTHEAST MINI-WAREHOUSE IS ESTIMATED TO BE 11 PARKED VEHICLES. sHFFT QUARTER OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION THIS 1S BASED ON THE PARKING DEMAND RATE OF 0.14 VICINITY MAP tAD 103� A 1 .0 21,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON; ,p ,a Sr x 9COPPER GROUND EXCEPT THAT PORTION LYING WITHIN 172 ST.NE. BOLLARD TYP. KEY PAD ROD THRU BACK SIDE VEHICLES 11000 SF INCLUDED IN THE PARKING GENERATION, 4TH EDITION FOR MINI WAREHOUSE(LUC 151)" N.T.S. SCALE:�"=V-0- SCALE:2'=1'-0" , t' Tt1/ 16 1B 17 1B 19 20 21 22 23 21 23 ?d 27 2B 2B 90 91 u 99 • 1aa law• iT7 970W' 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 9 1 I A I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 2 I I I I I 2 I I tOW Ffw SC1 ARCMM= q 1000 10x10 1oxio ,Ox,o 000 111x10 Oxen 1ox,o ,0xT0 10x,0 Ioxio 10x,o 1ox10 1OX10 ,ox o IWO ,ox,0 1000 toxin 1ox,o 1oxT0 1OX10 10x,o 101110 mxto oxio 1GKL0 ,OX10 toxin 1ox,o T 7 _ ] ii 'v 3838 48th Avenue NE _-----___ _—____ —______ __ ________ —_____ ____________ —___ _—__ _—__.. .__________. _—___ _—__._ _—__. ..________. ,__________. ,_________ _____ __ __________ —_ __—__ _—_ _____ m Seattle Washington,98105 a ,q IEm" swi p2061 95mtpnstn 2 w psaala@comcast.net @co et r. � eae b b 'e_ b & & I b b `eea `a_ b e n 'e b b b `e b ba 4 , toxin oore 7 T 7 �o R I � I6M51 6k61 l q esign N I 1 e b b b F & a b 5 g & 5 5 b IEm 5 5 a S ssociates ' -- - - '------ ------- — — - - --- — - — - - — — 15504 SE 18th Street --------- ---- - a q -- -- 11 Bellevue, WA 98007 q I m b b 3 BQ— - - —t - - - ) -- - -- — -- -- -- - - ----- --- --------- — ----- -- -- -- — - (425) 941 - 1040 __1m21 lone__ __IBn2__ ._'m -s.,o ,aa 1aa• gmwmdesign@wmwstnet d9 wRNER db CORNER I �o RR (� T SELF STORAGE DESIGN No 10x10 10x10 10K10 10x,0 1ox,0 10K10 10x10 I h - -- Fij mBl 'm j, I8 ° I q 7 I °H w I ,9x,o I \�B't sb s3 BB sa mB Ex,o Exm sx+o ano Sno z 2 I imy I m= I 7 toxin 1 2 I Ise xu EB m - b+os.,o m,o ! Bxio __ ._ -_____, --- ———————————————————— O I N nxo rw 10x14 10. ,o I0x9 Im loxs 1N9 104 100 ,oxs SECOND FLOOR LU A2 �nLt „n=,u u,Rns„i O , 2 x M M � Ae t/J '-0• ]4",' BIB" ,' 9'-0' 1' B'-B' 8'•a 10 1' B'd• 1' BIB" A. B'Hl• ,' B'-0• 1 B,B• 1 1 B 1 B\B" 1' B'-0' e'H]" 1 81B' i' B'-0' 1 BVY ,tl-0' t' 8\B' t'' 8'-0' 1 B'-0• , B'2' 1 B4P B41" 1' BVI' 1' BY• 1' B'd' , 841" 19'-10' f0'-0' .-.------I. -- ___________ ____ ___ ________- ----ry-- �j Qp qq �j boy �y boy boy HANG. , I W U E•--�)' OFFICE --- m i Q RETAIL R $ B I? I a ------- •--------- ----------------- - - --- - ---------- ------ -------- ------- '--- -----' •--- ---------, .- - - -- --- -- cn --- acm'\x2R ' Y q dB CORNER •----------� q q 1 b b _______a _—_--- _________ —------------- —____ _ ________ —..... __________ _— _—__. ___ _ _ ..._ —_ -.._____ _____--__ ______ —__ _—__ a .. m _ ____ ___ _ _ -0 10W - 0111 5x10 - - 6n0-- --6x10 6r10 6x10-- - Ex10-- - 6n0-- 1 � LL r I E § § b ,0x18 IOX12 IWI a BA a t N DARTS ARLU TS I I B B�a d' - J I-l14'11• S'B 1 B'8 1 7'-0.9• a'- 1 �8' �-•B'd' 11' 9 I �2 m a IDA0 — \ -- -- C01..9EE STRUCT.— -- — I--- �• m1°uro raw I 6 B,\OYi \ 9 t WIN EEL BT P t 1 T ELECT. I ( 8.\OY I I Ye• txe• tr-0• ,Ydr 12M• q YB• m B• PN' �. ape .1 .1 .1 16. REVI 1 1 16 6 B7 B 6 6 8 6 6 O+_ —19.— 18.— —17— — oINKI O F 5A I v ° e ,. i0T 8•\ MBIkSIODN�S'. S' 1 I — -- U GGL STRUCT.7WEOFCANO[':� ABOVE SEE OT. ----_----- ___ _______. __— ---_-----_ .—___ __________ EG, SO. B-0' 1 B'-0' 1 B'd' 1 B'B 1 at 1 B'-0' B'2• 1 Bd• 1 BMl• t BW 78+8• , B' 2 FIRST FLOOR — A2 ecALE.,ne•.ro M,44z aF. 11aa" — LICENSE STAMP: -.RE. RECT R2I BAT INSUL RUN BAT If19GL R2I BAT INSUL 2e0A MTL LINER PANEL MTL.UNER PANEL. 8' 8" P RUN ETER W.9CHROEDER 9• RUN HORIZONTAL. RUN HORZONTAL 81 A.F.F.WI•U•TRIM 8'-0"AF.F.W/"U'TRIM L.HAT CHANNEL BTAROFWMxNGTOX HAT CHANNEL ®TOP EDGE T23 MT-WALL PANEL. ®TOP EDGE RUN HORIZONTALLY 1n•GW. MIL DIAMOND PLATE. SEE ELEVATKNB FOR BLOCK MTL.DIAMOND PLATE. RUN HORIZONTALLY RUN HORIZONTALLY 24.D.C.WP. PAINTED. db•A.F.F.PUBUC AREAS COLOR 6 TEMURE d'-0'AF.F. L•O.C.TVA.SEE STRUCTURAL OUTSIDE SMOOTH FACE CMU BELOW OR FULL HEIGHT UNER PANEL VERIFY W/OWNE0. OUTRIDE SMOOTH FACE CMU BELOW INSIDE STORAGE UNIT. —R21 BAT INBUL RUNHpTL.LINERPANEL OUTSIDE SMOOTH FACE CMU BELOW GNU WILL RUN HORIZONTAL. R21 BAT) UI. A8 REOD UL DESIGN N0.U2B9 bIB+GW.ryp, B'-0"A.F.F.WI'U"TRIM (11 D.C.(1e0A)METAL STUD. AS REO'p DATE: OSY27/18 DES N0.UAM SECURE TO HAT CHANNEL. ®TOP EDGE• ((,�61(1'(iN3A METAL8TU0. ((1�61IY 1118GA1 METAL STUD. O.C. NIERIOR GILVMETAI PANEL. 2d'Q0.,4P.8�E STRUCTURAL. 2/'O.C.IYP.SEE STRUCTURAL. UL DESIGN N0.W19 SEE STNUCTURIL PLNIS SCALE.AS NOTED CMU I N WIDTHSAS INDICATED 2d OA VERT.MTL SIDING SMOOTH MR SIDING —INL 23B NTERKNOALV METAL PANEL WICONC.FILL®CELLS REINFORCED �yW ALL PANEL TLC.122 GA, 1 LAYER SB"RpRuk•rypE.%GYp. SEE STRUCTURAL PLANS SHEET CONTENTS: WIAEBM.BE STRUCTURAL. HAT CHANNEL KYNARFINISH. (t)8'(1BGA) OR EQUAL WALL BOARD APPLIED PARALLEL METAL STUD.24.O.C. METAL BTUD.24'O.C. METAL STUD.20'O.C. RUNVERT.26.0.C. LINE OF'Y MTL GRIP FLASHING• TO EACH SIDE OF d'STEELT FURIIN, SEE STRUCTURAL PLANS SEE STRUCTURAL PLANS FORINTERNlRBHAFT WALLS LINE OF'Y MIL.DRIP FLASHNO- U EOF'Y MTL.GRIP FLASHING- IVMN.YVERT FACE. N•O.OMAX.SEEVENDERSREC. M 2'VERT FACE M�N�YVERT FACE ARCHRECTECTURAL TRW ACCEM. FASTINIVO.C.WITYPE SI2SCREWB. a d USE e2 GREY BLOCK. A�ITECTEDTURALTRIMACCENT. AUM ITECN CTURAL TRIM ACCENT. �SL ZI�V •'s INSIDE OUTSIDE ALONG EDGES e SIDE OFJOINTS JOINT FSET TAPE FLOOR PLANS INSIDE OUTSIDE INSIDE OUTSIDE FROM OPPOSITE 610E OF WALL JOINT TAPE AND wMPauNouLJOINTS AND scREwa _U DETAILS CMU 3hr.TYP. CMU 3hr.TYP. EXTERIOR VERTICAL MTL.WALL NON-RATED EXTERIOR VERTICAL MTL+WALL NONRATED EXTERIOR WALL-NONRATED MTL.WALL NONRATED 1h7 WALL MTL.PARTITION WALL MTL.PARTITION WALL FINISHED �n, O O WALL TYPES O NOTE:ANY EXPROSSEDGW TO PUBLIC AREAS 6 B (YIL.c 3 srv,u.es O O SHFFT' O TO HAVE DIAMOND PLATE WAINES COAT dB'A.F.F. PLAN VIEWS A2.0 IIII A A 3838 48th Avenue NE Seattle Washington,98105 (2061 -954 - 0442 MTL.CROSS STAR ATTACH TO 6"RETURN FOLD. psaaia@comGast.net ---—"Z"HANGER CLIP.BOLT TO WALL W/BLOCKING - PERF.MTL.SHADE.%&GAUGE T.B.D. t 2 s d B s ] e s to 1t tz 1s td m to 17 IB Ic za zt zz zs u zs zs z) ze za so st a ss oore taw^ 1a4r taw• 9a8'-0• 6-0• 1 I I I I 1 I I 1 I Issociates esign WALL PACK. 4' A 15504 SE 18th Street m Bellevue, WA 98007 - -- _ 4 5) 941 - 1040 gmooredesign(c�comcest.net T' l "Z"HANGER CLIP.ANCHOR BOLT TO WALL WI BLOCK SELF STORAGE DESIGN MOUNT REVERSE TO HOLD DN.SCONCE. Z NOTE: ALL MTL.TO BE POWDER COATED. v 4''0' ALL FASTENERS T.B.STAINLESS STEEL. E SCONCE-ELEVATION SCALE:3/4"=1'-0" --"Z"HANGER CLIP.BOLT TO BLOCKING. SHIM 1/2"OFF FACE OF SIDING 3'4Y I I O \ / I \ PERF.MTL.SHADE.%&GAUGE T.B.D. 1 [CZ SHAPE T.B.D. I z \J I LED WALL PACK. `__—_---- - ROOF PLAN LU w d SCONCE-PLAN S�E. SCALE:3W=V-O" Aa i 3 9 4 6 B 1 B 9 to 11 1] 13 14 18 18 17 18 to ]0 Z7 1a 33 L 25 18 ?7 � ZB 30 ;17 _ ____ ____ _______ _ ___— _____ _—___ _ _ ____ —_____We 10x10 10x10 10x10 tOx 10x10 1000 lox10 10x10 10x10 10x10 1000 1We 1 IWO tOx10 1000 10x10 10X70 10x10 10x10 10x10 10X70 1 1000 10x10 IWO 1006 100 UNIT NUMBER _ JI UJ L.ED.WALL PACK w L�D _—.—. .—__ .---_____. ______ ...._ —____ � __ _NY O.O.TYP. OtxS j9B &x1a 5x10 5x10 a;t0 910 9110 Sn0 Sx10 I a1f0 Sx10 Sx10 Bn0 Sx10 A10 Bx10 Sx143SISMETAL SIDING q - ]F I Isa ono s.10 sxlo Bno ono sxto exto j ono ,-_-mno •---s.-----• ^s:10-. .-s.lo_ sno j alto __sno__ __ono sx10-- sno_ ---- _sna 5xto— s� am as 5m sm am ae ew 1 $ SEOONDARYGUTTER 4 H WEST F_LEV.ONLY = .--_____. �•^ I a 16-CMU SOILDER COURSE I' %to Arlo 71x10 7xl 7tx10 71x10 7hd0 71x10 71X'IB oI Nit) mill 71xI0 71x10 71X10 71x10 o sna wo sxlo sxlo wo sno sxm s.+o sno sno s5 sly sdj SANDSTONE H S j �I Id1 MTL.HEADER PANEL j5m 7 ai Sr,S `,,x51 COLONIAL RED I ) ) tOx10 tOx10 10x10 10x10 10x10 10x 0 10x10 10x10 10x10 10X10 p DOWN6POUT I 71x10 71x10 71x10 7lx 71X10 71x10 NO 71x10 N10 71x10 71x10 71x 71X10 71x10 71x10 ,°a t SMOOTH FACE CMU RR REVI ONS. SANDSTONE E7 45 CORNER 45 CORNER - - Mark Data MTL.ROLL UP DOOR ly t PLC .O 3 — COLONIAL RED Ba- _ __�.__ _ _ -_ - _ -_ ___ -_ _I __ _ e DOOR LATCH I LOCK 's - j Jed N N g! _________ _— __-'- _____ ___ _____ I I i R I— toxfl lull tact tone lane tom taw• tsa• — sxlo t7 SPLIT FACE CMU $ a m Teo V g g V a `8 `6 c I I j A — 1e MOUNTAIN BROWN I �y R x�j apt HI — ) 4 Ia8 o I 1 i9B wo .0 wo _I _ 10X1B 10x1D 10X18 10x10 IWO 10x10 10,10 j SxS I _—. FIRE EXTING'R BOX- 1 8 c j § 10X10 t A x1yxT LICENSE STAMP: (NON CORROSIVE MATERIAL) I a Z', °H x. _ .__ __ _. ._____-- ._-..__. .__—_- t I SPACING AS PER CODE. I 3w I jsls sa sxs sa sa slo ana silo s:to sno TYP.EXTERIOR ELEVATION @ UNIT DOORi ; i6x,B m u�O jcs sm 5m a.5 ) ono sno ono olio o.m j j 1om I Z y I 3Po1 REGIS�ERm 5 A3.a SCALE;1/4"=T-0" I o I I10x14 10x9 1 IOx9 tOx9 IOx9 10x9 10x9 10x9 10x9 w.s�HaoEER I 3 I AE rw 3 a DATE: 05/27/16 2 THIRD FLOOR SCALE AS NOTED A3 —E"+nB— 25.ms sr. SHEET CONTENTS: 3rd FLOOR PLA /ROOF PLAN DETAILS SHEET: A3.0 Masi FT 11 I a Tog I . .................. ME III own— W loll 0 NOISE son IE - � �l� =LT 11 O1IE MTL.SIDING. MTL.SIDING. 1" m CONT.BEAD OF CHALKING. 'r ) TOP OF CMU. :o - PETER SCNl10®6l ARCNRTCIS A � 8'ACCEENT BAND _ 3rd_F_LOOR 2_1'-T -r" C 3838 48th Avenue NE - : B A Seattle Washington,98105 - ro GUTTER psaaia@comcast.net I MTL.SIDING. ON.SPOUTAf I p ou- oore 3 SECTION A ACCENT BAND 4 SECTION(D EAST FOUNDATION WALL T.O_F.43'-0" i esign -- - -- ENVELOPE ssociates _ FORM Y T.O.F.38'-0' --— —- --— - -- - Bellevue, WA 98007 MTL.SIDING. FORM 15504 SE 18th Street MTL.SIDING. : BOT.CHAN.SEE STRUCT. ON 1.12 --�N �Z i GUTTER VERIFY WI STRUCT. STAIR 3_4'S" _ ---'---- -- (425) 941 - 1040 Y gmooredesign@mmwstnet T.O.F.31'•1' SELF STORAGE DESIGN CONE.BEAD OF CHAINING. ao 1• :. :. - - • .' TOP OF CMU PIER TYP.SEE ELEVATIONS TOPOF CMU I _ a $__— '� HALL HALL A6 °I� b - TL.DRIP FLASH.SEE VENDER SPEC. MTL DRIP FLASH.SEE VENDER SPEC. ;I - _ - —_ ! SEE ENVELOPE TOP TRIM. TOP TRIM.SEE STRUCT. )), - - - - SUMMARYFORM EXT.FILLER PANEL SIDE CHANNEL. II._ 3rd FLOOR 21'- - �•, _.-. •:: I _ 3rd_FL_OOR 2T_-7"� SMOOTH FACE SOLIDER COURSE SMOOTH FACE SOLIDER COURSE 'r CANOPY CURTAIN PANELPROVIDED BY DOOR VERNDER' SEE STRUCT.- T9 s" SEE STRUCT. -"- ---- - -_-_- c ` SEE ELEVATIONS FOR COLORS. I a DESIGN TBD. - 5" EXT.FILLER PANEL BOTTOM CHANNEL " - - `--- -- q d0 AS O PROVIDED BY DOORVERNDER' GUTTER VERIFY W/OWNER FLOOR 11'-1 _-- ' 2nd FLOOR 11_'-_T� CMU PIER BEYOND. SEDE E FOIGS OR CURTAIN. E ELEVATTEELIONS RCaOR >y Uj 5 HEADER DETAIL ROLL UP DOOR TYP. 6 SECTION EAST FOUNDATION WALL 10 '' - I 1 T.O.SLAB.0'-0" it? T.O.SLAB. OLL-UPDOOR I--- --$ O WI DOOR TRACK. -____ _I -_ SEE STRUCT. -- EE11TRl1CT. vJ SFFS7RUCT SPLIT FACE CMU PIER BEYOND 818:16 CMU WALL 45 W/SMOOTH END. PERSTRUCTl. SECTION @ GRID LINES 12 & 13 z ANGIE SLOPE TOP OF FOOTING REBAR(SEE STRUCTL) 2 @I'/ALANMIN �O A5 SCALE:1/8"=1'-0" I TH FACE CMU PIER CONT.SEALANT :•I',. FIRS . SLOP COURSE.X _4 UJ CONC.SLAB. ONC.SLAB. PERSTRUCTL SLOPE LA MAX TOOTH FACE CMU PIER > NC.SLAB PER STRUCTL. START FROM T.O.FOOTING. ' —ASPHALT DRIVE. �'' W k• - - - - - 3 ------------- -_ _ •-f.-. �.-•-- I I a O y •,, ! W 3p ..�. -l�—T O.F.43'-0" SEE ENVELOPE �i / • Oco `1' - SUMMARYFORM •i •—'�' LL �- .. LL I I • ��' _ T.O.F.38'-0" ti _ GUTTER FOUNDATION.SEE STRUCTURAL. 1'-8• SEE CIVIL FOR DRAINAGE.. j FOUNDATION.SEE STRUCTURAL. �T.O_F.31- W /\ OPT.R111T WALLS NOT _- lvw, 7 / 8 \ SECTION gil EAST FOUNDATION WALL REQUIRED BY ENERGY CODE. -- -- s ADA DETAIL ROLL UP DOOR TYP. ,, ,w s H L HALL A5 su.e:r.•,.e.. A5 0 � _ _— MALL - HALL _ HALL Rao 3EE ENVELOPE 3rd FLOOR 214 --- _ SUMMARY FORM ---- _ _- - 3rd FLOOR 21'-7� 11}" 8'MTL.ON.SPOUT. - - - - _-—-- H L - — H ?q REVISIONS: d Medc Dare -. TEMP.BLOCK-OUT FOR —_ — Gun ER VERIFY W/OWNER D��' I• 2nd FLOOR 11'-1 - __ .-_-_ -- -_- 2nd FLOOR 11'-1 Y SMOOTH FACE CMU PIER _ FIRST COURSE. � 8"TIGHTIINE.SEECML — CONC.SLAB. WATER PROOFING. �.�.: CONIC.SLAB. PER STRUCPI SEE NOTE BELOW. PER STRUCTL - ( T.O.SLAB.O'-0' _ LICENSE STAMP: . y _ _ __ T.O.SLAB_0'-0$ BACK-FILL.SEE CIVIL. .•/ I REn SEE STRl1CT. pEnacx f rJ 1 Y 14 SECTION @ GRID LINES 6 & 7 PETER 4 ' I SCALE:1/8"=1'-0" ,�� .. --- t y' DATE: OSY17/18 SCALE.AS NOTED FOUNDATION DRAIN. FOUNDATION DRAIN. 3' 11�" SHEET CONTENTS: SEE CIVIL SEE CIVIL. FOUNDATION. SEE STRUCT. 3.0 SEE STRUCTURAL. SECTIONS/ ST 9 FOUNDATION SEE RUCT.EASEMENT TYP. 10 TYPICAL TIGHT-LINE,DAMP-OUT DETAIL&WATERPROOFING. DETAILS A5 su....... SHEET: A5.0 PETER SCHROE7 ARCIETWIll 3838 48th Avenue NE C B A Seattle Washington,98105 (206) -954 - 0442 psaaia@comcast.net I I I I I 1 � oore T.G.F.43'-0• � � esign - - EE OPE - SUMMARY FOR A ssociates SUMMARY FORM \ _ T.O.F.38'-0_* 15504 SE 18th Street ON 1:12 i --- -DIN 1:12 curTER Bellevue, WA 98007 (425) 941 - 1040 .F_31'-1' gmamdesign@comcast.net f awl SELF STORAGE DESIGN 3 HALL HALL � -- SEE ENVELOPE 3rc1 FLOOR 21'-T _-- _ - -: --- —_. .' I SUMMARY FORM 3rd FLOOR 21'-T� _-. CANOPY o y ESIGN TBT D .- �ESIGN TBD. m _ O- - GUTTERVE /OWNER 2nd FLOOR 11 1 - __ 2nd FLOOR 11'-1' ^ - BAT INSUL 0 CEILING. L..L Uj ,.. ... 7.j _ As Y T.O.SLAB.O'-0' SOUTH ELEVATION Q) LOADING C NORTH ELEVATION S1M. C \ --SEE STRUCT. --SEE STRUCT. \ SEE STRUCT. �1 2 SECTION @ GRID LINES 13 & 14 z v B A W w Q oQ ao SEE ENVELOPE - cc SUMMARYFDRM T.O.F.38'-0 U_ D DN�12 GUTTER OPT.R11 OWALLS.NOT W l r r l REOMEO BV ENERGY WDE. � I I I I I i V/1 I I y liEEa I I II j - _—-- 3ni FLOOR 21'-7"� SEE ENVELOPE j SUMMARYFORM I I i 74 REVISIONS: I _4 b M.M Date._ TRELLIS BIDDER DESIGN. - - _ 2nd FLOOR 11'-1'� I, BAT INSUL CEILING. WALLS ._ II RETAIL .I - I II Q II ------II T.O.SLAB.O LICENSE STAMP: I 7-7�.-STRIJCT ----' --I SEE STRUCT. - RE C wGE gr� SECTION @ GRID LINES 32 & 33 As SCALE:1/8"=1'-0" DATE: DSrzTne SCALE.AS NOTED SHEET CONTENTS: ELEVATIONS SHEET: A6.0 --;*Too ItETB scHeol�et ARCIEM I 3838 48th Avenue NE Seattle Washington,98105 1 2 1 2 (2061 -554 - 0442 1a-0 1a o psaaia@comcast.net 4'4• 4'4• 4'-4• 4'4• oore 3'-e 3'S I I 3'� 3'-r I I I � esign I 1 I I ssociates 15504 SE 18th Street Bellevue, WA 98007 tt 2 t OOR �7 ODR (425) 941 - 1040 re 9 t7 r^ § t T.O.PARAPET 43'-0• m m _.� gmooredesign(d3comcast.ne[ DN _ DN SELF STORAGE DESIGN UP UP - ---1 II � II II � II m � - APPROXIMATE ROOF LINE AUGt'1 W/WALL BELOW LV=__ ----------- Z ---- _- ROOF 34'3 P1 RISER/ i6'4'FIREm FIRE 28'-10• y STAND -v LANDING STANDUi PIPE STAND t7 Qi PIPE H H L_ I LANDING - rc 1 � � 110x14 � �10x14 1 I 1 __3R1 FLOOR 21'-7" z I I I 1 I I b W Ui r-- I ,& � SOUTH STAIR-ROOF �\ �1e4• w Q TH STAIR-2nd FL00 LANDING a SOIL/4'=1'-0' 1 m O I I 2nd FLOOR N'A"------------ ,y /\ I � V ROOF a w I v tet FLOOR 5'-3" LANDING - UP — T.OY ---- SLAB.0'-0• 7 REVISIONS: Mark Date F SOUTH STAIR-SECTION n — A] SCALE:1/6"= ' „ b � LANDING q FIRE FIRE RISER/ RISER/ 16 LZIDING STAND LICENSE STAMP: STAND PIPE PIPE I ECo I I \ I ecr Ln I I M 4...;.H� .scxxoEOEx SiNGig1 I I I I I DATE: 05f27118 SCALE=AS NOTED SHEET CONTENTS: I I IF I SOUTH STAIR-1st FLOOR Ak SOUTH STAIR-3rd FLOOR=\ ELEVATIONS / / srIEET: AT O 20 21 101-01 9.4' I CLEAR 4'-W 4'-W 3'-11• 3'-11" I I 1 in'DIA STD.PPE 4• GAUPo)RNL 0 T4- , ♦ I PBOYE LANDN09/FLOOR L ING 3838 48th Avenue NE 1 1M'DIA STD.%PE HANDRAIL®T-WajPFE� 1"DIA STD.PIPE 4"O.C.TW. Beadle Washington,9810$ ASOVE NOSINGAANONGS a (2 0 6) -9 5 4 - 0 4 4 2 psaaia@comeast.net oore 1lQ"MAX BETWEEN1 WDIA STD -_STRIN ERAANDINGP OF , esign PARTIALLY CLOSEDPoSER CONC.TREAD. L ssociates 4G SHOP FABRICATED 15504 SE 18th Street MI ADPANSPoTVPICAL Bellevue, WA 98007 STAIR DETAIL do9 (425) 941 - 1040 gmooredesign@comcastnet SCALE:IY2•=1'-0" 11'-1" SELF STORAGE DESIGN �2nd FLOOR FIRE RISER/ STAND Ic PIPE K�By �J Z 1e1" 44'MIN. t1e" 1}"RAILING. O ATTACH INTO n NORTH STAIR-3rd FLOOR�\ WOOD STUD OR Ae aDp�: BLOCKING. I I EXIST.I NEW W WALL. 9�Z 0 J O 18'4' LL LANDING CW3 I- 4 '^ IB _a I _ __ 3rd FLOOR 21'-r L J Z n STAIR RAILING � 0 - W w 18'-4" 7q n LANDING a rn Q v w do fO I� N ot 2nd FLOOR , O FIRE I 2nd FLOOR 11'-1" ,L STAND PIPE V LANDING NO TH STAIR-2nd FLOG , w uj I I � SCALE:M".,•HI" T , I I I I TA.SIAB 0 __ r---- 5 a" 4 LANDING REVISIONS: CAB s CAB �l NORTH STAIR-SECTION /� Mark Dale 6-e•x7'-10 ea 6'4r" r-10 scuE:v,••.r-0 ;, — CLEAR L____ CLEAR a �n — a I— I ' � ��� �., I L--J L__J� — g�g� I CLEAR — SOUTH m NORTH ELEVATOR ELEVATOR F• i-JS LICENSE STAMP: UP I S'$" 9• a'$ REGL,iEREO CLEAR i CLE CLEAR I _ C•-p^ Axonrcr Gt ,n 1e[FLOOR Ieg�I FIRE RWwsC—DE1 RISER/ Dr nslawrax STAND PIPE DATE: 05Y27/16 SCALE-AS NOTED SHEET CONTENTS: ELEVATIONS - � NORTH STAIR-1st FLOOR� SCALE IN"•1'-0" -, SHEET: A8.0 D lrzdz • • METAL DOOR METAL DOOR FINISHED FLOOR —FRAMEBEYOND FRAME BEYOND � LEVEL FINISLEVEL FLOOR L HOISTWAV DOOR CONCRETE ON HOISTWAY DOOR METAL DECKING METAL THRESOLD CONCRETE SLAB METAL THRESHOLD 3838 481h Avenue NE L BY ELEV.MIER. Seattle Washington,98105 By ELEV.MFR, •y:;; :; .fl o;;'•e°�j. psaaia@comcast.net GROUTING a s P GROUTING • BY GEN.CONTR wt+.•S•t6 BY GEN.CONTR I T.K.SILL SUPPORT Dore TT BY THYSSENKRUPP T.K.SILL SUPPORT N § LS"X4'X3/B•CONT, s°°° BVTHYSSENKRUPP W15IS"0 NELSON 12'O.G °EDGE OF•• b Issociates 9nHOISTWAV ASTUDS® HOISTWAY• IIE16 GA FASCIAeSI 1 1EDGE OF 16 G FASCIA 15504 SE 18th Street Bellevue, WA 98007 SLAB SILL DETAIL PIT SILL DETAIL DETAIL'E' DETAIL _3rd FLOOR21'-T' gmoo 941 - 1040 gmooredesign@comcestnet SELF STORAGE DESIGN NOTE:MINIMUM BACKING IS3"TALL X 38•WIDE. (BY GENERAL CONTRACTOR) OF RAIL I Z 1 SEE VENDER SPEC FOR ROUGH OPERNNO. DETAIL'G' I ICI L 2nd FLOOR 11.1• ^^ 3/B x Y d GUIDE RAIL STLB A �'I SEEVENDER a SPEC FOR 1 1 BACK WALL § ROUGH TDP LANDING I 3 OPERNING. Y LOWEST LANDING O • 4 114'X 2• ELEVATORS TO BE INSTALLED, C STEEL BAR INSPECTED AND CERTIFIED BY c DETAIL � (2 REQ'D) WASHINGTON STATE LABOR AND INDUSTRIES DIVISION o $ PRIOR TO THE SCHEDULING OF T.O.SLAB.0'-0" O FINAL INSPECTIONS.AS PER - FRONT WALL —�i S J I 12"X 1•LONG SLOT CHAPTER 70.87 RCW. L� 6 F'm 7 1 a ':' VERIFY WI ELEV.SPEC. PITLI HT MOUNTING BRACKET NOTE: r '+.•k iT7 ) }Ay' N'T -� UJ W $ > DETAIL CONTRACTOR T.B.D. SHALL CONFIRM ¢' to ; BY OTHERS ELEVATOR VENDER AND ALL Q < I a ELEVATOR SPECIFICATIONS AND DIMENSIONS. 44 1 SECTION DETAIL'F' PIT FLOOR AB SCALE:1/4"=1'-0" O PIT LIG ° By OTHERS --'T. P SECTION Z-Z (TYPICAL) PIT LADDER DETAIL V HOISTWAY SECTION SILL & CONSTRUCTION DETAILS 4•-0"RouOHOPENINBYADTH ROUgI GPEeING J BAEtY BEAM TORE PROVIDED i6 GA r -- —1 BYGENEMLEDINAS EZ C(/�) SA—BOR GMTED IN ASME 29.13 v 9.OP LB.MINIMUMCAPACITY. - LU TOP GUIDE RAIL BRACKET TO BE INSTALLED e SU ABOVEFINISH DDBINTHE OVERHEAD. n �SUPPORT tO eE PRONGED BV GENERAL CONntACTOR /J N tQll�/, b L —PORTION OFTHEWORK I �(/ p/� 8 rv�RLocK HNisTAmN DELINEATED WRHE ANNGTAr ��/�-�{ �� tq 6i/I 16- "PROVIDEDBYTHEMETA T.9N• rl OORREACTIONS DOOHREACTI lM1H NRE 5ERNCE c�ai lgiF ors oFAPRE-ARE �-1re• SS vATx sc (CASE 1) (CASE 2) y ENGINEERED PROPRIETARY 4BL1W AFF SYSTEM:ALL COMPONENTS fy :NDICATEDASMUIISHALLBE HALL BfATON REVISIONS: a IN CLUDWINSEPAMTESHOP H 1 g� ATFLOOIt3 } •. OWGS SIGNED 63EALED BY b 6N8 AFF AW SHINGTON REGISTERED 1pt Melk DBiB b ENGINEER.SUCH SHOP ON64 /Z'� 6 o6ACN�nmN $HALLRE3Ue_D'TO q _ Z yS JURI6DICTONALAUTRORITIES WVSED DOOR &INCLUDED AS APART OF JMIBSYIABOL3 _ b �g3 THE CONSTRUCTION DOCUMENTS wN T— J �' FINISHED I WALL RI J YBELOW RR SILL LINE'THIN NINE LL EACH FLOOR `� -•-'B' 31YC d yz HPM.R —COOR A A r-111? 3M ra 'a 1 To 3M.�'I ENTRANCE ELEVATION LICENSE STAMP: SUP PORT FOR ALL GUIDE RAIL BRACIO:TS, TOM PROVIDED BYGENFAAL OONTRItTOR 2 M4'DOOR CENTER OPENING DOOR AND ENTRANCE ,� VeMybmtlaia wtt6 THVSSENKRUPP ELEVATOR ELEVATOR4(FRONTI 11 5 I Ex TO DOE - _ SEE GC NOTE RAa IHITCFT 4 A 8 g ` LWEI- NOTES k 5 _ .aa'urtTwtt THIS FRAME HAS A2 HOLM WARNOCK HERESY LABELAUU ANNGTON R j u g '' A uTMnuwrP MAMMMUMWHEELLOADFORAUMRdIMSILL13625LB5. y GUIDE RAIL DOOR OPENSTRUTWMFERSTOBEPROVTDED. � R FORFACTORV USE.TKENTRANCES. p p g9 BRACKET SPACING f�NFRAI CONTRACTOR RESPONSIBLE FOR HOIS-AY REINFORCING 0, -- 12'-8"MAXIMUM x DATE: Dsn7ne Q m nw M1NIMU 0S HI FOREI DEREI4TI0FODC AN .RIE F MINIMUM OF A"I6GH x3'WIDE REINFORCEDCONCFLEIE,REWFORCEO NDl£:IF THE DISTANCE BEO94EN FLOOR OF OPENINGR UIREDFORANCHORINGSILLSUPPORTASSEMBLY. SCALE AS NOTED LEVELS EXCEEDS MAXIMUM GUIDE MIL 1B GA� SILL SUPPORT REINFORCING TOBELOCATE—RESPECTTOREACTIONPOINTN - tt BRACKET SPACING ALLOWED,SUPPORT FOR BV ELEVATOR COMPANY SHEET CONTENTS: LL� AN INTERNE REFERENCE R/BTALLATgN IXUIMNGS4 NE,4SM,AII 4 N Ol�y PROVIDED MIDWAY. ARE AVAILABLE UPON REQUEST. REACTIONS(LBS.)WE TO LOADS ON DOOR PAELS.APPROX HORM y * NDERHOLIEWALLBEDRILLEDTO SECTION ELEVATOR E c R, ADEPTHEWALTOTHE6ETTMVEL MACHINE ROOM PLAN TIESPECIFIED LOADS ME CONSIDERED IMPACTED. PLUSB-0•BELOW FINISHEDFLOOROF r THE LOWESTLANDING. (AOJACENTATLOWESTVNOMGI DETAILS 6L —1-IrsUMP PRw/META MPCHINE ROON LLU 11—SHALNOTBE " GATE COVER(FLUSHVATH flTFL00Tt1b LE93 THAN 19 FTC AT FLOOR LEVEL BEYIOER UDUREDINALLLEENLE A RPITS. HE ATLOAGPOTEMIAINMACHMEI—N VENDER SPEC. FOR REFERENCE ONLY VENDER SPECAS PE MI—HUNITS RASMEAIT.1-RULE-1 DUETOELEVATOREGUIP.•49AS6 BNMR SCALE:N.T.S. SHEET: VENDER SPEC. FOR REFERENCE ONLY A9 12 2 12 &TOM 4 ACCESSIBILITY ACCESS DETAILS13 6 2 9 7 9 9 I SCNIOM MARCMIECIS DOPEI1 Tam GRO BA ao Seattle 48th Avenue NE pApp,TOYEL (GIWiB BAR Seattle Washington,98105 W \ $ 7 b Y (208) -954 - 0442 L ti m psaaia@comcast.net 2 1/AMTOITI URINAL GRIN SIR HUMP�� ,E• wi 10 1N� r-° / oore FLUSH VAL g \ LOCATm TO L'/' MOE SDE OF SrN1 � UNISEX TOILET RM.@OFFICE UNISEX TOILET RM.@OFFICE UNISEX TOILET RM.@OFFICE UNISEX TOILET RM.@OFFICE � esign s � nrmN ^ INTERIOR ELEVATION INTERIOR ELEVATION D I,At INTERIOR ELE° NATION FtooR INTERIOR ELEVATION Af a A' SCALE:1/4°=1'-0" SCALE:1l4'=1'-0" SSOCIateS e GRAN PIPES _ vn1 SCALE:1/4'=1'-0' _ = ------ ---------- SCALE I14"=1'-0" C --- ----_ 15504 SE 18th Street ------ --- -----_ Bellevue, WA 9800 ——— — (425) 941 - 1040 q._q. grnwredesign@nmeastnet — -- RESTROOM ELEVATION KEYNOTES SELF STORAGE DESIGN 1O 8•CERAMIC ALE BASE.TO MATCH FLOOR 1 NTs FIXTURES ACCESORIES - - Li _ 5 ELECT.RM.$ O GRAB BAR-BOBRICK B5808 SERIES 8-10' O TOILET PAPER HOLDER-BOBRICK B-288 I A j $ 4O 36"HX 24-W MIRROR,BOBRICK B-292 fO $ II D IA1 B j '---` O SURFACE MOUNTED LIGHT FIXTURE FAILSAF-29 W 220120c Un A CLEAR SPACE Oi suFnDIENr 52E TO INSCPoBE A 6C DIA CIRCLE W/IN THE SANRI FACIUW ROON. --_ Og S.rI B-72974 R.0Pepe,TNM al Navy Blue 2. RUSH VALVE$HALL BE ON'NOE SIDE aF IOILET AREA. A Su APDI PE Nd R-Paper CK S-DUpenaer 3. aa°NIN.FRON FLDDR To FLusH vAEkE. CLEAR, LEVEL 4. 5<e.MAIL roRCE 10 OPEMTE NAwE. 1 D Ai B ; O SOAP DISPENSER 84112 ^pwA� 5. SEE ACCESSOPoES OETNL FOR IfJGI113 DF GRAB BARS AND ACCESSORIES. O r / FLOOR SPACE C N O LAVORATORY OVAL HORIZON WITH HERITAGE rAmr TERSET FAUCET AND POP-UP WASTES: AN STANDARD 3303.103 I � 24'� MIN. '� P.LAM.wINSCOT INscor a�o-AFF EXT. DOOR I 0 KOHLER HIGHCLIFF LITE K4368 WITH K4670C SEAT(WHITE) 18" MIN. 18 ,7 INSULATED DRAINPIPE N INT. DOORS -- I..0 N _ --- — SURFACE MOUNTED COMBINATION ROOM " RMIN I Ny pAtl aM aA PULL SIDE JAN. 2 FULLEXH LENGTH MIRROEATER TOILEENTER ROOM. 13 FULL LENGTH MIRROR�TOILET ROOM. O g„E D �� PusH SIDE TOILET ROOM OFFICE -- ,B 4 KOHLER C y yy SMFACE a A70 SCALE=114'=1'.0' Berdw- Ikrnwrt ur inal and 0.126 C i6 gplmenuat8u'l meter J w W_RFM M ELKAV DRINKING FWNTNN"Ma EZWS-EDFPBMI17KEZH2O "'kkk 15 12' 18 MOP SINK MIN,, TYPE T.B.D. z PLANsllYcaEVATgN eTOILET ROOM na LOADING FRONT APPROACH 6 HOSE BID A10 SCALE=il4"=1'0" CLEAR, LEVEL W W FLOOR SPACE 3 z Q 2T NTs LAVATORY_CLEARANCE 3 NTs TOILET-STALL-CLEARANCE 12 5 36' �3 O MIN. � 4 e PDAROOM AREA FOR ACCESSIBLE AREAFORACCE331BLE IDFMIF1CATp RDOM HARDWARE HARDWARE PULL SIDE 9 T EXIT SIGN � t7 8 SEE DETAIL�— SEE DETAIL v \ PUSH SIDE $ l;/ i~�t I I aN +s Sn$ STRIKE SIDE W STRIKE SIDE I OF DOOR 11 T-0° ,•$„ t0 8 OF DOOR y MIN. u.+ i ' �/� I 10•KICKPLATE ° HINGE SIDE APPROACH ' V J 70°IOCKPUTE PUSH SIDE OF PUSH SIDE OF DOOR UNISEX TOILET RM.@ LOADING DOOR ® _ A UNISEX TOILET RM.@LOADING INTERIOR ELEVATION EXIT DOOR CLEAR LEVEL INTERIOR ELEVATION A, a ®PUBLIC RESTROOM DOOR SIGNS FLOOR SPACE in1 SCALE: SCALE:1/4"=1'-0" CORRESPONDING GRADE II BRAILLE LETTERING RAISED I152' PULL SIDE REVISIONS: EXIT t �? � Marty Dare PUSH SIDE -- 2 2 PROVIDE ROOM IDENTIFICATION SIGN ON LATCH SIDE OF DOD ETTERS AND NUMBERS ON SIGN SHALL BE RAISED LETIERSIHUMBERALSSHALL BE RAISED Ir32• $ MIN 1W MIN SHALL BE SW HIGH AND SHALL BE UPPER CASE SMIS SEPoF TYPE B SHALL BE H SN+SERIF UPPERCASE CHARACTERS ACCOMANIED BY ACCOMPPNIEDWITH GRPDEIBRNLLE. L_---J GRADE 2&WLLE. RAISED CHARACTERS SHALL BE AT LEAST 51VHIGH.BUT -- - NO HIGHER THAN 2' 4•-0. 2 LATCH SIDE APPROACH JAN. M—.RADE ldLL LITERARY BRAILLE STANDARD DIMENSIONS DOT DIMI. .059INCHES \INTERIORDOT SPACING.090INCIES •48" IF DOOR IS EQUIPPED WITHmHORV SEPARATION .241INCHES BOTH A LATCH AND A CLOSER. LICENSE STAMP: 28RE BETWEEN CELLS FAD VEf1T.SEPARATION .3951NCHES S L R 4 re ADACCESSIBILITY SIGN DETAIL BETWEEN CELLS R 1 �AncnrtEcr OEXIST SIGN DETAIL NTs EXIT SIGNAGE 6 NTs DRINKING FOUNTAIN UNISEX TOILET RM.@LOADING UNISEX TOILET TI @LOADING �PETERawA�slHi c,p onR 4 NTs ACCESSIBLE DOOR_SIGN 5 INTERIOR ELEVATION INTERIOR ELEVATION Ai D /A, SCALE:1/4"=1'-0• Y SCALE:114"=1'-0" C A. SWITCH THERMOSTAT 78 DATE: oSI27ns MIN SCALE-AS NOTED uo SHEET CONTENTS: r Seem C— r --- u RECEPTACLE TOILET ROOMS PLANS/V� 'I. LJ ELEVS NSPIAYOMPff XS tm OUTLET DETAILS �I IIIIII • r 'LLIll1 LL1lI) � g O CLR. u J � � SHEET: INTERNATIONAL SYMBOL GFACCE351BMY p -- — ———— --- --- Al 0 7 NTs ACCESSIBILITY_SYMBOL NTS THRESHOLDITRANSITIONS 9 NTS MISC.-MOUNTING-HEIGHTS 10 NTs DOOR_CLEARANCE STOREFRONT: STOR E R NT: X 4.5"ANODIZED ALUMINUM STOREFRONT SYSTEM WITH THERMAL BREAK NOTE: ALL H.M.DOORS TO BE FACTORY PRIMED. Re: WINDOW/STOREFRONT SCHEDULE MULLIONS AS INDICATED.STEEL STIFFENERS AS REQUIRED FOR SIMPLE SPAN MULLION. DOOR SCHEDULE FIELD VERIFY /OWE RP DOOR SWINGS GENERAL NOTES: 1"INSULATED GLASS,TYPICAL. CLEAR. &HARDWARE W/OWNER PRIOR TO ORDERING. - -- NOTE: FIELD VERIFY ALL OPENINGS BEFORE FABRICATION. GLAZING CONTRACTOR TO PROVIDE COMPLETE SYSTEM. INTERIOR ROLL UP DOORS MARK QUANTITY TYPE SIZE LABEL DOOR MATERIAL JAMB MATERIAL HARDWARE REMARKS _ WIDTH X HEIGHT Interior Storage Doors&Hallways #OF GROSS MARK SIZE(WXH) LOCATION AREA DESCRIPTION U SHGC REMARKS: O C LABEL LOCKSET W/APPROVED CLOSER. PROVIDED WEATHER �7grg UNITS AREA j 1 SWING(1 LEAF) 3'-0"x 6'-8' 1 HR. HOLLOW METAL HOLLOW METAL WI TRESHHOLD.VERIFY SECURITY STRIPPING&DOOR SWEEP 1.Product • I • W/OWNER.ALARM ALL EXTERIOR DOORS. @ ALL EXTERIOR DOORS. ALUM.STORE FRONT 3838 48th Avenue NE O 2'-0•x 9'�" STORAGE 19 1 19 SQFT. .40 .40 W/TEMPERED GLAZING AS NOTED LOCKSET W/APPROVE CLOSER. "S"LABEL REQUIRED EXIT a.Curtain shall be Grade E 80,000#min. Seattle Washington,98105 FINISH T.B.D. B LABEL NO TRESHHOLD.VERIFY SECURITY 7 SWING(1 LEAF) 3'-0"x 6'-8' HOLLOW METAL HOLLOW METAL ENCLOSURES SECTION 715.4.5.3 yield)galvanized,26 gauge steel. It shall be (2 0 6) -9 5 4 - 0 4 4 2 2 1+rz HR. W/OWNER.ALARM ALL EXTERIOR DOORS. EXCEPTION 715.4.4.NO TEMP. y )g 9 g VERIFY LOCKSET @ ROOF W/FIRE MARSHALL RISE DOORS REQUIRED, deep roll formed and lock seamed together psaaia@comcast.net ALUM.STORE FRONT BUILDING EQUIPPED WITH to make a continuous curtain to full door 1 a 2'-0"x 7'-7 1/2" STORAGE 18 1 16 SQFT. FINISH T.B.D. 40 .40 W/TEMPERED GLAZING AS NOTED LOCKSET W/APPROVED CLOSER. AUTO-MATIC SPRINKLER. 3 2 SWING(1 LEAF) THU'x 6'-8" C LABEL HOLLOW METAL HOLLOW METAL NO TRESHHOLD.PRIVACY LOCKS height. Curtain shall be protected with a TOILET ROOMS.VERIFY W/OWNER. AS PER SECTION 903.3.1. Vertical wear strip at each drum wheel. oore 2 2'-0"x 8'-6" STORAGE 17 1 17 SOFT. ALUM.STORE FRONT FINISH T.B.D. .40 .40 WI TEMPERED GLAZING AS NOTED O C LABEL HOLLOW METAL LOCKSET W/APPROVED CLOSER. b.Guide Assembly shall be 18 gauge esj n 4 1 SWING(1 LEAF) 4'-0"z 7'-0" 1 HR. HOLLOW METAL W/4"MASONARY W/TRESHHOLD.VERIFY SECURITY W/WIRE GLASS RE-LITE galvanized steel With pre-punched holes for HEAD JAMB. W/OWNER.ALARM ALL EXTERIOR DOORS. the IOCk and anchors. Protection Shall be Issociates ALUM.STORE FRONT provided t0 2a 2'-0"x 6'S" STORAGE 13 1 13 SOFT. FINISH T.B.D. .40 .40 W/TEMPERED GLAZING AS NOTED C LABEL HOLLOW METAL LOCKSET WI APPROVED CLOSER. p prevent steel to steel contact 15504 SE 18th Street O 1 SWING(1 LEAF) 4'-0"x T-O" HOLLOW METAL W/4"MASONARY VERIFY W/OWNER between curtain and guide. 1 HR. HEADJAMB Bellevue, WA 98007 ALUM. FRONT O 12'-0"x 9'�" STORAGE 114 3 342 SQFT. FINISH T.B.D. .40 .40 W/TEMPERED GLAZING AS NOTED ANODISED ANODISED LOCKSET W/APPROVED CLOSER. FIELD VERIFY ALL c.w Bottom Bar extruded 6/8"painted Aluminum ( oom 941 - 1040 W/OWNER.OLD.VERIFY SECURITY OPENINGS PRIOR With an 1 1/2"X 1 1l2"X 1/8" alnted Steel gmooredeslgn®corncast.net 6 2 SWING(1 LEAF) 3'-0"X 7'-0" NONE ALUMINIUM ALUMINIUM W/OWNER.ALARM ALL EXTERIOR DOORS. TO FABRICATION p FINISH T.B.D. FINISH T.B.D. TO REMAIN UNLOCKED DURING BUSSINESS HOUR& TEMPERED GLASS. angle and a vinyl Continuous tubular type SELF STORAGE DESIGN O 12'-0"x 8'E" STORAGE 102 3 306 SQFT. ALUM.STORE FRONT .40 A0 W/TEMPERED GLAZING AS NOTED weather strip. Assembly shall be lock to the FINISH T.B.D. O ] 2 SWING(1 LEAF) 3'-0"XT-0" NONE WOOD WOOD T.B.D. Curtain. ALUM.STORE FRONT d.Springs doors 6'-0"and less shall should O 10'-0"x 9'-0' STORAGE 95 5 475 SQFT. FINISH T.B.D. .40 .40 W/TEMPERED GLAZING AS NOTED VERIFY DOOR DETAILS have"one"any door over 6'-0"should have O T.B.D. ROLL UP VARIES NONE METAL METAL LATCH W/VENDER SPECS. "two" helical,oil tempered torsion Springs. CYLINDER LOCKS Springs shall be engineered for long life and O 10'-0"x 8'-8' STORAGE 85 5 425 SQFT. ALUM.STORE FRONT FINISH T.B.D. .40 .40 W/TEMPERED GLAZING AS NOTED easy door operation. NOTE:ALL EGRESS EXIT DOORS SEE IBC SETIONS 1008.1.3.4,1008.1.8 8 1008.1.8.3.SEE TABLE 715.5.3 FOR ALLOWABE AREA OF GLAZING. NOTE:ALL EGRESS EXIT DOORS SEE IBC SETION 1008.1.3.3. e.Support Bracket IS formed from 12 gauge O 9'4"x 8'-0' OFFICE 74.4 2 148.8 SOFT. ALUM.STORE FRONT .40 .40 W/TEMPERED GLAZING AS NOTED galvanized steel with pre-punched holes for O FINISH T.B.D. spring alignment,guide attachment and - wine E®sroRACE spring adjustment with a deep drawn . B'-0' bushing for easy low friction fit with the door O 10'd"x 8'-0" OFFICE 82.4 1 82.4 SQFT. ALUM STORE FRONT .4D .40 W/TEMPERED GLAZING AS NOTED FINISH T.B.D. axle. OP+KWOLaECIRONC I�WPDVERF'/WI ALUM.STORE FRONT _ owr+ER f.Paint Coating applied prior to roll forming W O 9'-4"xg-O' OFFICE 74.4 2 148.8 SQFT. .6 .40 W/TEMPERED GLAZING AS NOTED e m by This includes brush pretreatment,prime the continuous roller coating method. Y FINISH T.B.O. 4 t7 4 :? v O 17-0" +o•-0• op;°o°oe°P,°oeO ;%goo oo°oogo �' coat,and medium gloss top coat with EQ. EQ. Eq. EQ. 4•-(" M.rvueoxo q•-0. STORE FRONT velrfied by owner. Color shall be C x PLT.pCK PLATE G) ❑ d O O O O O O g.Locking device(Door gauge s)shall be i two w part double plated 11 gauge steel. Locking /�\ device shall provide for use or removable v VARIES, device type lock mechanism. All latched to be STAINLESS STEEL. W W _ W w ® O O #+s TEK SCREW --- h.Inside Door Stop deep formed from 12 rf d 1 w 1a 4-FROM ErvosaN+s"o.c. = gauge galvanized steel,With pre-punched W hoes for attachment to both guides. Sharp $ ❑ w e AP P.T.WOOD SHIM AS REO'D points not accepted. Q to T OT > 1.Lift Handles are made of galvanized steel O § METAL PBY L FRAMING R SIDING sion for 2,40. 1Y•-0' 10'-0' CONT.CULKINGNGFAORICATOR N _ - attachment on easy 9a1/4"nylon rip and lrope with ED. EQ. EO. CONT.CAULKING. O NEOPRENE SETTING BLOCK polypropylene core reinforcement and tied 1 „R - as a loop. N ❑ W ❑ 74r IWCLEAR GLAZING TYP 2.Execution U\) ALUMINUM STOREFRONT FRAMING l be exclusively d w 28 O CONT.CAULKING. InsO manaufacturersllation itra trained installers orby an O O experienced D/B crew. Installation shall be a '4 t4 032 ALUMINUM SILL FLASHING aQj SD COOT,FINISHED TO MATCH p strict accordance with manufacturers W STOREFRONT FRAMING printed instructions. ❑ URETHANESEALANTCONT. 3.Optional Features N OT O @ EXT&INT JUNCTURE OF FLASHING a GYP.AD. a. Bearing Brackets: Roll u P.T.WOOD SHIM AS REO'D Ball B � P doors s'-a" +o'r B,q. larger than 8'-8"wide shall be provided With EQ. EQ. EO. 3'-Y EQ. EQ. 3'd' EQ. #12TEKSCREW a self ball bearing securely welded to the 4"FROM ENDS& 18"O.C. door Support bracket. TYPICAL n DETAIL @ JAMB/HEAD b.Insulated Doors: Insulation to consist of REVISIONS: \ A10 SCALE 3"+1'-0" two layers of aluminum nylon film laminated Mark DaW 7 g \ to the outside of two layers of heavy duty - O \ O � O polyethylene air bubble cushioning. Material _ § § m shall have an R value of 4. A rigid Vinyl side and top draft stop seals against the - Y LI insulation or door curtain and header.c.Kynar paint finish: Shall be supplied by a - Kynar licensed paint applicator in strict accordance with manufacturer's instruction. LICENSE STAMP: Paint applicator to supply standard warranty to the Owner upon Completion of the project. .I REcusr . 5.ADA Compliance ARCHITECT E.All Rolt-Up Doors to meet code Operating PE+�EaW.SCHROEOER standards as per ANSI sections 4.13.1 thru 4'13.11. &WAC section 309 operable Parts. Section 309.4 Operation. Operable parts shall be operable with one hand and shall DATE: 0527116 not require tight grasping,pinching,or SCALE-AS NOTED twisting of the wrist.The force required to SHEET CONTENTS: activate operable parts shall be 5 pounds (22.5 N)maximum. WINDOW& DOOR SCHEDULE SHEET Al GENERAL NOTES- Lighting: • -------- ---------- -------- ---------- ---------- —------- ----------- --------- ------------ ------------ ---------- •r----------- ------------ -----------I —----- ------------ General Lighting Requirements are as follows: 1---------- ----------- ------- ---------- ---------- ----------- —------ ---------- -------- -------- ---------- ---------- ---------- ---------- ---------- ---------- ........... 1."Color"of exterior lighting at facility entrance shall be"white" as produced by LED fixtures.Other colors of light are acceptable, PMSCNKXMARCHMM within drives not visible from a main frontage roadway. A A ---- -------- ---------- ---------- ------------ ------------ -------- ---------- -------- ---------- ---------- ---------- ------- r�------ I - , ^ 2.Fixtures shall be installed in a manner that prevents glare in the 3838 48th Avenue NE Seattle Washington,98105 ------- ---------- ---------- ------- ---------- ---------- ---------- ---------- ----------- ---------- ----- ---------- ---------- ---------- ---------- direction of the driveway,frontage road,or adjacent properties. - 0442 D 3 rk Sky rated. (206) psaaia@comcast.net 3.Low mounted fixtures shall be positioned or protected to Br accidental or in damage. STAIR TO ROOF ---fl--__-__, ------- B.Exterior Lighting oore SCALE H H H H H H H �4 H 1.Interior Site Drive Areas ------- ------ ------ ------- ------ ------ ---------- ------ ------- a.All fixtures to be LED.Confirm with owner. eSlgn b.Fixtures on opposing buildings shall be located in a staggered + + + + +L j I M fashion within drive aisles on a maximum of 40 ft.centers(80 ft. Issociates + + + between fixtures on each building.Dark Sky rated. 15504 SE 18th Street ---------- •----------• •---------- ---------- T + + + + + c.In all cases,fixtures shall be installed with a spacing that Bellevue, WA 98007 + �4 H (425) 941 - 1040 INST.- r provides a 3 foot candle(F.C.)average maintained illumination ----- -----H--= ---------- H �4 �E-4 �-4 d.Exterior unit mix layouts developed with units 10'deep or less SELF STORAGE DESIGN ---------- ---------- on one side of the drive aisle shall have a minimum of 2 F.C.of illumination measured on the floor along the back inside wall of ---------- ----------- -------- Is - ---------- ---------- ----------- ------------ -------- I gmoomdesign@com�st.net T1 level throughout drive areas. + the units. MOUNTING HEIGHTS 16 HEIGHT 2.Special Area Lighting a.Facility Entrance&Accent Areas:verify with owner. ♦Overall lighting from the curb cut to the entrance gate shall be t-i-NTHIRD FLOOR RCPt SCALE 1116" 1-4' minimum five-foot candies *General area illumination shall be ten-foot candies to identify U-- location. *Supplementary timer-switch-operated fluorescent lighting shall EEL= be provided to allow"working"light of 30 F.C.average maintained at the loading area itself. N111111 C.Interior Lighting ---------- ---------- ---------- -------- ---------- ---------- -------- ----------- ------------ --------- ------------ LU ---------- ------- --------- ---------- ------ ----------- ------------ ---------- 1.Corridors + a.An average light level of 25 F.C.shall be maintained I ROE ---------- ---------- --------- ------- ---------- -------- ------ -------- ------ ----- -------- ---------- 0 throughout the corridor system,with minimum of 15 F.C.at any MOUNTING HEIGHTS CORRIDOR I LIGHITIN paint measured at the floor. (3:1 maximum to minimum CO-RRIDORUGHT OUNITINGDETUL distribution 13 used U) IF - b. Fixtures with 4-foot T8 fluorescent tubes(Warm)shall be �T throughout the corridor system. (2),4-foot tubes preferred. + + + + + + + + + + + + + + + + + + + + + + + + + + c.All corridor switching shall be activated by motion detection. Verify with owner. AILE-P.-s-B.-M-E ----------- r----------I--------- -------............................ --------------------- ----------- -------- ----------I -------I I ------- ---------- ---------- --------- -------- ---------- ---------- ------- ---------- TH C-SEATTAOSED TOTH.... =.C.-I-OFE-CO H H �4 --------- ---------- ---------- H LU UJ --------- ------- --- ---- ------- ----- ---------- --------- SEE P77 Motion Detection Light Switching ---- -------- N'"'N"'ED P-a..=- + + a.Motion detection devices shall control all interior circulation =..1-NII + areas.+ + + + In <FROMTHEFIXTURE ROLUENOTOO + + THE-UNE ABOYS.ONE AT b.Detectors shall be placed to activate lighting immediately E.H END.TYP. ---------- T! upon enry from any predictable direction into the specific corridor. LIGRrNSRURE ----------- c.Detectors shall be placed to allow activation when stepping H H H H into corridor from any storage unit. ---------- ------- ----------- @ @ d.Interiorstorage units 1OX15 and larger have its own U) motion detection sensor. --- ----- ---------- ------ ---------- ---------- + e.Duration of individual activation shall be 30 minutes. (A LL SUSPENDED CEILING AT LIGHT ----------T--H �4 ----------1 f. Areas of independent activation,or seperate zones,shall be I 5 + Ii single continuo mited to us section of corridor not exceding UJ WITHEBCBTAIDARDBTSPERDEDOEU-M-PLY SCALE=1116- IW i 00 feet RCPi g. A motion detector shall be dedicted to activate the elevator U) lobby lighting as the elevator door start opening. �B ROOF. h. A motion detector shall be dedicted to activate the lighting =uEE or ILOOR OR ROOF in all stair inclosures at start of door opening. STSIET. 5.Electric Eye/Photo Cell -----------I M M a. A 17THINW-111C.-I NDTUBETOEI- --------------L----------- ----------- ----------- ------------ ---------- ----------- ----------- -----------------♦---- ----------- -------- ------- 11 signage,entry areas,accent lighting(accent _SINGGS'1E_CTURE AS-THENINSTALLOOLTTO B-ONSTUD-TREOTHER + + + + + ♦ + + + + + + + + + + + + + + + + + + + REVISIONS: I , light sensitive electric eye system. (Photo Cell) The system doors,etc.)and driveway lighting shall be controlled by a 11THIRWIL FB1CjNORD1R1?SIoT,oENDTO a FITOYERCEILINDS RE + M.rk Date No-SRURDE be adjustable by Owner. OR NSTILL-BOLT& ® shall LO=Nr IS. + + + + . . . . . . . . . . . . . . . . . . . . . FIXTURE SCHEDULE + + + + + + + + + + + + + + + WHITE SH-4-SE-00 -INIC ATED IN STAR F-USUREE + + + + + + + + + + + + + TIE INTO NOTION DETECTOR S-11 -T 2X4 TROFFER RAS -7�7-E 75L--NM ED10 i TIGHT'LIGKWI ---------- ------------- ---------- ---------- --------------------------------- ---------------------------- ----------- ------------ -----------I I ------- -------- -------- ------- ------ ------ ----------I I- TIRLED-3-10E MTTERY W0KUP LICENSE STAMP' SUSPENDED CEILING iTYP.1 1 11 -f �ff= MI, 0 UMN-OF IITI-BOOK H H H H H H TFT T7 I -OD- HAU-INAY I H TBU =B-HW&N�ALL=p A7R-DER.P ED ---------- ---------- -------- ---------- -----------I ------- ---------- ---------- ---------- ---------- --------- GYF.CFLIN3gI8HY UNIT-LOR. OTHER N MOTION SENSOR SWITCH N.NIGHTUGUTTORSaAINON24B ROSBTERED SUSPENDED CEILING NOTES, + + + + + + + + + + + �F;001 7 IrD.-FRORIE-OTHE-T.-NOT @ R. UF ASLID- FLISHSODIFORROBOFFIT -R- - ---- POSTON-6- .....,==SL�ILD�THEI�N�NWR�HNIOF�E� OS- TO I-ED 11 TROM THE PLANE OFT._"" -J_11 a4 + + + + + + + -SEURP=,�BEPIITFIIIDTO AN-E.S WALL I-S RAN UED'D, FS� "'RE TATE�R�W THESTRUTSINALLBE==RTICA-PONERrINISCED + + + + + + + + + + + �%H-DE 11THEBRAONG RES-THEBEHO-NITAL-TRAINTPOW-H-BE R-SIDSU.-TEBIEN, ri-ADET-0101INTER NBOTHREBROTONE-THINSSIRONT-11- UEREYWIEL-BRO-POS ADEOOATE FOR THE EE EE ®R. + + + + + LED NMINNUM 1 RAE -TE ­ -_B-R1E-D THo-TAHDPEE ISS SIGO'.NN SA-R.TNH-EF RO ABE-SSTU 1-I R- O . Ei+lm + + L + L + + ~ VTO N DATE: 05127116 -B-OBEIIL. + + + + + UNT'STURE + A R RT= SCALE=11W=J-.0- + + EW � ��UTSMUSTBEI—.—.�1.1�EFO.P—B + + + + + + + + + + Mn.1-1 91 SPOEMED ENTER B- -S-FOR STIRTI UP TO I�-,IN OTS DBE I�:ENT.TNEI IV SHEET CONTENTS: CONDOR-I..TRUTS I" N DENOTH L_T N_ TRKKS TO BE ON DIMMERB. PAR)ADEPERIIE—8-ODTFROM 1 st Floor V—$URRoRT—ETOBE*I2@-Oo.— F�M Do. THE + + + + + + + + N.— Dr-IF DR--E. T". IRS -I-EF Reflected Ceiling CEILING DETAILS -————— ...UBER . NLUNERA _T E SUSPENDED U $N(NE—D'. LES N�—SPRPf SIDE LED U,,N.CiIIr GhBRIR,LED BRI,E,Ll^16 o—&4 Plan PER I & F—RE —Co"—,LED P—W US PIIE SPM%Kt�—UN + + + +--I—+ + + + + -N FIRST FLOOR ONAUSTFRN ■ ILD_� iloN—vI......IN.-------- ---------- -- --- ----------- ------ -------- ---- ----------- ----------- t-3 —OX OUTUETI 0 1 SCALE=1116-=VHE NOTES: SHEET: 1:FOR PURPOSE IF CLARITYSEE SHEET(EG-1)EGRESS PLANS FOR LOCATION OF EXrrSIGNAGE. ALL LIGHTING CONTROLLS SHALL COMPLY W/WSEC,SECTION GW.2.2.2 RCP-1 2 LOCATIONS OF 24fl NIGHT LIGHT LOCATIONS T+B.D.BY ELECTRICAL CONTRACTOR.(BIDDER DESIGN) GENERAL NOTES: B.DESIGN LOADS: 2.COORDINATE CONCRETE SURFACE FINISHING WITH ARCHITECTURAL FINISH POST INSTALLED ANCHORS IN CONCRETE: ABBREVIATIONS R C 1.ROOF: MATERIALS. A.CONSTRUCTION DOCUMENTS: a. SNOW LOAD=25 PSF 3.REPAIR OR REPLACE DEFECTIVE CONCRETE AS DIRECTED BY THE ARCHITECT, A.POST INSTALLED EXPANSION ANCHORS SHALL BE PREAPPROVED A LLH LONG LEG HORIZONTAL r b. LIVE LOAD=20 PSF ENGINEER,OR TESTING AGENCY. A.B. ANCHOR BOLT LLV LONG LEG VERTICAL '� 1.THE CONTRACTOR SHALL REVIEW THE APPROVED CONSTRUCTION DOCUMENTS BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION UNLESS >, AND NOTIFY THE ENGINEER OF ANY ERRORS OR DISCREPANCIES PRIOR TO THE c. DEAD LOAD=7 PSF 4.COORDINATE ALL JOINT SPACING,LAYOUT,FILLER AND SEALANTS. ADD'L ADDITIONAL LVL LAMINATED VENEER LUMBER 5.COORDINATE WITH ARCHITECTURAL ANY FINISH SURFACES THAT REQUIRE SPECIFICALLY DETAILED ON THE DRAWINGS. ALT ALTERNATE M START OF CONSTRUCTION. 2.FLOOR-LIVE LOADS: MOCK-UPS AND ACCEPTANCE PRIOR TO CONSTRUCTION. B.HOLES MUST BE DRILLED AND CLEANED PER MANUFACTURER'S APPROX APPROXIMATE MANUF MANUFACTURER K •� 2.THE CONTRACTOR SHALL FURNISH AND INSTALL EVERYTHING REQUIRED TO a. STORAGE(LIGHT)=125 PSF 6.COORDINATE WITH REQUIRED INSPECTORS,SPECIAL INSPECTORS,AND INSTRUCTIONS.ANCHORS MUST BE INSTALLED AND SPECIAL INSPECTED PER ARCH. ARCHITECT MAX MAXIMUM PROVIDE A COMPLETE STRUCTURE AS SHOWN HEREIN.IF THERE IS AN b. CORRIDORS=100 PSF ARCH'L ARCHITECTURAL MIN MINIMUM OMISSION ON THE PLANS,SUCH OMISSION SHALL NOT BE CONSTRUED TO MEAN STRUCTURAL OBSERVERS FOR FIELD QUALITY CONTROL ITEMS AND SCHEDULE MANUFACTURER'S INSTRUCTIONS. O THAT THE CONTRACTOR IS NOT REQUIRED TO FURNISH OR PROVIDE c. STAIRS=100 PSF NOTIFICATIONS IN A TIMELY FASHION. C.UNDER NO CIRCUMSTANCES WILL AN EXPANSION BOLT SYSTEM BE APPROVED B MISC MISCELLANEOUS G EVERYTHING THAT IS NECESSARY TO COMPLETE THE PROJECT TO THE MINIMUM C.IBC SEISMIC DESIGN: G.DEFINITIONS: WITHOUT A CURRENT ICC ES REPORT THAT MEETS THE REQUIREMENTS OF THE B BOTTOM N S [ REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE AND ALL OTHER 1.SEISMIC DESIGN CATEGORY:E 1.PERFORMANCE DESIGN-A SET OF INSTRUCTIONS THAT OUTLINES THE GOVERNING JURISDICTION AND IS IN ACCORDANCE WITH ACI 318 APPENDIX D AS BLDG. BUILDING NO. NUMBER I 17VCTClt deli n.com SPECIFICATIONS,CODES AND STANDARDS NOTED ON THE APPROVED FUNCTIONAL REQUIREMENTS FOR HARDENED CONCRETE DEPENDING ON THE ADOPTED BY THE IBC. BM BEAM N.T.S. NOT TO SCALE 2.IMPORTANCE FACTOR IE=1.0 APPLICATION.PERFORMANCE DESIGN DOES NOT INCLUDE REQUIREMENTS FOR CONSTRUCTION DOCUMENTS. BOT BOTTOM 3.SOIL SITE CLASS:D BRG. BEARING 3.THE CONTRACTOR SHALL NOTIFY THE OWNER IMMEDIATELY IF ANY MEANS AND METHODS AND DOES NOT PROVIDE LIMITATIONS ON THE SPECIAL INSPECTION PROGRAM: D.C. ON CENTER UNIDENTIFIED EXISTING UNDERGROUND UTILITIES ARE DISCOVERED.THE 4.SEISMIC COEFFICIENTS: INGREDIENTS OR PROPORTIONS OF THE CONCRETE MIXTURE.SUBMITTALS FOR C O.H. OPPOSITE HAND ENGINEER IS NOT RESPONSIBLE FOR THE LOCATIONS OF EXISTING Sna=0.761 PERFORMANCE DESIGN WOULD NOT BE A DETAILS LIST OF MIXTURE A.THE OWNER SHALL EMPLOY AN APPROVED AGENCY FOR SPECIAL INSPECTION C CHANNEL OPNG OPENING UNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE DRAWINGS. INGREDIENTS BUT RATHER A CERTIFICATION THAT THE MIX WILL MEET THE CL CENTER LINE OPP OPPOSITE �I=0.437 SERVICES TO PERFORM SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 4.THE APPROVED STRUCTURAL DRAWINGS ARE PART THE OVERALL 5.RESPONSE MODIFICATION:R=4 SPECIFICATION REQUIREMENTS,INCLUDING PRE-QUALIFICATION TEST RESULTS. OF THE IBC. CLG. CEILING OSB ORIENTED STRAND BOARD CONSTRUCTION DOCUMENT SET AND SHALL BE REFERENCED IN CONJUNCTION 2.DURABILITY DESIGN-DURABILITY IS THE ABILITY OF CONCRETE TO RESIST B.AN APPROVED AGENCY SHALL BE AN ESTABLISHED AND RECOGNIZED AGENCY CMU CONCRETE MASONRY UNITS OWSJ OPEN WEB STEEL JOIST LIGHT FRAMED WALLS W/STEEL WITH OTHER APPROVED CONSTRUCTION DOCUMENTS INCLUDING,BUT NOT SEISMIC FORCE RESISTING SYSTEM: WEATHERING ACTION,CHEMICAL ATTACK AND ABRASION WHILE MAINTAINING COM COMMON P LIMITED TO,CIVIL,ARCHITECTURAL,MECHANICAL,ELECTRICAL,LANDSCAPE STRAPS ITS DESIRED ENGINEERING PROPERTIES. REGULARLY ENGAGED IN CONDUCTING TESTS OR FURNISHING INSPECTION SERVICES. CONIC. CONCRETE AND GEOTECHNICAL DOCUMENTS. 8.DESIGN BASE SHEAR: 3.STRENGTH DESIGN-BASED ON THE ULTIMATE COMPRESSIVE STRENGTH OF THE COND. CONDITION PERP PERPENDICULAR C.A SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL SHOW PL PLATE a. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:HORIZONTAL AND V=0.136W CONCRETE NEEDED TO RESIST THE CALCULATED DESIGN LOADS.ANY CONN. CONNECTION PLY PLYWOOD VERTICAL DIMENSIONS NOT SHOWN ON THE STRUCTURAL PLANS.SIZE ADDITIONAL STRENGTH THAT MAY BE PRESENT DUE TO STEEL REINFORCING IS COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL FOR THE COORD COORDINATE 7.ANALYSIS PROCEDURE:EQUIV.LATERAL FORCE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION AND LOCATIONS OF DOOR AND WINDOW OPENINGS.SIZE AND NOT PERMITTED TO BE INCLUDED IN THE CONCRETE STRENGTH DESIGN. PSL PARALLEL STRAND LUMBER LOCATIONS OF ROOF AND FLOOR OPENINGS.SIZE AND LOCATIONS OF D.IBC WIND LOAD: REQUIRING SPECIAL INSPECTION.A SPECIAL INSPECTOR SHALL ALSO D PSI POUNDS PER SQUARE INCH INTERIOR NON-BEARING AND NON STRUCTURAL WALLS.CEILING 1.WIND SPEED=110 MPH DEMONSTRATE A THOROUGH WORKING KNOWLEDGE OF CHAPTER 17 OF THE IBC DET DETAIL P.T. PRESSURE TREATED C.•MCC' ` ASSEMBLIES;WALL,FLOOR AND ROOF FINISHES;AND HANDRAILS. 2.EXPOSURE=C w MASONRY: AND CBC AS SUMMARIZED BELOW.IF THERE IS ANY OMISSION ON THE SUMMARIZED D.F. DOUGLAS FIR 4•LIST BELOW,SUCH OMISSION SHALL NOT BE CONSTRUED TO MEAN THAT THE D.F.L. DOUGLAS FIR-LARCH R aF WAS b. SEE MECHANICAL,PLUMBING,AND ELECTRICAL DRAWINGS FOR THE 3.ANALYSIS METHOD=SIMPLE DIAPHRAGM SPECIAL INSPECTOR IS NOT REQUIRED TO INSPECT EVERYTHING THAT IS DIAG DIAGONAL REF REFERENCE FOLLOWING:SIZE AND LOCATION OF PIPES,SLEEVES,AND DUCT 4.DESIGN BASE PRESSURE A.REFERENCE STANDARDS: NECESSARY TO MEET THE MINIMUM REQUIREMENTS OF THE IBC AND CBC. REINF REINFORCEMENT DIAM DIAMETER PENETRATIONS.EQUIPMENT SIXES AND LOCATION.EQUIPMENT CURBS REDD REQUIRE CIO D AND MOUNTING BRACKETS OR ANCHORS. P=17.0 PSF 1.ACI 530-SPECIFICATION FOR MASONRY STRUCTURES D.SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS.THE SPECIAL DIMS DIMENSION REV REVISION B.SUBMITTALS: INSPECTOR SHALL SUBMIT INSPECTION REPORTS TO THE BUILDING OFFICIAL AND DWG DRAWING c. SEE CIVIL,GEOTECHNICAL,OR LANDSCAPE DRAWINGS AND REPORTS 1.SUPPLY PRODUCT DATA FOR PROPRIETARY MATERIALS AND ITEMS INCLUDING THE ENGINEER IN A TIMELY FASHION. g FOR THE FOLLOWING:SITE TOPOGRAPHY,EXCAVATION AND FOUNDATIONS: B SCHED SCHEDULE REO1S11:AF0 R^t'�°' COMPACTION REQUIREMENTS,FINISH GRADE SLOPE AND DRAINAGE, REINFORCEMENT AND FORMING ACCESSORIES,ADMIXTURES,PATCHING E.SPECIAL INSPECTION REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONE (E) EXISTING S AND SITE ELEVATION. COMPOUNDS,JOINT SYSTEMS,CURING COMPOUNDS AND OTHERS. IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.DISCREPANCIES EA, EACH SHTG SHEATHING 5.THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE.THEY DO A.MAXIMUM ALLOWABLE FOUNDATION SOIL BEARING PRESSURE: 2.SHOP DRAWINGS FOR TYPICAL MASONRY WALL REINFORCEMENT DETAILING, SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR E.J. EXPANSION JOINT SIM SIMILAR •9 1.2000 PSF(DEAD LIVE LOAD FABRICATING,BENDING,AND PLACING SHALL COMPLY WITH THE LATEST CORRECTION.IF THE DISCREPANCIES ARE NOT CORRECTED,THE DISCREPANCIES SK SKETCH E%FIRES: NOT INDICATE THE METHOD OF CONSTRUCTION.THE CONTRACTOR SHALL ( ) ELEV ELEVATION # PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING 2.2660 PSF(GRAVITY+LATERAL LOAD) EDITION OF THE ACI 315,MANUAL OF STANDARD PRACTICE FOR DETAILING SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE BUILDING OFFICIAL AND S.O.G. SLAB ON GRADE THE ENGINEER. E.N. EDGE NAIL CONSTRUCTION.SUCH MEASURES SHALL INCLUDE,BUT ARE NOT LIMITED TO, B.THE BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 24 INCHES MINIMUM BELOW REINFORCED CONCRETE STRUCTURES. EQ EQUAL SPECS SPECIFICATIONS BRACING AND/OR SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ADJACENT FINISHED GRADE. 3.SHOP DRAWINGS FOR MASONRY WALL OPENING AND CORNER BAR SCHEDULES, EQUIP EQUIPMENT STAG STAGGERED ETC.CONTRACTOR AT HIS/HER OWN EXPENSE SHALL ENGAGE PROPERLY STIRRUP SPACING,BENT BAR DIAGRAMS,AND ARRANGEMENT OF MASONRY SPECIAL INSPECTION: EXIST EXISTING STD STANDARD QUALIFIED PERSONS TO DESIGN BRACING,SHORING,ETC.OBSERVATION VISITS C.THE INTERIOR FOOTINGS SHALL BE 12 INCHES MINIMUM BELOW FINISH FLOOR,U.N.O. REINFORCEMENT SHALL BE SHOWN. STRUCT STRUCTURAL TO THE SITE BY THE ENGINEER SHALL NOT INCLUDE OBSERVATION OF THE D.STRUCTURAL BACKFILL SHALL BE COMPACTED TO 95 PERCENT OF THE MAXIMUM C.MORTAR AND GROUT: F T r' DENSITY AS DETERMINED BY ASTM D1557.BRACE WALLS AND PIERS AS REQUIRED A.SPECIAL INSPECTION AS HEREIN REQUIRED OF THE FOLLOWING MATERIALS, FDN FOUNDATION �D ABOVE NOTED ITEMS. 1.WALLS SHALL BE: FIN FINISH T.A.S. THREADED ANCHOR STUD N e DURING BACKFILLING OPERATIONS. INSTALLATION,FABRICATION,ERECTION OR PLACEMENT OF COMPONENTS AND B.UNDER NO CIRCUMSTANCES CAN STRUCTURAL COMPONENTS BE a. PARTIAL GROUTED-GROUT ALL REINFORCED CELLS CONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH FLR FLOOR T8G TONGUE AND GROOVE E.PRIOR TO CONSTRUCTION,CONTRACTOR SHALL COORDINATE THE CONSTRUCTION e SUBSTITUTED,OMITTED,OR ALTERED FROM THE APPROVED SET OF APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. FRMG FRAMING THR TOP AND BOTTOM dl DOCUMENTS.ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE 2.MORTAR: B.STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER OF CONSTRUCTION DOCUMENTS WITHOUT WRITTEN APPROVAL FROM THE FTG FOOTING THRU THROUGH ENGINEER. ATTENTION OF THE STRUCTURAL ENGINEER. e. ASTM C270M FOR JOB MIXED MORTAR TJI TRUS JOIST I-JOIST U, RECORD DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE SPECIAL F.V. FIELD VERIFY B.DIMENSIONS AND NOTATIONS: F.DEFINITIONS: b. ASTM C1142 FOR READY MIXED MORTAR TO TOP 0 '^ INSPECTION REQUIRED BY SECTION 109,1704,OR OTHER SECTIONS OF THE G TRANSV TRANSVERSE c 1. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS. 1.STRUCTURAL WALLS-ANY LOAD BEARING WALL,SHEAR WALL,AND ANY WALL c. TYPE S,COMPRESSIVE STRENGTH=2000 PSI INTERNATIONAL BUILDING CODE. GA GAUGE TYP TYPICAL DO NOT SCALE DRAWINGS. THAT REQUIRES A FOOTING. 3.GROUT: C.THE SPECIAL INSPECTION STATEMENT ON THIS SHEET LISTS THE ITEMS THAT GALV GALVANIZE 2.ABBREVIATIONS USED ON THE APPROVED CONSTRUCTION DOCUMENTS SHALL a. ASTM C476,28-DAY COMPRESSIVE STRENGTH=2000 PSI REQUIRE SPECIAL INSPECTION AND VERIFICATION,THE CODE SECTION-REFERENCE GLB GLU-LAM BEAM m m LINO UNLESS OTHERWISE NOTE BE CONSIDERED TYPICAL ABBREVIATIONS FOR THE INDUSTRY.THE CONCRETE: b. MAXIMUM GROUT LIFT WITHOUT CLEANOUTS:60" FOR ADDITIONAL INFORMATION,AND THE REQUIRED FREQUENCY OF INSPECTION. GYP GYPSUM BOARD D 0LL U CONTRACTOR SHALL BE RESPONSIBLE TO NOTIFY THE ENGINEER IMMEDIATELY - 4.GROUT SHALL BE A WORKABLE MIXTURE SUITABLE FOR PUMPING WITHOUT H V OF ANY ABBREVIATIONS THAT ARE UNKNOWN TO THE CONTRACTOR. A.REFERENCE STANDARDS: SEGREGATION AND SHALL BE THOROUGHLY MIXED. SPECIAL INSPECTION STATEMENT: H.A.S. HEADED ANCHOR STUD .V.I.F. VERIFY IN FIELD > 0 C.TYPICAL NOTES AND DETAILS: VERT VERTICAL 0 1.SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER STANDARD 1.ALL CONCRETE WORK SHALL CONFORM TO THE LATEST EDITION OF ACI 301 5.GROUT SHALL BE CONSOLIDATED BY PUDDLING OR MECHANICAL VIBRATION H.D. HOLD DOWN TYPICAL NOTES AND DETAILS. 2.ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE DURING PLACING AND SHALL BE RECONSOLIDATED AFTER EXCESS MOISTURE A. TO BE USED IN CONJUNCTION WITH CHAPTER 17 OF THE 2015 IBC HDR HEADER W HAS BEEN ABSORBED,BUT BEFORE WORKABILITY IS LOST. HORIZ HORIZONTAL W WIDE FLANGE Q� 2.STANDARD TYPICAL NOTES AND DETAILS ARE TO BE USED WHEN REFERRED TO 3.CONCRETE MIX DESIGN SHALL BE ESTABLISHED IN ACCORDANCE WITH 6 GROUTING OF ANY WALL SHALL BE COMPLETED IN ONE DAY WITH NO I WD WOOD E�0 OR WHEN NO OTHER MORE RESTRICTIVE ,E OR DIFFERENT DETAILS ARE SHOWN CHAPTER 5 OF ACI 318 INTERRUPTIONS OF MORE THAN ONE HOUR. W.P. WORK POINT - v O m ON THE DRAWINGS. 4.USE LATEST EDITION OF ACI 306R WHEN CONCRETING DURING COLD WEATHER SPECIAL CASES: 1704.15 IN INCHES J N E D.REINFORCEMENT AND ANCHORAGE: INSPECTION OF MECHANICAL ANCHORS IN CONCRETE: L WT WEIGHT ..W 3.WORK NOT PARTICULARLY SHOWN OR SPECIFIED SHALL BE THE SAME AS B.SUBMITTALS: W WF WELDED WIRE FABRIC 1.WALL REINFORCEMENT: LB POUND SIMILAR PARTS THAT ARE SHOWN OR SPECIFIED. 1.SUPPLY PRODUCT DATA FOR PROPRIETARY MATERIALS AND ITEMS,INCLUDING REQUIRED VERIFICATION 8 INSPECTION FREQUENCY W WR WELDED WIRE REINFORCEMENT M AST A615,DEFORMED,GRADE 60. D.SHOP DRAWINGS: REINFORCEMENT AND FORMING ACCESSORIES,ADMIXTURES,PATCHING a. i.THE SPECIAL INSPECTOR MUST BE ON THE JOB 1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER IN A COMPOUNDS,JOINT SYSTEMS,CURING COMPOUNDS AND OTHERS. b. Fre=24,000 PSI SITE CONTINUOUSLY DURING ANCHOR TIMELY FASHION PRIOR TO FABRICATION AND CONSTRUCTION.UNLESS 2.SHOP DRAWINGS FOR REINFORCEMENT DETAILING,FABRICATING,FOR c. MINIMUM REINFORCEMENT LAP=48 BAR DIAMETERS,U.N.O. INSTALLATION TO VERIFY ANCHOR TYPE,ANCHOR OTHERWISE STATED,A MINIMUM OF 5 WORKING DAYS AFTER RECEIPT OF SHOP BENDING,AND PLACING OF CONCRETE REINFORCEMENT SHALL COMPLY WITH 2.ALL REINFORCING SHALL BE PLACED PRIOR TO GROUTING. DIMENSIONS,CONCRETE TYPE,CONCRETE CONTINUOUS DRAWINGS SHALL BE CONSIDERED AN ACCEPTABLE TIME PERIOD FOR THE ACI 315,MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED 3.VERTICAL BARS SHALL BE HELD IN POSITION AT THEIR TOP AND BOTTOM AND AT INTEGRITY,HOLE DIMENSIONS,HOLE CLEANING STRUCTURAL ENGINEER REVIEW PROCESS, CONCRETE STRUCTURES.BAR SCHEDULES,STIRRUP SPACING,BENT BAR INTERVALS OF NOT MORE THAN 200 BAR DIAMETERS. PROCEDURES,ANCHOR SPACING,EDGE DIAGRAMS,AND ARRANGEMENT OF CONCRETE REINFORCEMENT SHALL BE DISTANCES,CONCRETE THICKNESS,ANCHOR 2.A MINIMUM OF(2)HARD COPY SETS SHALL BE SUBMITTED TO THE STRUCTURAL a. NO"STABBING-IN"OF REINFORCING IS PERMITTED AFTER GROUT HAS EMBEDMENT AND TIGHTENING TORQUE. ENGINEER FOR REVIEW.THE STRUCTURAL ENGINEER WILL MAINTAIN(1)SET SHOWN.INCLUDE SPECIAL REINFORCING REWIRED FOR OPENINGS THROUGH ui FOR REFERENCE PURPOSES.THE CONTRACTOR SHALL MAINTAIN(1)SET AT THE CONCRETE STRUCTURES. BEEN PLACED. 2.VERIFICATION OF CONCRETE STRENGTH BY CITY OF ARLINGTON JOB SITE DURING THE DURATION OF CONSTRUCTION. C.FORMWORK AND FINISHES: 4.TYPICAL VERTICAL REINFORCEMENT,U.N.O OBTAINING AND TESTING DRILLED CORES BY ASTM ONE TIME BUILDING DEPARTMENT Z 3.CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TO 1.FORMWORK:DESIGN,ERECT,SUPPORT,BRACE AND MAINTAIN FORMWORK TO a. 81NCH CMU WALLS: C42 METHODS APPROVED a" SUBMISSION TO THE STRUCTURAL ENGINEER.CONTRACTOR SHALL REVIEW FOR SUPPORT VERTICAL,LATERAL,STATIC AND DYNAMIC LOADS THAT MIGHT BE • (1)#5 Q 32"-FULL HEIGHT AT ALL WALLS,UNO COMPLETENESS AND COMPLIANCE WITH CONTRACT DOCUMENTS. APPLIED UNTIL STRUCTURE CAN SUPPORT SUCH LOADS. • (2)#5 @ EACH END OF EACH WALL DATE BY 4.SHOP DRAWINGS ARE NOT A PART OF THE CONSTRUCTION DOCUMENTS.THE 2.FINAL SLAB SURFACES SHALL RECEIVE A MACHINED STEEL TROWEL FINISH. • (2)#5 @ EACH SIDE OF EACH WALL OPENING JAMB(CONT.FROM STRUCTURAL ENGINEER REVIEW DOES NOT GIVE PERMISSION TO DEVIATE 3.ANY PROJECTING CORNERS OF COLUMNS,BEAMS,WALLS,PEDESTALS,ETC FOOTING TO TOP OF WALL,LAP WALL REINFORCING WITH FOOTING NO CHANGES AUTHORRED 10 FROM THE APPROVED CONSTRUCTION DOCUMENTS.WHERE THE SHOP SHALL BE FORMED WITH A 3/41NCH CHAMFER. DOWEL AS REQUIRED)U.N.O. UNLESS APPROVEDBY THE 'i m DRAWINGS AND THE CONSTRUCTION DOCUMENTS DIFFER THE MORE STRICT BUILDING INSPECTOR OF THE TWO SHALL GOVERN UNLESS WRITTEN APPROVAL FROM THE 4.DRY PACK,OR USE NON-SHRINK GROUT,UNDER BASE PLATES,BEARING 5.TYPICAL HORIZONTAL REINFORCEMENT,U.N.O -9 �] STRUCTURAL ENGINEER PERMITS OTHERWISE. PLATES,OR SILL PLATES AS REQUIRED FORA LEVEL AND UNIFORM BEARING a. 8 INCH CMU WALLS: Q N E.INSPECTIONS,SPECIALSURFACE.MINIMUM GROUT STRENGTH SHALL BE Pc=7000 PSI,U.N.O. • (1)#5 @ O.C.-MAXIMUM, N 6 INSPECTIONS,AND SITE VISITS(STRUCTURAL 5.SEPARATE SLABS-ON-GRADE FROM VERTICAL SURFACES WITH JOINT FILLER. . (2)#5 ROOF �ROOF DIAPHRAGM LEVEL(OR TOP COURSE) � � r0 1.INSPECTIONS BY THE BUILDING OFFICIAL ARE REQUIRED FOR CONSTRUCTION D.MIX DESIGN,STRENGTH,AND ADMIXTURES: WORK FOR WHICH A PERMIT IS REQUIRED PER SECTION 109 OF THE IBC. 1.2B-DAY COMPRESSIVE STRENGTHS(Pc): • (2)#5 FLOOR DIAPHRAGM LEVEL(S) '6 In #5 TOP EA WALL OPENING(EXTEND REINFORCING 24" SHEET INDEX � L CONTRACTOR IS REQUIRED TO COORDINATE AND SCHEDULE ALL REQUIRED a. FOUNDATIONS=3000 PSI BEYOND EACH SIDE OFF OPENING,U.N.O.) 7 Z BE Q INSPECTIONS WITH THE BUILDING OFFICIAL.INSPECTIONS PRESUMING TO GIVE b. SLABS-ON-GRADE=4000 PSI +-' AUTHORITY TO VIOLATE OR CANCEL PROVISIONS OF THE IBC OR OF OTHER • PROVIDE(1)#5 HORIZONTAL CORNER BAR AT ALL WALL CORNERS AT S1.0 GENERAL STRUCTURAL NOTES t) ORDINANCES OF THE JURISDICTION SHALL NOT BE VALID. c. CONCRETE ON METAL DECK=4D00 PSI ALL BOND BEAM LEVELS.LAP CORNER BARS WITH TYPICAL 2.SPECIAL INSPECTIONS ARE IN ADDITION TO,AND DO NOT REPLACE,THE d. SPECIAL INSPECTION IS NOT REQ'D HORIZONTAL REINFORCEMENT,AND DEVELOP 48 BAR DIAMETERS IN INSPECTIONS BY THE BUILDING OFFICIAL PER CHAPTER 17 OF THE IBC.SPECIAL 2.CEMENT II OR IAI PER ASTM C-15D BOTH DIRECTIONS FROM CORNER. 52.1.1 FOUNDATION PLAN V i 61 INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED PERSON TO INSPECT AS 3.MAXIMUM SLUMP: E.CONCRETE MASONRY UNITS(CMU): m 'Q O REQUIRED ON THESE DOCUMENTS THE MATERIALS,INSTALLATION, a. PRIOR TO ADDITION OF WATER-REDUCING ADMIXTURE=4" 1.ASTM C90 S2.1.2 FOUNDATION PLAN V FABRICATION,ERECTION OR PLACEMENT OF COMPONENTS AND CONNECTIONS 2.WALL COMPRESSIVE STRENGTH:(Pm)=1500 PSI REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH THE APPROVED b. WITH ADDITION OF WATER-REDUCING ADMIXTURE=10" 3.UNIT COMPRESSIVE STRENGTH=1900 PSI >- CONSTRUCTION DOCUMENTS. 4.MAXIMUM SIZE COARSE AGGREGATE:3/4 INCHES(PER ASTM C-33) S2.2.1 FOUNDATION PLAN(MAT SLAB ALT) H LU Z m 4.WEIGHT CLASSIFICATION:MEDIUM WEIGHT W 3.SITE VISITS OR STRUCTURAL OBSERVATIONS BY THE STRUCTURAL ENGINEER 5.APPROVED ADMIXTURES: 8- a. FLYASH PERASTM C-618 5.PROVIDE GRADE N.TYPE 1,MOISTURE CONTROLLED UNITS Q DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF INSPECTIONS OR IL SPECIAL INSPECTIONS PER SECTION 109 AND CHAPTER 17 OF THE IBC.SITE b c. WATER REDUCING ENTRAINING PER C-260G PER ASTM C-494 a. 8"NOMINAL(16"x8"x8") S2.2.2 FOUNDATION PLAN(MAT SLAB ALT) i j U VISITS ARE NOT CONTINUOUS OR DETAILED.SITE VISITS DO NOT VALIDATE . 7 5/8"ACTUAL(15 5/8"X7 5/8"x7 518") W 0 CONTRACTORS PERFORMANCE,MEANS,OR METHODS.SITE VISITS ARE FOR 6.LAYING CMU WALLS: 0 0 J VISUAL OBSERVATION FOR GENERAL CONFORMANCE TO THE APPROVED E.REINFORCEMENT: S3.0 FOUNDATION DETAILS River Glc D I Nolee, CONSTRUCTION DOCUMENTS. 1.REINFORCEMENT FOR CONCRETE: a. BOND PATTERN:ONE-HALF RUNNING BOND �_ 9 e•9^ F.CODE REQUIREMENTS: a. ALL REINFORCING SHALL BE SUPPORTED IN FORMS SPACED WITH b. LAY WALLS WITH 3/8 INCH JOINTS ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING NECESSARY ACCESSORIES AND SHALL BE SECURELY WIRED TOGETHER C. TOOL JOINTS SLIGHTLY CONCAVE S3.1 FOUNDATION DETAILS(MAT SLAB ALT) O CODES: IN ACCORDANCE WITH THE LATEST EDITION OF THE CRSI"MANUAL OF F.COORDINATION: L� 1.2015 INTERNATIONAL BUILDING CODE(IBC) STANDARD PRACTICE" 1.COORDINATE COURSING PATTERNS AND TOOLED JOINTS WITH ARCHITECTURAL. S3.2 FRAMING DETAILS LLJ 2.ANY OTHER REGULATING AGENCIES WHICH MAY HAVE AUTHORITY OVERANY b. DEFORMED BARS-ASTM A615,GRADE 60 2.COORDINATE LOCATIONS OF CONTROL JOINTS WITH OPENINGS,WALL PORTION OF THE WORK,INCLUDING THE STATE OF WASHINGTON. 2.MINIMUM REINFORCEMENT LAP=40 BAR DIAMETERS CORNERS,AND ARCHITECTURAL. 3.SPECIFICATIONS,CODES AND STANDARDS NOTED SHALL BE OF THE LATEST 3.MINIMUM CONCRETE COVER OVER REINFORCEMENT: 3.COORDINATE MASONRY REINFORCEMENT LAPS WITH FOUNDATION S4.1.1 SECOND FLOOR DECK PLAN LL APPROVED ISSUE,INCLUDING SUPPLEMENTS,UNLESS NOTED OTHERWISE. a. CONCRETE CAST AGAINST EARTH=3" REINFORCEMENT. L L_ 4.CONTRACTOR SHALL BE PROPERLY REGISTERED IN THE STATE OF b. CONCRETE EXPOSED TO EARTH OR WEATHER=1112" 4.COORDINATE MASONRY REINFORCEMENT ANCHORAGE WITH FLOOR/ROOF S4.1.2 SECOND FLOOR DECK PLAN C> WASHINGTON PER WASHINGTON STATE LAW. c. CONCRETE NOT EXPOSED TO EARTH OR WEATHER=3/4" ANCHORAGE. 4.SLAB-ON-GRADE REINFORCEMENT SHALL BE PLACED AT THE MID-DEPTH OF THE S.COORDINATE ANY AND ALL MOCK-UP PANELS REQUIRED PER ARCHITECTURAL. S4.2.1 THIRD FLOOR DECK PLAN DESIGN CRITERIA: SLAB. F.COORDINATION: A.2015 INTERNATIONAL BUILDING CODE(IBCZ. 1.COORDINATE ALL UNDER-SLAB MATERIAL SUCH AS VAPOR BARRIER AND 54.22 THIRD FLOOR DECK PLAN JOB 0.. FBG"8268 1. RISK CATEGORY:II SUB-BASE WITH ALL CONSTRUCTION DOCUMENTS. Received JOB": McE 1`1068.16 SEP 0 9 2016 ISSUE DATE: m-Oa-16 0/ 2.NATURE OF OCCUPANCY:STORAGE ISSUE: For Permit ��++ E 1/, SHEET: W M C GENERAL 0. 1412 W.Idaho Street STRUCTURAL NOTES Suite 240 �y McClendon loile.Idaho Tel:2D8.342.291902 S1.0 LL Engineering Inc Fax:208.331.4568 SHEETS 0 EDGE OF PAGE(MCE-5212) EDGE OF R C _ 2 3 4 5 6 T 8 9 10 II 12 13 14 19 Ib Il Ifi I9 20 71 326'-0" J 10'-0" 10'-0" 10'-0' 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10' 10'-0' 10'10'41" -0" 10'-0" 10'•0" A a '< 53.0 53.0 A B S3.0 53.0 O S I G • ; rivercit desi n.com 9 r---�Y r--:°-,,"i,_-�,-1 r -�1 Y r--� ---r. ---d�i Y r_a----r a,r7_7-1 Y I----- I--a--1",r-'-'�Y -- I tI II°hI 1C4I° 1I aI ° 4 1 '1 a 1 .1b I IY Ily I"L L �•r °4s ��1r 1 1�.•;�` °,1I1"Y))II a q 1I'Y°III, „ °J�II Y"1III, °°1PI•"1fIL. °d 9Ir e"I11 iI11"JIrI• aJII CY¢III ° tfI,"°qlPl, P1I"III arII°Y°PlIf ° rII")I1 a m° I"°III d III"JII° JTII"II si1I YII ". _° • r°."1°° 1Ir°." d dl d 1Y�I d I r I 1 °• 4 " 1 1" rd 41J1 1Ij1 »Y< op YI ° 1 1 I.r° , ` P d " ° Y 1,Y4F- L-14 I YI 1•°° 1"L ° I"J_ rYI ° °I^'YI .°q Ixl �, 1YI I'"i ' I.d a.•Ile ".I f° la°.1 r4 .c e•r�b Inl " I^1 q•o° Ir p ICI w 1,�1 rtfr ed I�b° 4 1 I I , IYI IY1 bYa t.l , IYI IYt I I I I IYI I I I I I I�i " I 1 a° IY6 ° :4"I° 6� I I; t"°I I�r i°YI Mc `� ,h"I I ,I 1 '1 I I- 1'dl° m I° I 1 1 I e I La' 14 I I °I I I I Ial P"r rd1 1 1 i"I • I Is d'j oFwvC r L' IYI °rYr d L.1 I"r 11 IY,r , r^.r IeF L•1 q IYI I.aI° { r eIYL �:4 IYI IY°r ° IYI, da ,IYI I.r r°Yr rY tia 4 la° I I I P I lal° # P• _ I I I�b I I I F al I ° dl i 1 4 iel b l I•I I I r °re f I 1 ,1 r. r e :l O r IYr I"9 I"I, I I 1.1 LYI i:l a rxld IYI I"I° 1"I • al l I.1... ° 1"°r afal° 1°° alal 6YI IYI iYL, I,oI IYI IYI IYI I I,` I.I° i"1 I.I I":I I I. 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I I I 1°I m I �� �� f"t i I I",I 9 dl"1 I"P •I"I° G"I I"I I"6 • J IYI° 4Yk IYI I�h IYI I»l . IYI ' 141 s lY,l I Q N N co al°r I'f I I , P"I a Iyr rYa ° Irl ° ' I p7 N -J L_s__dL---_J° -J L--°--J x 3 m � "' n S3.0 53.0 UC43 i N Q 102'-r `6 78'8" V PLAN Foundation Plan o r NORTH Bu!/ding 'A" 5CALE:Ye'=I'-0` LU _m a FOUNDATION PLAN NOTES: FOUNDATION PLAN LEGEND: WALL FOOTING SCHEDULE COLUMN FOOTING SCHEDULE FOOTING WIDTH x LENGTH DEPTH IQfv City DYslgn N t" INDICATES 4"CONC.SLAB ON GRADE. FOOTING WIDTH DEPTH REINF. 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE OVER 4"OF PROPERLY COMPACTED MARK (W) (D) REINF. MARK (W)x(L) (D) FB DRAWING PLANS.NOTIFY FB OR ENGINEER GRANULAR FILL CONSISTING OF CLEAN F1 2'•6"x 2'-0" 12" (3)#5 EA.WAY IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. DAMP SAND&�'MINUS GRAVEL,U.N.O. IN THE GEOTECHNICAL REPORT. WF1 2'0" 24" #4 BARS @ 18'O.C.(V) F2 3'4r x 3'•0" 12" (3)#5 EA.WAY 2. STRUCTURAL WALLS ARE CONSIDERED TO BE ALL REINFORCE WITH 50 PCY OF STEEL #4 BARS @ 12"O.C.(H) F3 4'-0"x 4'.0" 12" (4)#5 EA.WAY LOAD BEARING WALLS,SNEAK WALLS AND ANY WALL FIBERS PER ASTM C 1116,TYPE III. THAT REQUIRES A FOOTING. WF2 2'0" 12" (2)#5 CONT. F4 4'4•x 4'-6' 12" (5)#5 EA.WAY 3. FOR GENERAL STRUCTURAL NOTES SEE SHEET 91.0. ----_---_ INDICATES CONCRETE SLAB CONTROL WF3 8" 24.' #5 BARS @ 18"O.C.(V) NOTES: JOINT OR CONSTRUCTION JOINT.SEE #5 BARS @ 12"O.C.(H) 1. WHERE COLUMN FOOTING OCCURS @ WALL FOOTING-RUN WALL 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET 53.0. 1/S3.0. (2)#5 CONT..(C) FOOTING REINF.CONT.THRU COLUMN FOOTING. 5. T.O.SLAB=TOP OF CONCRETE SLAB ELEVATION WF4 22" 12" #5 @ 15"O.C.(L) 2. ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED OR C\\\\ INDICATES 8'CMU WALL W/#5 VERT @ DETAILED OTHERWISE. 6. T.O.F.=TOP OF COLUMN FOOTING ELEVATION=99'-0•, 32"O.C.AND#5 HORIZ @ 48"O.C.,TYP, INNN U.N.O. U.N.O. JOB": FBC 08268 NOTES: JOB": McE"1068.I6 7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24" INDICATES 6C x 2Yz z 1fi GA METAL STUD 1. FOR ANY WALL FOOTING NOT MARKED,USE KEY PLAN: BUILDING "A" L FOOTING TYPE WF1. ISSUE DATE: 09-08-6 N MINIMUM BELOW ADJACENT FINISHED GRADE. WALL.COORD.W/FB DRAWINGS. 2 (H)=HORIZONTAL BARS IN STEM WALL/FOOTING `f COORDINATE WITH FOOTING SCHEDULE&DETAILS M=VERTICAL BARS IN STEM WALL/FOOTING 8. E.O.C.=EDGE OF CONCRETE (L)=LONGITUDINAL BARS IN FOOTING 155UE: For Permit 0 INDICATES STEEL HSS COLUMN, IT)=SHORT TRANSVERSE BARS IN FOOTING COORD W/FB DRAWINGS. M/•► SWEET:FOUNDATION a 9. DRAWINGS PRIOR REVIEW FORGE BUILDING E FOUNDATION DRAWINGS PRIOR TO POURING CONCRETE. 1412 W.Idaho Sheet Suite 240 �y - LAB JOINTS SHALL BE SPACED PER 1IS3.0. METAL WALL PANEL: �1�J „ BDISe,IdOho 83l02 LL 11. CORNER REINF.ISREQ'D PER 21S3.0. McClendon Te1:208.342.2919 S2.1.1 0 COORD IB GA WALL PANEL,TYPO U.N.O. Engineering Inc Fax:20.342.919 COORD W/FBDRAWINGS OF 5HEET5 LL R C 4° f :-51.1]) FOUNDATION PLAN NOTES: °EDGE OF PAGE lMCE-51.1.11 ,a 34 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE 21 11 23 14 25 26 2T 28 29 30 31 31 33 FB DRAWING PLANS.NOTIFY FB OR ENGINEER 328'-0" IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. 1a-0" 10'-0" 10'-0' 10'-0" 10'-0" ta-0" 10'-0" 1a-0" L 10'-0" L 10'-0" L 10'-0" #o'-0" 2. STRUCTURAL WALLS ARE CONSIDERED TO BE ALL E S t � G LOAD BEARING WALLS,SHEAR WALLS AND ANY WALL THAT REQUIRES A FOOTING. q� A B IYVOICIt UGSI tt.COIIl �i 3. FOR GENERAL STRUCTURAL NOTES SEE SHEET 51.0. 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S3.0. I 3 I — 1 a 5. T.O.SLAB=TOP OF CONCRETE SLAB ELEVATION r _ —ILu"{l -• •° -a, rI d—�Ig L"1II-:.— — III, III °—--°°° (II• IIIr , b 6. T.O.F.. -TOP OF COLUMN FOOTING ELEVATION=99'-0", U.N.Or iI" • ¢"I 8 7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24"° 5 I, MINIMUM BELOW ADJACENT FINISHED GRADE. COODINd ATE WITH FOOTING SCHEDULE&DETAILS j"j •° ° j"{I rI•e fI hI , o°JII °° ° F? m d 8. E.O.C.=EDGE OF CONCRETEp4 °L 9. CONTRACTOR TO REVIEW FOR GE BUILDINGI" ( I°I — C IwDRAWINGS PRIOR TO POURING CONCRETE. NACs CLL� I"I 1"I I I"I 9"1 I"l Lal I"1 { d H L wF1 r • I:I° I°{I P ° L 3 s 10. SLAB JOINTS SHALL BE SPACED PER I/53.0. I° ctoF "koTG�pQ°a°I�1I"u""1IIII ,° •. ,d°Ii"«"°IIII °° ° ° °�I(FII1 u""s 1III1I°,°° °° rIII1°'u;II1Il°-°°° . ° II.x�.•III°- °° IrII u"°III° , °IrI"u",lIIi`° °r o �/i t/ r• �• - '.s3o 4Qm r 11. CORNER REINF.IS REOD PER 2/S3.0. FOUNDATION PLAN L EGE ND: 4° R,R:F/Oo1w4y. As,,L__ e_I ° JT70 p INDICATES A OVER 4 OF POPERLYCOMPACTTED EXPIRES� i • °• ( GRANULAR FILL CONSISTING OF CLEAN u DAMP SAND&a/4"MINUS GRAVEL,U.N.O. ° " d IN THE GEOTECHNICAL REPORT. • 41° , I I I I '� e — - REINFORCE WITH 50 PCY OF STEEL °�.�I°d del I Ij ly1 jr1 ° I"i°. ° wF¢ ° {"1 ° . L" h FIBERS PER ASTM C 1116,TYPE III. L ° 1"1 Q ° _..._... INDICATES CONCRETE SLAB CONTROL d.INI ° "t 'n dfI I �p J JOINT OR CONSTRUCTION JOINT.SEE e i ° �'I ,i I °I i - I• I °e° I ,Ia ° °I° I, L�—��'. m § 1/S3.0. 0 s �° I I ° ° I°9 ,I°I° ,8 •I t • I II I°.1 d. I °I °I I ° la.� °'I I° ° I m INDICATES 8"CMU WALL 48#5V T@ Q�ue°`Ixl Ixl' ° 191 ixdl �x1 1x1 1xl° Ix{° JN1°° I.I b kAND#5 r p"9 m Lal I"I i�l s I°"� ° I,L Is1 1"I dl"I { I rj U.N.O. des 2Yax16GA METAL STUD mx INDICATES � I I a ° {"I ° �,�IL• m WALLCOORDx a W/FB DRAWINGS. m , 1 I"I ° ° I°"I, 1"b ICI 1.t ° °I I , dI I I.I ° �� V9V v I I' al., , 53.0 i u °. °° °i,.� • " •� ��J°" P 4 ❑ INDICATES ST EL HSS CO COORD W/FB DRAWINGS.LUMN, Q U d r 1 11 la1 a WF2`I a°° ° I I e Qi.I ° li"I °° ✓J. "� Q�zfl 'All* I w 8 I ° i" °u P 'J"Ewa .e a METAL WALL PANEL: e E ® (2)SIDE 18GAWALL 14 COORD W/FB DRAWINGS PANEL,TYP.U.N.O. N c Ul 1 I ul` lul ° I I 4 I I ° ° 1"I° s d I°"I I I `"✓�� N 5 WALL FOOTING SCHEDULE J 1° ° ° I 1 1 I °° • °I u i ° l a NG WI DTH DEPTH REINF. r I I 53.0 •°i r.a ° ° ° iol° ° J"Vim t MARK (V� (D) #4 BARS @ 18"O.C.V uWF7 2 24" Z #4 BARS @12'O.C.(H) WF2 2 NTJI (2)#5 C15"O N(L) Q / t NOTES: Q 1. FOR ANY WALL FOOTING NOT MARKED,USE '' p i FOOTING TYPE WFI. 2. (H)14ORI ONTAL BARS IN STEM WALL/FOOTING Q N 4 M=VERTICAL BARS IN STEM WALL/FOOTING S (L)=LONGITUDINAL BARS IN FOOTING (T)=SHORT TRANSVERSE BARS IN FOOTING Cn 73 w COLUMN FOOTING SCHEDULE 6 �7 FOOTING WIDTH x LENGTH DEPTH REINF. MARK (W)x(L) (D) 'Q p Fi 3'-0"x 3'-0" 12" (4)#5 EA,WAY CO F2 4'-0"x 4'-0" 12° (4)#5 EA,WAY V F3 5'-B"x 5'-0" 12" (6)#5 EA,WAY y z NOTES: 1. WHERE COLUMN FOOTING OCCURS Q WALL FOOTING-RUN WALL ~ FOOTING REINF.CONT.THRU COLUMN FOOTING. 2. ALL DETAILED OFOOTINGTHSERWISE.ARE CENTERED UNDER COLUMNS UNLESS NOTED OR W Q U 0) p J FLAN oundd t ion ��c]n Rlver Glty Deslyn Notes. NORN Bu//ding "4" SCdLE:Ye'=I'-0' L JOB": r11065 JOB": M 15SUE DATE: ISSUE: FoOW SHEET:FOUNDAT LL. 1412 W.Idaho Sheet PLAN BLDG.A KEY PLAN: BUILDING "A" Suite240 McClendon Boi-.sjdoho83702 S2.1.2 Tel:208.342.2919 Engineering Inc Fax:208.331.4568 5HEET5 0 EDGE OF PAGE!MICE-82.22 EDGE OI AIT328'4rlow• 10'-0" 10'-0" 10'-0" 10'-0" 1D'-0' 1D'-0" low" 10'-0" 1a-0• 1a-0" 10'-0" 10'-0" 10'-0" 1a-0" 1a-0" 1a-0" 10'-0" 10'-0" low"853.1 e ivercit desi com - -�-- -a_ 1------�- 1-- - -------- ^za------ ___- °°d , --; -�_-�-- --___-�.a._�1-�.aa�a_. a r= -- -- - ------ - -- a - ------ - --�'- - °- -°bu= ---- b I e Ld •" 9° QI°. ° ° . d d • a L u d N u ° ° rP ° u ° d°u.. . ay' .. a <a d u u od ° , d d. ° ` ° d�• < ,° Ya °ea a° a ° d• 4 4 dr u m d , ° , •4. Y . , A °.,d • _e , va °E_ , ° �� ° ° d u ,.. N I ° • ° a ° z � � • 4 sal 4 ,� ° d d N ,a • mod. ° ° d O� FCI3T6at 4 4 <I ° ° Y u • _� • Y 4. ° eY. d, SSS/DNALEN •4° T.O.SLAB ''°, < d u. °d S 8 Ya d.y ° ° ° . < ' Y G• - , , ° d �� °. EXPIRES: ( -9 s° N° ,°M . 'N ° G°,N aA N° ° '.N 4N° '9 �s ° • Na • ,uA � � °' ' Ma M°� u °� u ° Y � a• eN d d° d N° • °N d,N a� a. N 10 k I N °N°4_ •° N. Ns° 4 N d ° ,N °M N• 4. 4N° ,. ° N ° ° ° °N` N ° �. ° ° N ° N, d °.. N °N ° °N b_ B I ,. en0 4 I. 4 !u. . u d u d d" ° a ° ° �'° ° ° , G• I LL 88-0 N �l N) L rsr ' °DmQ q °B' ° 00 m g § L• ° s °b 1 y• N 9 -0 n n A - I -� °. •°�4 .a < ' S3:L- 'C ( d S3.1 E° ° m° q .O.SLA. `.4 411 . e , EL R I° ° G° d I EL•X OR 10LL 4.. „ � " " ° � _ `D 53.1 I I 0 N0.° u 3.1 4 ® rs 4 S3A •q x d. I _o 4Y - d.° • I I, d o� d� STAIR °d � �°� I `o u 'd r °9d WF1. d.. - B. i ° I u d° , ° d r ° m a °P as d I �a 1 '�y Ul LIL . 4 4 c �° •.N° � e � ° e ed 'e e° °e. N°d a d° d u 'e e Na , / J a J r ° Y • Y^ • d F WF1 I ' r- - D °,L • d Y a. '° ° I WF1 53.1 A _ I' �.. ° <I� 6 °�° ° .• ^ er-.�e 53.1 I ° ° i I z s3.1 1 d, I 4 „• 4 I STAIR . ° d• ti a d Jr- . le s3., r-n d 4 I ` Ya d a. d° d. a d° �• I �J L�� /� sp s` d ° CO d d $ ,.I - }cr 6 Sr B A 3 ) �a 53.1 53.1 Co i OT N Q O 0 �0 102'-2" 78'-W U PLAN ®c�nda t ion P/an Z d z m NORTH Build/ng "A" SCALE:,b'=1'-0' (v Q Q w n O ° FOUNDATION PLAN NOTES: FOUNDATION PLAN LEGEND: WALL FOOTING SCHEDULE COLUMN FOOTING SCHEDULE // ° u ` River Gity Design Nolas: INDICATES 10"CONIC.SLAB ON GRADE. FOOTING WIDTH x LENGTH DEPTH 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FOOTING WIDTH DEPTH REINF. MARK (W)x(L) (D) REINF. FB DRAWING PLANS.NOTIFY FB OR ENGINEER OVER 4"OF PROPERLY COMPACTED IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. GRANULAR FILL CONSISTING E CLEAN MARK �) (D) F1 2'-8'x 2'-6" 12" (3)iR5 EA.WAY DAMP SAND&CH MINUS GRAVEL,U.N.O. #4 BARS @ 18"0 C.(V) F2 3'-0•x 3'(r 12" (3)#5 EA.WAY 2. STRUCTURAL WALLS ARE CONSIDERED TO BE ALL IN THE GEORCE WITH HNICAL REPORT. WF7 2'0" 24" #4 BARS @ 12"O.C.(H) LOAD BEARING WALLS,SHEAR WALLS AND ANY WALL REINFORCE WITH 50 PCY OF STEEL F3 4'-a x 4'-0" 12' (4)#5 EA.WAY FIBERS PER ASTM C 1116,TYPE III. THAT REQUIRES A FOOTING. F4 4'-6"x 4'-6" 12" (5)#5 EA.WAY 3. FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0. _...-... NOTES: INDICATES CONCRETE SLAB CONTROL 1. FOR ANY WALL FOOTING NOT MARKED,USE NOTES: 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S3.1. JOINT OR CONSTRUCTION JOINT.SEE FOOTING TYPE WF1. 1. WHERE COLUMN FOOTING OCCURS @ WALL FOOTING-RUN WALL 1/S3.0. 2. (H)=HORIZONTAL BARS IN STEM WALL/FOOTING FOOTING REINF.CONT.THRU COLUMN FOOTING. 5. T.O.SLAB=TOP OF CONCRETE SLAB ELEVATION (V)=VERTICAL BARS IN STEM WALL/FOOTING 2. ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED OR 11777777 INDICATES 8"CMU WALL WI#5 VERT @ (L)=LONGITUDINAL BARS IN FOOTING DETAILED OTHERWISE. L 6. T.O.F.=TOP OF COLUMN FOOTING ELEVATION=99'1•, 32"O.C.AND#5 HORIZ @ 48"O.C.,TYP, (T)=SHORT TRANSVERSE BARS IN FOOTING r U.N.O. U.N.O. JOB": JE KEY PLAN: BUILDING "A" JOB°: 7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24" INDICATES 6C x 2Yz x 16 GA METAL STUD MINIMUM BELOW ADJACENT FINISHED GRADE. E WALL.COORD.W/FB DRAWINGS. ISSUE DATN COORDINATE WITH FOOTING SCHEDULE&DETAILS ISSUE: Permi8. E.O.C.=EDGE OF CONCRETE INDICATES STEEL HSS COLUMN, $HEFT:COORD W/FB DRAWINGS. /EFOUNDa 9. CONTRACTOR TO REVIEW FORGE BUILDING �/ 1412 W.Idaho Street PLAN BLDG.A DRAWINGS PRIOR TO POURING CONCRETE. 10. SLAB JOINTS SHALL BE SPACED PER 1/S3.1. METAL WALL PANEL: Suite 240 �y 11. CORNER McClendon Boise,Idaho'3702 S2.2.1 LL Tel:208.342.2919 O REINF.IS REQ'D PER 2IS3.1. COORD IB GA WALL PANEL,TYP.U.N.O. Engineering Inc FaX:208.331.4568 COORD W/FB DRAWINGS OF SHEEiS A16 FOUNDATION PLAN NOTES:i-9T111EDGE OF PAGE CMCE-9T].0 2T 13 14 15 Tb TT Tb 19 30 31 3T 33 34 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEEFB DRAWING PLANS.NOTIFY FB OR ENGINEER 326'-0" IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. 70'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 70'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 6'-0" 2. STRUCTURAL WALLS ARE CONSIDERED TO BE ALL LOAD BEARING WALLS,SHEAR WALLS AND ANY WALL L•" s L G A B THAT REQUIRES A FOOTING. T1V0TC1 d0S1 .com S3.1 53.1 4`1 �� 3. FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0. t I _ 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S3.1. - V.4 - a 5. T.O.SLAB=TOP OF CONCRETE SLAB ELEVATION 6. T.O.F.-TOP OF COLUMN FOOTING ELEVATION=99'-0", • d< ° u . e ` d ` ° • a. b U.N.O. 9Y °a ° •Q`/y° _ B q 7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24" It P °;° • a < • ° 1 ° er I°' 53.1 MINIMUM BELOW ADJACENT FINISHED GRADE. III a COORDINATE WITH FOOTING SCHEDULE 8 DETAILS 8. E.O.C.=EDGE OF CONCRETE • a ° ° ° ° • q ° 1 Ij e d r q • ° q a _�__ �x° L m d 9. CONTRACTOR TO REVIEW FORGE BUILDING C.MCc •a ° DRAWINGS PRIOR TO POURING CONCRETE. °I° • .. d ° P ° ° ° . a x °a ° y° °d G ° I. WF1 10. SLAB JOINTS SHALL B O ° n � - � ° � x � E SPACED PER 1IS3.1.a S3. •q ° d x ° ° 11. CORNER REINF.IS REQ'D PER 2/S3.1. °c'. a °° `I r — ss.1 m r 93 FOUNDATION PLAN LEGEND: � "�� arp �`�/ e n d SI 'ONALgNO W ° ° • °T.O.—SLAB d • a < "" e ° °L_�-J°• • , ° 4 INDICATES 10"CONIC.SLAB ON GRADE. 1�, q• q° �°.• 1e' OVER 4"OF PROPERLY COMPACTED E%PIRES: / ,q x ° u° • • ° xa • ° • ° • 9 GRANULAR FILL CONSISTING OF CLEAN °Qry ° . DAMP SAND&/"MINUS GRAVEL U.N.O. • ,P o° °a • • m P• — .r5 q N THE°q ° ° ° a° °°a a• a _ _ II ' h NICALREPORT. REINFORCE WITH 50 PCY OF STEE L FIBERS PER ASTM C 1116,TYPE III. 14 c° z r ° •I ° d °. °d a ° ° °° INDICATES CONCRETE SLAB CONTROL N N x x jl x'< N x °d I m J JOINT OR CONSTRUCTION JOINT.SEE e a ° d °q° a d °. '; 9 1/S3.0. " •° d. °° ° ° ° - ° <° °• • • ° d ° I CC\\\ INDICATES 8"CMU WALL W/#5 VERT @ x° O.C.AND#5 HORIZ @ 48"O.C.,TYP, OJ e E ° • 0 • <:a ° J U.N.O. m..L y• IL . •a /f -0 • q< ° a - ° S9,;I °• °q °° d ° •° n ° q d�Y i m [ INDICATES 6C x 2)4 x 16 GA METAL STUD m -WALL.COORD.W/FB DRAWINGS. 0 C • q` a ° - / ° \ ❑ INDICATES STEEL HSS COLUMN, 0�' i3.1 .. �•a° - .Y a°n° °a • _.� �/ COORD W/FB DRAWINGS. TAa:a a d��J;� 4 METAL WALL PANEL: ( lu 6.°, • •d°' (2)SIDE 18 GA WALL PANEL,TYP.U.N.O. N COORD W/FB DRAWINGS WALL FOOTING SCHEDULE r_,° d • •°` _//� \ FOOTIMARNG WISH D(D H REINF. 0 53.1 •! i - u d Y$ •/ WF1 27 24" #4 BARS @ 18"O.C.(V) � Z #4 BARS @12"O.C.(H) Q NOTES. •� i'x• m 1 1. FOR ANY WALL FOOTING NOT MARKED,USE 10 C FOOTING TYPEWFI. r_ L 2. (H)=HORIZONTAL BARS IN STEM WALL/FOOTING 13 '' al M=VERTICAL BARS IN STEM WALL/FOOTING :9 (L)=LONGITUDINAL BARS IN FOOTING < b (T)=SHORT TRANSVERSE BARS IN FOOTING �" S 6 4 COLUMN FOOTING SCHEDULE Z a m FOOTING WIDTH x LENGTH DEPTH w MARK (W)x(L) (D) REINF. -6 F1 Y-B'x Y-6" 12" (4)#5 EA,WAY i x F2 4'-0'x 4'.0" 12" (4)#5 EA,WAY N < I Q e6 F3 5'-6"x 51$" 12" (6)#5 EA,WAY v NOTES: Z m 1. WHERE COLUMN FOOTING OCCURS @ WALL FOOTING-RUN WALL a FOOTING REINF.CONT.THRU COLUMN FOOTING. ILI 111'-0" 1d•0" 15'-8" 2. ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED OR Q DETAILED OTHERWISE. N N U O o � � PLANounda NORTH eur�ahg ,A„ SCALE:V°I'-O' JOB": FBC 18268 IF! E x1068.16 00-ms-I& n/ Permit W ME ^ N �+ 1412 W.Idaho Street .AKEY PLAN: BUILDING "A" Suite240 Ix McClendon BOise.Idah.2919 2Tel:208.342.2919Engineering Inc Fax:208.331.4568SHEEiS Al� O SEALANT LD JOINT ADDITIONALVERT. CORNERBARS BARS AT CORNER (MATCH HORIZ. CONCRETESLAB 1A SLOPE REINF)PER PLAN LAP LAPLAPSPLICE SPLICE ADD.L VERT. SPLICE BAR AT A G w g CORNER S I 8'CMU WALL(SEE PLAN 3'-0' RVeICI desi .com FOR REINFORCEMENT) EXTERIOR PAVING ° -2-1--TT, T —III — - (SEE CIVIL) 1'-0" SUBGRADE PER — �' #5 DOWELS @ 16"O.C. PER PLAN ALTERNATE a U HORIZONTAL U LAP W/WALL REINFORCING ONC SLAB PER PLAN CONSTRUCTION JOINT a WALL BARS 3'-0^ HOOK DIRECTION a a NOTES: rn m 1'-0' #4(�18"O.C. PER PLAN 1. CONSTRUCTION JOINTS&CONTROL JOINTS MAYBE LOCATED INTERCHANGEABLE TO ALLOW CORNER BARS WORKABLE SIZE CONIC.PLACEMENTS.COORDINATE LOCATIONS WITH ARCH PLANS. (MATCH HORIZ.REINF.) CONC SLAB PER PLAN w 2. SAWING SHALL OCCUR NO LATER THAN 12 HOURS AFTER CONCRETE HAS BEEN PLACED. 3. MAX SPACING IN EITHER DIRECTION FOR UNREINFORCED SLAB,U.N.O. HORIZONTAL T.O:SLAB 2 O A - a. 4"THICK SLAB=12'-0"O.C. WALL BARS -' —Ill PER PLAN §m z (2)#4 CONT. PLAN VIEW o (3)#4 CONT. O C CONCRETEPER SLAB N m LL (2)#4 CONT. ° ° PROVIDE CORNER BARS C'MCC, NOTE: PER PLAN 1-0" �� � e g' LAP SPLICE LENGTHS(U.N.O.): - . #4 18"O.C. h CONCRETE WALL:48 BAR DIA.OR 28" PROVIDE CORNER BARS 1-B" (MIN)WHICHEVER IS GREATER PER PLAN 1 " Q4b13327 SUBGRADE CONTROL JOINT EXPIRES: PER PLAN CONTROL&CONSTRUCTION JOINT z STEM WALL CORNER AND INTERSECTION REINF. A SECTION THRU SLAB EDGE CMU WALL ta1SECTION THRU SLAB EDGE S3.0 SCALE:N.T.S. S3.0 SCALE:N.T.S. $3.0 SCALE:3/4"=V-0" $3.0 SCALE:3/4'T-0" S �0 A E SEE ARCHITECTURAL DRAWINGS #5 DOWELS Q I6.O.C. O W m LAP W/WALL VERTS,TYP. _0 TOP OF SLAB(BEYOND) #4 @ 12"O.C.(4 SIDES) 30" mLL9 0 T.O.SLAB >7 `a PER PLAN Q Qr1 0 - NOTE: y «n U - 1. COORDINATE WITH ELEVATOR MANUFACTURER. =ITi- t, STEEL FRAMING OTHERS CORD. U >fl p7 W/FB DRAWINGS �^ •• 8"CMU WALL(SEE PLAN 7­/`T­ E 1A= 2x4 KEYWAY FOR REINFORCEMENT M 0 w Q Q ) Ys"0x23%s EMBED I W (TYPICAL) 8"THICK CONIC.WALL W/ r 'STRONG BOLT 2'E.B. I92 O #5 DOWELS 18'O.C. COORD W/FB 0 WATERPROOFING _ #4 @ 12"O.C.HORIZ F @ I r SEE ARCH.DINGS�� ° (PROVIDE CORNER BARS) = LAP W/WALL VERTS DRAWINGS . /L 2x2x3/8 W/1/2"0 x O -ALT DIRECTION OF CONTINUOUS WATER 0'-4"HCA @ 6"O.C. #4 DOWELS W/HOOK 1,-0,, a BEND I PER PLAN STOP(TYPICAL) (4)SIDES 12'O.C.(TYPICAL) w CONC.SLAB I BAR GRATING `4 y _ PER PLAN T.O.SLAB 1 (SEE NOTE 1) SLOPE TO SUMP PIT r •°; - PERPLAN e a a = I- = 4 FTG.SIZE&REINF.PER PLAN Q w Ii P L I— I I #4 @ 12-O.C.EA.WAY,TOP&BOTTOM(REINFORCEMENT FTG.SIZE&REINF. Ij Y� DISPLACED BY SUMP PIT TO BE REPLACED BY ADDITIONAL EQ EQ PER PLAN D7 BARS OF SAME SIZE DISPLACED AND PLACED AT HALF - R3 z SPACING ADJACENT TO SUMP PIT OPENING) PER PLAN O 0 m Y I #4 0 12"O.C.EA.WAY N 10" L SEE NOTE 1 10" Q * c ELEVATOR PIT SECTION D THICKENED SLAB CMU WALL t E CTION (a), INTERIOR SHEAR WALL 53.0 SCALE:3/4"=1'-0" S3.0 SCALE:3 4"=1'-0" Z O $3.0 SCALE:3/4"-1'-0" QRI ED M Q� `° Q co 0 o 1^ U HSS PER STEEL COLUMN NOTE: 4 �SIM COND PLAN o o g BEYOND COLUMN BEHIND CMU WALL o o > HSS PER 4 d Z m W PLAN o a U Q #4 DOWEL 18" A HSS COLUMN tll IS) ❑ A O.C.. r 1%je e'�s" 1}�" PER PLAN Lu n Q ALT W/�) I HSS COLUMN O U J BARS IN FTG. PER PLAN A RIvw CIty DmIgn Noise: 1 I I CONC.SLAB FINISH GRADE 2- PER PLAN 3/16 OR PAVING r - _ SHIFT REINFORCING COLUMN /'1 COORD W/CIVIL ( I 3/i BASEe(ON 1Ys"MAX ■ LOCATIONS TO AVOID 3/a"BASE a(ON 1Ys"MAX r 1 T.O.SLAB NON-SHRINK GROUT AS 3116 NO"HRINK GROUT AS INTERFERENCE W/COLUMN.LAP 1Yz' _ - PER PLAN NEEDED FOR LEVELING) _ NEEDED FOR LEVELING) WITH TYPICAL REINFORCING CONIC SLAB PER PLAN W/(4)3/"0x12"A.B. W/(a)3/°'0 x12"A.B. T.O.F. ONC SLAB PER PLAN PER PLAN T.O.SLAB A, T.O.SLAB CONIC.FTG.8 =I III III- n PER PLAN a.: - PER PLAN REINF.PER o- .4 PLAN iv w T - -a a - - a w o� 2 9 C e a .03 0 4 m z n aJOB": FBG 8268 W SEE SECTION A/S3.0 FOR ° a REINFORMENT Ll — — — JOB#: NICE"1068.I6 °a COLUMN FTG.SIZE ISSUE DATE: 09-08-16 A/ ° ° 1.-0. 8 REINF.PER PLAN 1ria.. pE _ ISSUE: For Permit I ° ^ SHEET: n SEE FOOTING SCH.FOR SIZE ° C Li AND REINFORCEMENT —'� 1412 W.Idaho Sheet FOUNDATION Suite 240 DETAILS rL/ �F1SECTION (a� EXTERIOR WALL c SECTION THRU EXT.WALL COLUMN H SECTION INTERIOR COLUMN McClendon Boise,Idaho83702 LL OF $3.0 SCALE:3/4"-1'-0" $3.0 SCALE:3/4"-i'-0" 53.0 SCALE:34"=1'-0" Tei.208.342.2919 0 Engineering Inc Fax:208.331.4568 c3.0 sNEETs LL ft C ti r J COLD JOINT SEALANT CORNER BARS _ ADDITIONAL VERT. CONCRETE SLAB iY" 1:4 SLOPE BARS AT CORNER (MAREINE;HORIZ. PER PLAN LAP LAP - SPLICE SPLICE d ° LAP ADD.L VERT. d < d w SPLICE BAR AT CORNER S L G ° w 8"CMU WALL(SEE PLAN I1'-0" TIVCI'C1LydeSign.COT11 FOR REINFORCEMENT) EXTERIOR PAVING V-4' #q 11 g^p C III- =I LAP.2I7, (SEE CIVIL) SUBGRADE PER —r- #5 DOWELS @ 16"O.C. PER PLAN CONSTRUCTION JOINT ALTERNATE a HORIZONTAL U LAP W/WALL REINFORCING CONIC SLAB 8 REINF PER PLAN HOOK DIRECTION g a WALL BARS a 1'-8" _ NOTES: rn m 1�"F.(011� 8'O.C. 4 ER PLAN 1. CONSTRUCTION JOINTS 8 CONTROL JOINTS MAYBE LOCATED INTERCHANGEABLE TO ALLOW CORNER BARS p WORKABLE SIZE CONIC.PLACEMENTS.COORDINATE LOCATIONS WITH ARCH PLANS. (MATCH HORIZ.REINF) I CONC SLAB 8 REINF PER PLAN w 2. SAWING SHALL OCCUR NO LATER THAN 12 HOURS AFTER CONCRETE HAS BEEN PLACED. g ° d -- 3. MAX SPACING IN EITHER DIRECTION FOR UNREINFORCED SLAB,U.N.O. HORIZONTAL T.O.SLAB O�¢ p a. 4"THICK SLAB=12'-0"O.C. WALL BARS I ER PLAN q w C7 (2)#4 CONT. ° - III W III a w ' PLAN VIEW O d <4 (3)#4 CONT. CONCRETE SLAB §w t7 (2)#4 CONT. —III" PROVIDE CORNER BARS C.MCC, U PER PLAN N m Z_ < ° II �,wny�d., NOTE w i PER PLAN LAP SPLICE LENGTHS(U.N.O.): 1'-0" #4�18"O.C. (3)it4 CONT. d - g CONCRETE WALL:48 BAR DIA.OR 28" 1•-g• d p m (MIN)WHICHEVER IS GREATER PROVIDE CORNER BARS 1,-0" 4 m PER PLAN 1'-0" O.C. RFpjyRgO Hf,° III=III—I - /01VAL01�� SUBGRADEJ CONTROL JOINT 1 g PER PLAN EXPIRES. 1 CONTROL&CONSTRUCTION JOINT 2 STEM WALL CORNER AND INTERSECTION REINF. tA1SECTION THRU SLAB EDGE (a) CMU WALL a SECTION THRU SLAB EDGE S3.1 SCALE:N.T.S. 53.1 SCALE:N.T.S S3.1 SCALE:3/4"=V-0" 53.1 SCALE:3/4"=T-0" an 9 ��E SEE ARCHITECTURAL DRAWINGS #5 DOWELS @ 16"O.C. 0 m LAP W/WALL VERTS,TYP. —� L TOP OF SLAB(BEYOND) #4 @ 12"O.C.(4 SIDES) 3-0' mIL9 0 T.O.SLAB >- 0'7 PER PLAN Q N 0 NOTE: ptitv= dmSTEEL FRAMING v1. COORDINATE WITH ELEVATOR MANUFACTURER. C7OQ'BY OTHERS COORD. �9W/FB DRAWINGS 2 x 4 KEYWAY 8"CMU WALL(SEE PLAN � w •� (TYPICAL) FOR REINFORCEMENT) V0x2%'EMBED�I I w E O O B"THICK CONC.WALL W/ STRONG BOLT 2'E.B. I �'w WATERPROOFING #4 1r O.C.HORIZ r #5 DOWELS @ 16"O.C. COORD W/FB SEE ARCH.DWGS (PROVIDE CORNER BARS) = LAP W/WALL VERTS DRAWINGS L 2x2x3/8 W/1/2°0 x U -ALT DIRECTION OF N 1 CONTINUOUS WATER 0'-4"HCA @ 6"O.C. #4 DOWELS W/HOOK 1•-0. a CONIC.SLAB BEND CONC. 8 REINF 0_ STOP(TYPICAL) (4)SIDES @ 1Y O.C.(TYPICAL) w 8 REINF BAR GRATING y PER PLAN I T.O.SLAB 1• (SEE NOTE 1) SLOPE TO SUMP PIT -- PER PLAN O ------ —1�—III—ITi 1F.I r. IL I III li=.1G,11 1=1 I 1=1 I #4 @ 12'O.C.EA.WAY,TOP 8 BOTTOM(REINFORCEMENT li DISPLACED BY SUMP PIT TO BE REPLACED BY ADDITIONAL BARS OF SAME SIZE DISPLACED AND PLACED AT HALF SPACING ADJACENT TO SUMP PIT OPENING) O � m • #4 @ 12"O.C.EA.WAY z O 10" SEE NOTE 1 III Q 4- N c ELEVATOR PIT SECTION tD \THICKENED SLAB Q)CMU WALL I'E1SECTION (0), INTERIOR SHEAR WALL `n S3.1 S3.1 SCALE 3/4"=V0" SCALE:3/4"=1'-0" 53.1 SCALE:3/4"=1'-0" - N Q 1, o o � HSS PER 4 V NOTE: PLAN o 0 (ZZ� @ SIM COND o o F (v Z m COLUMN BEHIND CMU WALL HSS PER 4 W 4V 6" 1X" PLAN o o - F- A HSS COLUMN t) � 4 1%." 81%6" 1X" PER PLAN W Z3 O O HSS COLUMN Q U J PER PLAN A RI—Oty D.Wen Notw: 3116 A -� SHIFT REINFORCING @COLUMN %"BASE 4(ON 1Yz"MAX r 1 3116 N BASE I(ON 1Yz"MAX ill— LOCATIONS TO AVOID NON-SHRINK GROUT AS NON-SHRINK GROUT AS INTERFERENCE W/COLUMN.LAP 1K1" NEEDED FOR LEVELING) WITH TYPICAL REINFORCING NEEDED FOR LEVELING) CONC SLAB 8 REINF PER PLAN w/(a)3,"0 x1r A.B. w/(a)�/"O x1Y As. 1)�" CONIC SLAB 8 REINF PER PLAN T.O.SLAB T.O.SLAB -III PER PLAN ER PLAN W III d d d 4 z d N W •W$ III ° " d °4 d LE m LL SEE SECTION A/S3.0 FOR ° d a JOB": F8C 0I REINFORMENT a JOB": McE 1I06$.I6 _ ISSUE DATE: m9-ma-W, Q/ COLUMN FTG.SIZE ISSUE: For Permit &REINF.PER PLAN SHEET: W • SEE FOOTING SCH.FOR SIZE ° OMF ii AND REINFORCEM n ENT 1412 W.Idaho Street FOUNDATION Suite 240 DETAILS n/ �F1SECTION THRU EXT. WALL (@ COLUMN c SECTION INTERIOR COLUMN /� N BOise,Idaha83702 LL $3.1 SCALE 3/4"=1'-0" $$.1 SCALE:3/4"=V-0" McClendon Tel;208.342.2919 O Engineering Inc FaX:20B.331.4568 of S3.1 5PEETs LL � R C CONT.JAMB BARS TO CONT.JAMB BARS TO TYP.WALL VERT BAR 'r TOP OF WALL,TYP. TOP OF WALL,TYP. WHERE OCCURS SEE 2)#5 VERT. Z-0' SEE 2'-0" 2'-0" 2'-0" a ( PLAN FOR SIZE 8 MIN PLAN MIN MIN MIN x SPACING � w x w x CMU WALL �' � w raw y SEE PLAN U - o w TOP BARS SEE d z SCHED 41 S 1 m� m � tiverci desi n.com CORNER x BOTTOM BARS SEE J SCHED. LINTEL SCHEDULE BREAKSHELL AT #5 BAR UNDER WALL p LINTEL JAMB BREAK OPENING E REINF.,TYP. GROUT AND BAR 24" OPENING MENDED 8"LINTEL DEPTH WIDTH MARK JAMB BARS LINTEL BARS STIRRUPS THICKNESS SOLID GROUT ENTIRE © 1'4" 8° (2)#5 2#5 TOP AND BOT NOT REO'D BEYOND OPENING EA. LINTEL WIDTH&DEPTH () INTERSECTION SIDE B B ® z'-0" e" (2)#5 (2)#5 TOP AND BOT #3 cQ 16.O.C. OPEN END BLOCK, LAP JAMB BARS A LINTEL SECTION TMP' W/STEM WALL PROVIDE ADD'L VERT TYP,WALL HORIZ BAR (2)#5 (2)#6 TOP AND BOT #3([�16'O.C. BARS,TYP. OPENING BARS IN STEM WALL WHERE OCCURS SEE TO MATCH&LAP JAMB PLAN FOR SIZE AND BARS TYP. SPACING PROVIDE ADD'L VERT BARS IN BEND ALT. STEM WALL TO C.MCC WAYS TENSION MATCH&LAP gOy whSy," O LAP SPLICE JAMB BARS,TYP. o i JAMB WIDTH B" , / MAT T " ONE CELL SINGLE IVIA1 JAMB REINF.SEE PLAN. a '" RUN JAMB REINF.FULL WALL HEIGHT.DOWELNOTES: LAP - A LAP JAMS BARS W/ AND LAP INTO FTG. 1. TENSION LAP SPLICE \U' HORIZ&VERT BARS= JAMB WIDTH JAMB WIDTH JAMB WIDTH STEM WALL BARS,TYP. JAMB WIDTH JAMB PLAN VIEW SECTION 30"(MIN) SEE SCHED SEE SCHED SEE SCHED SEE SCHED B �! EXPIRES. ( i TYPICAL CMU WALL INTERSECTIONS 2 CMU WALL OPENING rT1CMU LINTEL SCHEDULE S3.2 SCALE N T.S. $32 SCALE:N.T.S. $3.2 SCALE:N.T.S. N lD e e� ^m0 SUPPORT BEAM MAX HSS COLUMN m COORD W/FB DWGS p" 1}!�"MIN CONNECTING WHERE OCCURS BEAM COORD W/ SIZE&#OF BOLTS OPEN m FB DWGS PER SCHED.5/S3.2 Ye"CAP R Ya"CAP R z,_ BEAM TO BEAM CONNECTION SCHEDULE _ � JAMB BEYOND m LL 9 STIFF/CONN #AND 0OF A325N BEAM DEPTH WELD SIZE ALLOWABLE LOAD(KIPS) a �' PL THICKNESS BOLTS io SIZE&#OF Yz"CONT.PL W/ N� W12x14 die" (3)1" yy" 28.9 BOLTS PER YzTRON a EMBED � c SCHED.5 53.1 STRONG BOLT 2'E.B. U I a_ CONC.ON METAL 5/ ° 32"O.C. 0 9 W12x19 ng" (3)1" Ya" 28.9 c c � DECK PER PLAN 0--. .. Wl2x35 ng" (3)1" Y" 28.9 T.O.CONC PER PLAN J E CONNECTING PER PLAN �.W W12z58 die" (B)1" Y" 57.8 3))SIDES STIFF R,SIZE o •BEAM COORD• N x N Y Qr 5/ BEAM COORD W/ IV PER - PER SCHED.5/53.2 1 W/FB DWGS 1 " 0 Wl2x65 ng" (B)1" Ya" 57.8 FB DWGS HEDULE TYP 2" 2" `5 R THICKNESS PER 'CLR. "CLR. St yyt�72 �(N^ (6)t" Y" 57.8 SCHED.MATCH BEAM HSS COLUMN COORD HSS COLUMN COORD (2)#5 CONT. 0_ W12x79 Ve (6)1" Y" 57.8 HEIGHT&WIDTH 2-BEAM CONN CONNECTING W/FB DWGS W/FB DWGS FLOOR LEVEL FOR R SIZE BEAM COORD WI W12x87 �jg" (6)i" Y 5Z8 FB DWGS L 4x4xYxz CONT. CMU WALL&REINF w12xSD6 die" (6)1" Y" sze SUPPORT BEAM LEDGER W/3/q 0 z 5Y"EMBED PER PLAN COORD WI FB DWGS 'STRONG BOLT 2'E.B. INTERIOR CONDITION END CONDITION @ 16-0.C. 0 NOTES: 1. VALUES ARE FOR PLATE MATERIAL WITH Fy=36 KSI. STIFFENER 8 2.VALUES ARE FOR Far=70 KSI(E70XX ELECTROIDS)WELDS 114 Q 3.VALUES ARE FOR WIDE FLANGE SHAPES ASTM A992(Fy=50 KSI). CONNECTION R I 4.VALUES ARE VALID FOR LATERALLY SUPPORTED BEAMS IN STEEL AND COMPOSITE CONSTRUCTION, THICKNESS PER WHERE ALL TYPES OF LOADING. SCHED.MATCH BEAM TYP 1/4 VV�\OCCURS D I HEIGHT&WIDTH 3)SIDES il4 FOR R SIZE IZE PER 3-WAY TEE O O 7-BEAM CONN CHEDULE A PLAN VIEW WHERE OCCURS B PLAN VIEW .r a a BEAM TO BEAM CONN. SCHED. 5 BEAM TO BEAM CONNECTION s BEAM TO COLUMN CONNECTION A SECTION ELEVATOR 3 S5.0 SCALE N.T.S. S5.0 SCALE:N.T.S. S5.0 SCALE:N.T.S. 53.2 SCALE:3a^=r-o Z O m Q3 " n cD Q 20 GA CLOSURE PLATE V N/'x 19"MIN.x11"MIN.PL. W/(6)Ys"0 x 5Y,'EMBED Z 'STRONG BOLT 2' O m EXPANSION ANCHORS %•x 19"MIN.x 11"MIN.PL. S- W PER PLAN W/(6))VO x 5%"EMBED ~ METAL ROOF DECK 'STRONG BOLT 2' Y"CONT.PL W/ U Q CMU WALL&REINF 5116 EXPANSION ANCHORS �,., Y"0 x 3%"EMBED COORD W/FB DWGS W :3O PER PLAN 'STRONG BOLT 2'E.B. p () J CONC.ON METAL 3 _ 32"O.C. DECK PER PLAN 1/4 IDES River Gty vaelgn Notss� / T.O.CMU 7.O.CONC. n _ V PER PLAN It�—N—N�Y PER PLAN Y P _ CMU WALL&REINF (2)#5 CONT. --- W8X18 (2)#5 CONT. PER PLAN BARS TOP FLOOR LEVEL --- HOIST BEAM 1 8" 1 " ?rC' COURSE J W8x18 ^SECTION 0 HOIST BEAM L 4x4x t 1v VxW MIN.x4"MIN.PL. CONT.LEDGER 2" W/(3)3/4"0 x A325 BOLTS 11H }�^cLR. JOB": MCE 1068.16 265 CMU WALL&REINF ISSUE DATE: 09-08-I6 Q/ 3I16 PER 155UE: For Permit �+ 19 It Y�x7x1'-0'WI(2) Y4"0 x 5Y"EMBED SHEET: 'STRONG BOLT 2'E.B. OMJ n@16"O.C. FRAMING LPL 1412 W.Idaho Street DETAILS s SECTION FLOOR LEDGER c BEAM TO CMU WALL o DECK ROOF Suite 240 S3.2 scALE:3a"=1'-0^ $5.0 S3.2 McClendon Te:2ldaho 83702 S3^2 SCALE:N.T.S. SCALE:3/4"=7'-0" Tel:Boise,Ido o 837 J O I Engineering Inc Fax:208.331.4568 OF SHEETS , EDGE CF PAGE"CE-64.121 R C 2 3 4 5 6 B 9 10 II 12 13 14 19 lob IoT IoB 1o9 20 21 r J I I I I o , a I O ® ® © ® ® ® ® o o © ®° FL-2-1L2-- -- L2 Fm - ® - -®- - ® - - ® - - ® A s t e ----- - -- - -a- -� m y ° gw °.•.P.• w ° a^w q• ° a w .° a Q e a c ° •m •m.• e O ap d n ° as°d-• _qx w d d. w a q. d a wd . w7 4° <° • .$°dn , a w rivercit design.com ^ .aX°N x • x a. 'ad •■ X e N .. d<° N • d N° a ..4 e N ! N d• d •N° •.x° . ■• •d • e d x• 'X. 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PROVIDE(4)#12 HH TEK SCREWS PER PANEL@#12 HH TEK SCREWS I55UE DATE: 05-08-16 LL @12"O.C.EA SUPPORT.SHORING IS I.L NOTREOUIRED. I55UE: For Parmit INDICATES 8"CMU WALL W/#5 VERT ow Suite 240 SHEESECOND FLOOR T: TTYP,U.N OAND#5 HORIZ 48"O.C., DECK PLAN BLDG.A ® 1412 W.Idaho Street ry T� ,S INDICATES CIVIL LINTEL BELOW Boise,Idaho 83102 LL McClendon Tel:208.342.2919 S4.1.1 0 Engineering Inc Fox:208.331.4568 sHeeTs AO EDGE OF PAGE lHCE-54.LU 27 23Qa 2D =Q6Q, 28Q9QmQ1QzQ3Q4 GENERAL PLAN NOTES: 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FS S I G DRAWING PLANS.NOTIFY FB OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. T1VeTe1 Q0S1 mcom 2. FOR GENERAL STRUCTURAL NOTES SEE SHEET 1.0. m m - - m- m © ® ® - m - --®- --® - m METAL WALL PANEL: • '9'° ° 4 (2)SIDE 18 GA WALL PANEL,TYP.U.N.O. r an ° ^ ° c •. , °°. ^d ° ° x ° ex , 1 COORD W/FB DRAWINGS °° <�e •° a ° °° 4141 FLOOR PLAN 4 � �. I NOTES: 4 - ♦. a - - 4 - 4°.: INDICATES 4C x 2Nz x 14 ° GA METAL ° • d •° e • •4 4/ STUD WALL-COORD W/FB •N ° a e ,x• x° ° x x° . x, ♦ x °N #'• DRAWINGS C.Me ,+ +e w n a ° a ° ° e• a w -n ° 4° 4 �s ) INDICATES S STEEL COLUMN- COORDW/FB TO DECK SW �p ° 4 •�' I U BEAM AND BEAM TO COLUMN .d ° ew' .. ,, e eA q, a SPAN 4° e4 e� - ° A:. ° I CONNNECTIONS PER 687/53.2 d � a R CON° w w - e CRETE FLOOR DECK:3"DEEP w � r ) f ° ° • � ° - ° ed w - Wr �.. � ZO GA TYPE YY3 FORMLOK'METAL �Org�p4>i Kh qr° ° 4�.^ ° ^ • °4° „ I DECK W/2"DEEP NORMAL WEIGHT )ONAL CONCRETE(5"TOTAL DEPTH)W/ 4• - ° ° n n - ' w �. ° , Ala ° x, ��g ) 6x6-W2.9xW2.9 WWR SET AT FxPiRES. / MID-DEPTH OF MINIMUM SLAB ♦a,a, .$ • ^ w a °°°P ° ^ °- THICKNESS.3 SPAN CONDITION. #4B RDNG • 1 ���\ PROVIDE(4)#12 HH TEK SCREWS a♦• 4. ' PER PANEL @#12 HH TEK SCREWS @12"O.C.EA SUPPORT.SHORING IS N e•4 ° ^ ^ d NOT REQUIRED. n e 4 e d^° a PER A4RCN ° e e 0� e, ^a w ° INDICATES 8"CMU WALL WI#5 VERT 4 ° 4 ° BAR ' �/ Q 32"O.C.AND#5 HORIZ 48"O.C., r- 4'41"LONG TYP,U.N.O. m E qaX° 4.N eN e 1 e x • x° • 1 ��—�`S INDICATES CMU LINTEL BELOW Q e 01 N d# ♦ • 4 q d • 4 P Re • N° a °p °�}✓'e U m'x4 Gs v e e e LL °e 1`rn e e / - ♦ - w aB Y e Y G e ♦ G 9. ^ g � � 0 R x x4 h �0W III} 4• a4. . rq v 4 •// • / U N -4.ee. °.5� v {d � O O N dD Q� N � L x N Q m U z FLA Second F/oor Derck P/ar w � o G NORTH Bu/ldmg 'A" SCALE:)6,°1'-0' p U Rf—cay D—Sm No1o, KEY PLAN: BUILDING"A" JOB q: F6G'8268 JOB 1: McE 1068.16 r5HEET: 9-ms-I6 rmit r� E WOORLa12 w.Idaho St eetLDG.A Suite 240McClendon Boise,Idaho 83702Tel:20S.342.2919OEngineering Inc FGx:2O8.331.4568SHEET5 EDGE OF PAGE!i'iCE-a41] 21 ft C Io o2 o3 o4 o6 o6 oT OB o9 1o0 IoI 1o2 1o3 1o4 1o5 Io6 IoT 1o8 Io9 Tom w f I I I I I I I I I I I I I I I I I I I I � � d aE E 1 ° 4 a rivercitydesig com a e a a °° • .. °e c. °° ° _ a ° ° . a • as ° - c° wa ° ae a ,d • °y, ° nw ° ^ ° _ a. - •d . ~ a14 d .° Yn ^ • a ^. ..w • d • aw ae _ .d . a° , qe •pa • °, , a a• d d aw 9PAN ^a °• • ° ^ • •° a� ..d° r ° _° Ld ° 8 _ a ,d 'M ° ° 4. - ' n a a a y g • A s d w • .� w ° s a ° " w • ° "� 43327 4 ° d w QRF0f97i1� k a • s n - • JJ'' a .a .. to n • ' ° • a e . °aa., • • ° ° ° , •a. - /ONALENO' °°• -`°° °�a ten. a n �• a a .a • w° <. ° e ^ ° n . °•a ° a aw°a O.SLABH E as ER , ad ° , d ° m .d ° n I e a a n • a 4 a ae °a ° ° u . ° ° ° a .8 r• °A ° °4. �, ° , �, °• 4 ., a a ° e ,n °c • • #4,BARx 4p-0' • .n $3.2 ..e '. dl e , ,a n.° °. • d a ;a LONG. 4x4 L4)'-O' NI9 Bm E BAR ; ° • e d 'd / °-• • °ELI:°. • `gym ° •°d any a a• ,e• a " , .a e °• - a, ° e d •S3.2 °n_ _J O ° p, Y °/.•\ a a ,R+u. ° .P• °n ° w °°-a °Y n° aar EpJ_ a•' a s a ay; - J� U aY L °r . .. °° r ° °1, ° ae ea A ° _ W .n a° •d dya •a aaa n• °� ,d a° 1 a, n a•^ d a. a ° 9 as m .^ , ° • e ° t - a . ° Q a e u a a a + a •d u 4]a V'e ° ° 8 • a a G.a •.0 a° .. 4 4.a t •4' .. x •� Z Q � L OT N Q PLAN 7-hird door Deck Plan Z NORTH 6u/ld/ng'A" SCALE:Ya'•I'-0' W O m � p � Q W n O p 1) GENERAL PLAN NOTES: FLOOR PLAN NOTES: Rr—CI`y°^°'e^N"t° 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FB DRAWING PLANS.NOTIFY INDICATES 4C x 2 z x 16 GA METAL FB OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. STUD WALL-COORD W/FB DRAWINGS 2. FOR GENERAL STRUCTURAL NOTES SEE SHEET 1.0. INDICATES HSS STEEL COLUMN- ❑ COORD W/FB DRAWINGS.BEAM TO METAL WALL PANEL: BEAM AND BEAM TO COLUMN CONNNECTIONS PER 6&7/S3.2 (1)SIDE 26 GA WALL PANEL,TYP.U.N.O. CONCRETE FLOOR DECK:3"DEEPx KEY PLAN: BUILDING "Aw COORD W/FB DRAWINGS 20 GA TYPE'W3 FORMLOIC METAL O(2)SIDE 26 GA WALL PANEL, DECK W/2"DEEP NORMAL WEIGHT COORD W/FB DRAWINGS CONCRETE(5"TOTAL DEPTH)W/ WR SET 6x6-W2.9xW2.9 W AT MID-DEPTH OF MINIMUM SLAB JOB•: FBC%26 THICKNESS.3 SPAN CONDITION. JOB•: ME"10' 16 PROVIDE(4)#12 HH TEK SCREWS PER PANEL @#12 HH TEK SCREWS @12"O.C.EA SUPPORT.SHORING IS ISSUE DATE: 09-08-6 0/ NOT REQUIRED. ISSUE: For Permit 1W INDICATES B"CMU WALL W/#5 VERT OMJ SHEET: n �32'O.C.AND#S HORIZ�48"O.C., THIRD FLOOR LL TYP,U.N.O. 1412 W.Idaho street DECK PLAN BLDG.A Suite 240 ry INDICATES CMU LINTEL BELOW McClendon Bolle,Idaho 83702 S4.2.1 LL Tel:208.342.2919 Engineering In Fox:208.331.4568 OF SHEET5 0 AO FEDGE OF PAGE(MCE-542.1) GENERAL PLAN NOTES: `Ir IY `IT IY 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FB F G DRAWING PLANS.NOTIFY FB OR ENGINEER IMMEDIATELY IF T T1VeTCl gdesi I n.com ANY DISCREPANCIES ARE FOUND. 2. FOR GENERAL STRUCTURAL NOTES SEE SHEET 1.0. METAL WALL PANEL: • - • •,,° 4' ' $ 4 • d (1)SIDE 26 GA WALL PANEL,TYP.U.N.O. .4 . ° ° d� 4 •.• COORD W/FB DRAWINGS s4 • d• 4 d ��b ) O (2)SIDE 26 GA WALL PANEL, ° • 4 ° ^_ ° • ° _ °• " ' ° • • ° ^ ° ��e ° U 1 COORD W/FB DRAWINGS 4 °4 .w e d FLOOR PLAN NOTES: 4 4 4 ° • a , 4•. -`-_---` INDICATES 4Cx2/2 x 16GA METAL • '•4 • STUD WALL-COORD W/FB C.MCA'/'„ " -°w w° •4 d DRAWINGS w,1;fq'..G' • • ° ° d ° ° ° " " 1^ °• INDICATES HSS STEEL COLUMN- • °+./•° • DEQK a ° • 4° ° 4 4aw j0 COORD W/FB DRAWINGS.BEAM TO SCAN 4 4° BEAM AND BEAM TO COLUMN ^4 4 • n CONNNECTIONS PER 687/83.2 4i1,7 / • a. ° p faf��V wk 4• Y4 • ° • " • a+ " •.P • ° U CONCRETE FLOOR DECK:3"DEEP xIONALbNC' �/w./ e ° °4 °a 20 GA TYPE'W3 FORMLOK'METAL W-9 4 • d /4'° DECKW/2"DEEP NORMAL WEIGHT ° 4.•' ° •d • a °.°. • • �g\� CONCRETE O6x6 9 NCRTE(5-TOTAL DEPTH) EPET TH)W/ EXPIRES: / 4 w ° m'• ° \./ MID-DEPTH OF MINIMUM SLAB 4 •4 • 4 ^ • 4 d° 4 THICKNESS.3 SPAN CONDITION. #4 BAR• 4 A• • °8. • PROVIDE(4)#12 HH TEK SCREWS ° dx4'-%LON� PER PANEL Q#12 HH TEK SCREWS�°m ^ ^ • ° ^ + h 12"O.C.EA SUPPORT.SHORING IS 4 ° 4 4° • 4 ° ,w T.O.LAB +d w 4 4 a NOT REQUIRED. • • 4 •° - e PER ARCH ° ° 4 •° a ^, \ Ln94 61 d • ° • ° • 4 w ^ 4 "#4 BAR ° 4 • ° ° °4 x,4-0"LONG (0 K1 qj w 4 a '4 w,4 • a, ° °w •4° °4° mµ 91 4 4 4 8 a. p .4 .°4• 4 QED rev - I ,d 4 • d • � IL 4 VI 4.' O � m • � a Q � lu — N Q � U d z m tL � uuO PLAN Thirdl®®r D�c� �lar� w � O o u NORTF4 Build/ry 'A" SGALE:Ya'=I'-m' w�. cloy D"re'"t". L 3 KEY PLAN: BUILDING "A" JOB": FBC"8265 JOB" McE 1065.16 ISSUE DATE: M-05-I6 ISSUE: For Permit E SHEET: ^ MC THIRD FLOOR LL oV 1412 W.Idaho Street DECK PLAN BLDG.A Suite 240 ry McClendon Te 20.34.2919e,Idaho S4.2.2 LL Tal:208.342.2919 Q Engineering Inc Fax:208.331.4W SHEETS GENERAL NOTES: B.DESIGN LOADS: 2.COORDINATE CONCRETE SURFACE FINISHING WITH ARCHITECTURAL FINISH POST INSTALLED ANCHORS IN CONCRETE: ABBREVIATIONS 1.ROOF: MATERIALS. a. SNOW LOAD=25 PSF 3.REPAIR OR REPLACE DEFECTIVE CONCRETE AS DIRECTED BY THE ARCHITECT, A.POST INSTALLED EXPANSION ANCHORS SHALL BE PREAPPROVED A LLH LONG LEG HORIZONTAL A.CONSTRUCTION DOCUMENTS: ' A.B. ANCHOR BOLT LLV LONG LEG VERTICAL OR TESTING AGENCY. 1.THE CONTRACTOR SHALL REVIEW THE APPROVED CONSTRUCTION DOCUMENTS b. LIVE LOAD=20 PSF ENGINEER, 8Y THE STRUCTURAL ENGINEER PRIOR 70 CONSTRUCTION UNLESS 4.COORDINATE ALL JOINT SPACING,LAYOUT,FILLER AND SEALANTS. ADD'L ADDITIONAL LVL LAMINATED VENEER LUMBER AND NOTIFY THE ENGINEER OF ANY ERRORS OR DISCREPANCIES PRIOR TO THE c. DEAD LOAD=7 PSF SPECIFICALLY DETAILED ON THE DRAWINGS. ALT ALTERNATE M START OF CONSTRUCTION. 2.FLOOR-LIVE LOADS 5.COORDINATE WITH ARCHITECTURAL ANY FINISH SURFACES THAT REQUIRE B.HOLES MUST BE DRILLED AND CLEANED PER MANUFACTURERS APPROX APPROXIMATE MANUF MANUFACTURER a. STORAGE LIGHT-125 PSF MOCK-UPS AND ACCEPTANCE PRIOR TO CONSTRUCTION. 2.THE CONTRACTOR SHALL FURNISH AND INSTALL EVERYTHING REQUIRED TO ARCH. ARCHITECT MAX MAXIMUM (LIGHT)- INSTRUCTIONS.ANCHORS MUST BE INSTALLED AND SPECIAL INSPECTED PER PROVIDE A COMPLETE STRUCTURE AS SHOWN HEREIN.IF THERE IS AN 6.COORDINATE WITH REQUIRED INSPECTORS,SPECIAL INSPECTORS,AND ARCH'L ARCHITECTURAL MIN MINIMUM b. CORRIDORS=100 PSF MANUFACTURER'S INSTRUCTIONS. OMISSION ON THE PLANS,SUCH OMISSION SHALL NOT BE CONSTRUED TO MEAN - STRUCTURAL OBSERVERS FOR FIELD QUALITY CONTROL ITEMS AND SCHEDULE B MISC MISCELLANEOUS - THAT THE CONTRACTOR IS NOT REQUIRED TO FURNISH OR PROVIDE c. STAIRS=100 PSF ",, NOTIFICATIONS IN A TIMELY FASHION. C.UNDER NO CIRCUMSTANCES WILL AN EXPANSION BOLT SYSTEM BE APPROVED EVERYTHING THAT IS NECESSARY TO COMPLETE THE PROJECT TO THE MINIMUM C.IBC SEISMIC DESIGN: l G.DEFINITIONS: WITHOUT A CURRENT ICC ES REPORT THAT MEETS THE REQUIREMENTS OF THE B BOTTOM N REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE AND ALL OTHER 1. SEISMIC DESIGN CATEGORY:E 1. PERFORMANCE DESIGN-A SET OF INSTRUCTIONS THAT OUTLINES THE GOVERNING JURISDICTION AND IS IN ACCORDANCE WITH ACi 318 APPENDIX D AB BLDG. BUILDING NO. NUMBER SPECIFICATIONS,CODES AND STANDARDS NOTED ON THE APPROVED ADOPTED BY THE IBC. BM BEAM N.T.S. NOT TO SCALE 2.IMPORTANCE FACTOR IE=1.0 FUNCTIONAL REQUIREMENTS FOR HARDENED CONCRETE DEPENDING ON THE 80T BOTTOM CONSTRUCTION DOCUMENTS. APPLICATION.PERFORMANCE DESIGN DOES NOT INCLUDE REQUIREMENTS FOR D 3.THE CONTRACTOR SHALL NOTIFY THE OWNER IMMEDIATELY IF ANY 3.SOIL SITE CLASS:D MEANS AND METHODS AND DOES NOT PROVIDE LIMITATIONS ON THE SPECIAL INSPECTION PROGRAM: BRG. BEARING O.C. ON CENTER UNIDENTIFIED EXISTING UNDERGROUND UTILITIES ARE DISCOVERED.THE `4.SEISMIC COEFFICIENTS: INGREDIENTS OR PROPORTIONS OF THE CONCRETE MIXTURE.SUBMITTALS FOR C O.H. OPPOSITE HAND ENGINEER IS NOT RESPONSIBLE FOR THE LOCATIONS OF EXISTING S�=0.761 j PERFORMANCE DESIGN WOULD NOT BE A DETAILS LIST OF MIXTURE A.THE OWNER SHALL EMPLOY AN APPROVED AGENCY FOR SPECIAL INSPECTION C CHANNEL OPNG OPENING UNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE DRAWINGS. INGREDIENTS BUT RATHER A CERTIFICATION THAT THE MIX WILL MEET THE CL CENTER LINE OPP OPPOSITE �i=0.437 SERVICES TO PERFORM SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 4.THE APPROVED STRUCTURAL DRAWINGS ARE PART OF THE OVERALL 5.RESPONSE MODIFICATION:R=4 SPECIFICATION REQUIREMENTS,INCLUDING PRE-QUALIFICATION TEST RESULTS. OF THE IBC. CMU CEILING OSS ORIENTED STRAND BOARD CONSTRUCTION DOCUMENT SET AND SHALL BE REFERENCED IN CONJUNCTION 2.DURABILITY DESIGN-DURABILITY IS THE ABILITY OF CONCRETE TO RESIST B.AN APPROVED AGENCY SHALL BE AN ESTABLISHED AND RECOGNIZED AGENCY CMU CONCRETE MASONRY UNITS OWSJ OPEN WEB STEEL JOIST WITH OTHER APPROVED CONSTRUCTION DOCUMENTS INCLUDING,BUT NOT SEISMIC FORCE RESISTING SYSTEM:LIGHT FRAMED WALLS W/STEEL WEATHERING ACTION,CHEMICAL ATTACK,AND ABRASION WHILE MAINTAINING COM .COMMON LIMITED TO,CIVIL,ARCHITECTURAL,MECHANICAL,ELECTRICAL,LANDSCAPE STRAPS REGULARLY ENGAGED IN CONDUCTING TESTS OR FURNISHING INSPECTION P IT'S DESIRED ENGINEERING PROPERTIES. SERVICES. CONC. CONCRETE- PERP PERPENDICULAR AND GEOTECHNICAL DOCUMENTS. 6.DESIGN BASE SHEAR: 3.STRENGTH DESIGN-BASED ON THE ULTIMATE COMPRESSIVE STRENGTH OF THE COND. CONDITION C.A SPECIAL INSPECTOR SHALL A QUALIFIED PERSON WHO SHALL SHOW CONN. CONNECTION PL PLATE a. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:HORIZONTAL AND V=0.136W CONCRETE NEEDED TO RESIST THE CALCULATED DESIGN LOADS.ANY COMPETENCE TO THE SATISFACC TION OF THE BUILDING OFFICIAL FOR THE PLY PLYWOOD VERTICAL DIMENSIONS NOT SHOWN ON THE STRUCTURAL PLANS.SIZE 7,ANALYSIS PROCEDURE:EQUIV.LATERAL FORCE ADDITIONAL STRENGTH THAT MAY BE PRESENT DUE TO STEEL REINFORCING IS INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION COORD. COORDINATE PSL PARALLEL STRAND LUMBER AND LOCATIONS OF DOOR AND WINDOW OPENINGS.SIZE AND NOT PERMITTED TO BE INCLUDED IN THE CONCRETE STRENGTH DESIGN. REQUIRING SPECIAL INSPECTION A SPECIAL INSPECTOR SHALL ALSO PSI POUNDS PER SQUARE INCH LOCATIONS OF ROOF AND FLOOR OPENINGS.SIZE AND LOCATIONS OF D.IBC WIND LOAD: . INTERIOR NON-BEARING AND NON STRUCTURAL WALLS.CEILING DEMONSTRATE A THOROUGH WORKING KNOWLEDGE OF CHAPTER 17 OF THE IBC DIET DETAIL P.T. PRESSURE TREATED �. 1. WIND SPEED=110 MPH AND CBC AS SUMMARIZED BELOW.IF THERE I3 ANY OMISSION ON THE SUMMARIZED D.F. DOUGLAS FIR ASSEMBLIES;WALL,FLOOR AND ROOF FINISHES;AND HANDRAILS. 2.EXPOSURE=C MASONRY: LIST BELOW,SUCH OMISSION SHALL NOT BE CONSTRUED TO MEAN THAT THE D.F.L. DOUGLAS FIR-LARCH R p' b. SEE MECHANICAL,PLUMBING,AND ELECTRICAL DRAWINGS FOR THE 3.ANALYSIS METHOD=SIMPLE DIAPHRAGM SPECIAL INSPECTOR IS NOT REQUIRED TO INSPECT EVERYTHING THAT IS DIAG DIAGONAL REF REFERENCE REINF REINFORCEMENT FOLLOWING:SIZE AND LOCATION OF PIPES,SLEEVES,AND DUCT 4.DESIGN BASE PRESSURE A.REFERENCE STANDARDS: NECESSARY TO MEET THE MINIMUM REQUIREMENTS OF THE IBC AND CBC DIAM DIAMETER READ REQUIRED qqq PENETRATIONS.EQUIPMENT SIXES AND LOCATION.EQUIPMENT CURBS 1.ACI 530-SPECIFICATION FOR MASONRY STRUCTURES D.SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS.THE SPECIAL DIMS DIMENSION AND MOUNTING BRACKETS OR ANCHORS. P-17.0 PSF REV REVISION , { B.SUBMITTALS: INSPECTOR SHALL SUBMIT INSPECTION REPORTS TO THE BUILDING OFFICIAL AND DWG DRAWING ��� c. SEE CIVIL,GEOTECHNICAL,OR LANDSCAPE DRAWINGS AND REPORTS THE ENGINEER IN ATIMELY FASHION. S FOR THE FOLLOWING:SITE TOPOGRAPHY,EXCAVATION AND FOUNDATIONS: 1.SUPPLY PRODUCT DATA FOR PROPRIETARY MATERIALS AND ITEMS INCLUDING E SCHEID SCHEDULE COMPACTION REQUIREMENTS,FINISH GRADE SLOPE AND DRAINAGE, REINFORCEMENT AND FORMING ACCESSORIES,ADMIXTURES,PATCHING E.SPECIAL INSPECTION REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONE (E) EXISTING COMPOUNDS,JOINT SYSTEMS,CURING COMPOUNDS AND OTHERS. IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.DISCREPANCIES EA. EACH Sim SHEATHING AND SITE ELEVATION. A.MAXIMUM ALLOWABLE FOUNDATION SOIL BEARING PRESSURE: SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR E.J. EXPANSION JOINT SIM SIMILAR .; 5.THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE.THEY DO 2.SHOP DRAWINGS FOR TYPICAL MASONRY WALL REINFORCEMENT DETAILING, CORRECTION.IF THE DISCREPANCIES ARE NOT CORRECTED,THE DISCREPANCIES SK SKETCH - P 1. 2000 PSF(DEAD+LIVE LOAD) FABRICATING,BENDING,AND PLACING SHALL COMPLY WITH THE LATEST E.N. ELEVATION , .'; NOT INDICATE THE METHOD E CONSTRUCTION.THE CONTRACTOR SHALL SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE BUILDING OFFICIAL AND S.O.G. SLAB ON GRADE ___ PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING 2.2660 PSF(GRAVITY+LATERAL LOAD) EDITION OF THE ACI 315,MANUAL OF STANDARD PRACTICE FOR DETAILING THE ENGINEER. E.N. EDGE NAIL SPECS SPECIFICATIONS CONSTRUCTION.SUCH MEASURES SHALL INCLUDE,BUT ARE NOT LIMITED TO, REINFORCED CONCRETE STRUCTURES. EQ EQUAL B.THE BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 241NCHE5 MINIMUM BELOW STAG STAGGERED BRACING AND/OR SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, 3.SHOP DRAWINGS FOR MASONRY WALL OPENING AND CORNER BAR SCHEDULES, EQUIP EQUIPMENT ADJACENT FINISHED GRADE. STD STANDARD �q ETC.CONTRACTOR AT HISIHER OWN EXPENSE SHALL ENGAGE PROPERLY STIRRUP SPACING,BENT BAR DIAGRAMS,AND ARRANGEMENT OF MASONRY SPECIAL INSPECTION: EXIST EXISTING STRUCT STRUCTURAL 0 QUALIFIED PERSONS TO DESIGN BRACING,SHORING,ETC.OBSERVATION VISITS C.THE INTERIOR FOOTINGS SHALL BE 12 INCHES MINIMUM BELOW FINISH FLOOR,U.N.O. REINFORCEMENT SHALL BE SHOWN. F r<v TO THE SITE BY THE ENGINEER SHALL NOT INCLUDE OBSERVATION OF THE D.STRUCTURAL BACKFILL SHALL BE COMPACTED TO 95 PERCENT OF THE MAXIMUM T_ nl 0 C.MORTAR AND GROUT: A.SPECIAL INSPECTION AS HEREIN REQUIRED OF THE FOLLOWING MATERIALS, FDN FOUNDATION w r ABOVE NOTED ITEMS DENSITY AS DETERMINED BY ASTM D1557.BRACE WALLS AND PIERS AS REQUIRED T.A.S. THREADED ANCHOR STUD 6.UNDER NO CIRCUMSTANCES CAN STRUCTURAL COMPONENTS BE DURING BACKFILLING OPERATIONS. 1. WALLS SHALL BE: : .INSTALLATION,FABRICATION,ERECTION OR PLACEMENT OF COMPONENTS AND FIN FINISH T&G TONGUE AND GROOVE O CONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH FUR .FLOOR E.PRIOR TO CONSTRUCTION,CONTRACTOR SHALL COORDINATE THE CONSTRUCTION a. PARTIAL GROUTED-GROUT ALL REINFORCED CELLS T&B TOP AND BOTTOM E SUBSTITUTED,OMITTED,OR ALTERED FROM THE APPROVED SET OF APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. FRMG FRAMING W V DOCUMENTS.ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE 2.MORTAR: THRU THROUGH ,n n) 0 CONSTRUCTION DOCUMENTS WITHOUT WRITTEN APPROVAL FROM THE B.STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER OF FTG FOOTING 0.. ENGINEER. ATTENTION OF THE STRUCTURAL ENGINEER. a. ASTM C270M FOR JOB MIXED MORTAR TO TRUS JOIST WOIST p RECORD DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE SPECIAL F.V. FIELD VERIFY � B.DIMENSIONS AND NOTATIONS: F.DEFINITIONS: b. ASTM C1142 FOR READY MIXED MORTAR TO TOP OF 81 ti i57 INSPECTION REQUIRED BY SECTION 109,1704,OR OTHER SECTIONS OF THE G TRANSV TRANSVERSE 1. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS. 1. STRUCTURAL WALLS-ANY LOAD BEARING WALL,SHEAR WALL,AND ANY WALL c. TYPES,COMPRESSIVE STRENGTH=2000 PSI INTERNATIONAL BUILDING CODE. GA GAUGE TYP TYPICAL 0 v 0 DO NOT SCALE DRAWINGS. THAT REQUIRES A FOOTING. 3.GROUT: C THE SPECIAL INSPECTION STATEMENT ON THIS SHEET LISTS THE ITEMS THAT GALV GALVANIZE U '5 2.ABBREVIATIONS USED ON THE APPROVED CONSTRUCTION DOCUMENTS SHALL a. ASTM C476,28-DAY COMPRESSIVE STRENGTH=2000 PSI REQUIRE SPECIAL INSPECTION AND VERIFICATION,THE CODE SECTION-REFERENCE GLB GLU-LAM BEAM UNO UNLESS OTHERWISE NOTED 11 BE CONSIDERED TYPICAL ABBREVIATIONS FOR THE INDUSTRY.THE CONCRETE: FOR ADDITIONAL INFORMATION,AND THE REQUIRED FREQUENCY OF INSPECTION. GYP GYPSUM BOARD i0 CONTRACTOR SHALL BE RESPONSIBLE TO NOTIFY THE ENGINEER IMMEDIATELY b. MAXIMUM GROUT LIFT WITHOUT CLEANOU7S:60" V 4 OF ANY ABBREVIATIONS THAT ARE UNKNOWN TO THE CONTRACTOR. 4.GROUT SHALL BE A WORKABLE MIXTURE SUITABLE FOR PUMPING WITHOUT _ H V.I.F. VERIFY IN FIELD -0 0, 0 C.TYPICAL NOTES AND DETAILS .. A.REFERENCE STANDARDS: SEGREGATION AND SHALL BE THOROUGHLY MIXED. SPECIAL INSPECTION STATEMENT: H.A.S. HEADED ANCHOR STUD VERT VERTICAL 1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST EDITION OF ACI 301 5.GROUT SHALL BE CONSOLIDATED BY PUDDLING OR MECHANICAL VIBRATION H.D. HOLD DOWN m N U 1. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER STANDARD DURING PLACING AND SHALL BE RECONSOLIDATED AFTER EXCESS MOISTURE A. TO BE USED IN CONJUNCTION WITH CHAPTER 17 OF THE 20151BC HOR HEADER W WIDE FLANGE 9 TYPICAL NOTES AND DETAILS. 2.ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE HORIZ HORIZONTAL HAS BEEN ABSORBED,BUT BEFORE WORKABILITY IS LOST. 2.STANDARD TYPICAL NOTES AND DETAILS ARE TO BE USED WHEN REFERRED TO 3.CONCRETE MIX DESIGN SHALL BE ESTABLISHED IN ACCORDANCE WITH WD WOOD OR WHEN NO OTHER MORE RESTRICTIVE OR DIFFERENT DETAILS ARE SHOWN 6.GROUTING OF ANY WALL SHALL BE COMPLETED IN ONE DAY WITH NO I CHAPTER 50F ACI 318 IN ....INCHES W.P. WORK POINT UU E ON THE DRAWINGS. 4.USE LATEST EDITION OF ACI 308R WHEN CONCRETING DURING COLD WEATHER INTERRUPTIONS OF MORE THAN ONE HOUR. SPECIAL CASES: 1704.15 WT WEIGHT Y LU 3.WORK NOT PARTICULARLY SHOWN OR SPECIFIED SHALL BE THE SAME AS B.SUBMITTALS: D.REINFORCEMENT AND ANCHORAGE: INSPECTION OF MECHANICAL ANCHORS IN CONCRETE: L W WF WELDED WIRE FABRIC '6 0 SIMILAR PARTS THAT ARE SHOWN OR SPECIFIED. 1. SUPPLY PRODUCT DATA FOR PROPRIETARY MATERIALS AND ITEMS,INCLUDING 1. WALL REINFORCEMENT. REQUIRED VERIFICATION&INSPECTION FREQUENCY LB POUND W WR WELDED WIRE REINFORCEMENT D.SHOP DRAWINGS: REINFORCEMENT AND FORMING ACCESSORIES,ADMIXTURES,PATCHING a. ASTM A615,DEFORMED,GRADE 60. 1.THE SPECIAL INSPECTOR MUST BE ON THE JOB 1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER IN A COMPOUNDS,JOINT SYSTEMS,CURING COMPOUNDS AND OTHERS. b. F.=24,000 PSI SITE CONTINUOUSLY DURING ANCHOR ,d TIMELY FASHION PRIOR TO FABRICATION AND CONSTRUCTION,UNLESS 2.SHOP DRAWINGS FOR REINFORCEMENT DETAILING,FABRICATING,FOR c. MINIMUM REINFORCEMENT LAP=48 BAR DIAMETERS,U.N.O. INSTALLATION TO VERIFY ANCHOR TYPE,ANCHOR m _ OTHERWISE STATED,A MINIMUM OF 5 WORKING DAYS AFTER RECEIPT OF SHOP BENDING,AND PLACING OF CONCRETE REINFORCEMENT SHALL COMPLY WITH 2.ALL REINFORCING SHALL BE PLACED PRIOR TO GROUTING. DIMENSIONS,CONCRETE TYPE,CONCRETE CONTINUOUS DRAWINGS SHALL BE CONSIDERED AN ACCEPTABLE TIME PERIOD FOR THE ACI 315,MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED INTEGRITY,HOLE DIMENSIONS,HOLE CLEANING STRUCTURAL ENGINEER REVIEW PROCESS. CONCRETE STRUCTURES.BAR SCHEDULES,STIRRUP SPACING,BENT BAR 3.VERTICAL BARS SHALL BE HELD IN POSITION AT THEIR TOP AND BOTTOM AND AT PROCEDURES,ANCHOR SPACING,EDGE ANCHOR CONCRETE THICKNESS, , 2.A MINIMUM OF(2)HARD COPY SETS SHALL BE SUBMITTED TO THE STRUCTURAL DIAGRAMS,AND ARRANGEMENT OF CONCRETE REINFORCEMENT SHALL BE INTERVALS OF NOT MORE THAN 200 BAR DIAMETERS. � ENGINEER FOR REVIEW.THE STRUCTURAL ENGINEER WILL MAINTAIN(1)SET SHOWN.INCLUDE SPECIAL REINFORCING REQUIRED FOR OPENINGS THROUGH a. NO"STABBING-IN"OF REINFORCING IS PERMITTED AFTER GROUT HAS EMBEDMENT AND TIGHTENING TORQUE. w Q) FOR REFERENCE PURPOSES.THE CONTRACTOR SHALL MAINTAIN(1)SET AT THE CONCRETE STRUCTURES. BEEN PLACED. 2.VERIFICATION OF CONCRETE STRENGTH BY O 4.TYPICAL VERTICAL REINFORCEMENT,U.N.O OBTAINING AND TESTING DRILLED CORES BY ASTM ONE TIME z -JOB SITE DURING THE DURATION OF CONSTRUCTION. C.FORMWORK AND FINISHES: - C42 METHODS N 3.CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TO 1.FORMWORK:DESIGN,ERECT,SUPPORT,BRACE AND MAINTAIN FORMWORK TO a. 81NCH CMU WALLS: I SUBMISSION TO THE STRUCTURAL ENGINEER.CONTRACTOR SHALL REVIEW FOR SUPPORT VERTICAL,LATERAL,STATIC AND DYNAMIC LOADS THAT MIGHT BE • (1)#5 @ 32"-FULL HEIGHT AT ALL WALLS,UNO COMPLETENESS AND COMPLIANCE WITH CONTRACT DOCUMENTS. APPLIED UNTIL STRUCTURE CAN SUPPORT SUCH LOADS. . (2)#5 @ EACH END OF EACH WALL 4.SHOP DRAWINGS ARE NOT A PART OF THE CONSTRUCTION DOCUMENTS.THE 2.FINAL SLAB SURFACES SHALL RECEIVE A MACHINED STEEL TROWEL FINISH. • (2)#5 @ EACH SIDE OF EACH WALL OPENING JAMB(CONT.FROM STRUCTURAL ENGINEER REVIEW DOES NOT GIVE PERMISSION TO DEVIATE 3.ANY PROJECTING CORNERS OF COLUMNS,BEAMS,WALLS,PEDESTALS,ETC FOOTING TO TOP OF WALL,LAP WALL REINFORCING WITH FOOTING m FROM THE APPROVED CONSTRUCTION DOCUMENTS.WHERE THE SHOP SHALL BE FORMED WITH A 314 INCH CHAMFER. DOWEL AS REQUIRED)U.N.O. " p DRAWINGS AND THE CONSTRUCTION DOCUMENTS DIFFER,THE MORE STRICT +' OF THE TWO SHALL GOVERN UNLESS WRITTEN APPROVAL FROM THE 4.DRY PACK,OR USE NON-SHRINK GROUT,UNDER BASE PLATES,BEARING 5.TYPICAL HORIZONTAL REINFORCEMENT,U.N.O (O N STRUCTURAL ENGINEER PERMITS OTHERWISE. PLATES,OR SILL PLATES AS REQUIRED FOR A LEVEL AND UNIFORM BEARING a. 8 INCH CMU WALLS: Q <,� g SURFACE.MINIMUM GROUT STRENGTH SHALL BE Pc=7000 PSI,U.N.O. cD U E.INSPECTIONS,SPECIAL INSPECTIONS,AND SITE VISITS(STRUCTURAL • (1)#5 @ 48"O.C.-MAXIMUM,UNO r0 OBSERVATIONS): 5.SEPARATE SLABS-ON-GRADE FROM VERTICAL SURFACES WITH JOINT FILLER. . (2)#5 @ ROOF DIAPHRAGM LEVEL(OR TOP COURSE) S7 "D _ 1.INSPECTIONS BY THE BUILDING OFFICIAL ARE REQUIRED FOR CONSTRUCTION D.MIX DESIGN,STRENGTH,AND ADMIXTURES: . (2)#5 @ FLOOR DIAPHRAGM LEVEL(S) WORK FOR WHICH A PERMIT IS REQUIRED PER SECTION 1D9 OF THE IBC. 1. 28-DAY COMPRESSIVE STRENGTHS(Pc): SHEET INDEX • (1)#5 TOP&BOTTOM @ EA WALL OPENING(EXTEND REINFORCING 24" o w r- CONTRACTOR IS REQUIRED TO COORDINATE AND SCHEDULE ALL REQUIRED a. FOUNDATIONS=3000 PSI a BEYOND EACH SIDE OF OPENING,U.N.O.) INSPECTIONS WITH THE BUILDING OFFICIAL.INSPECTIONS PRESUMING 70 GIVE S1.0 GENERAL STRUCTURAL NOTES V b. SLABS-ON-GRADE=4000 PSI • PROVIDE 1 #5 HORIZONTAL CORNER BAR AT ALL WALL CORNERS AT AUTHORITY 7O VIOLATE IS CANCEL PROVISIONS OF THE IBC OR OF OTHER O �`� ORDINANCES OF THE JURISDICTION SHALL NOT 8E VALID. c. CONCRETE ON METAL DECK=4000 PSI ALL BOND BEAM LEVELS.LAP CORNER BARS WITH TYPICAL L 2.SPECIAL INSPECTIONS ARE IN ADDITION TO,AND DO NOT REPLACE,THE d. SPECIAL INSPECTION IS NOT REQ'D HORIZONTAL REINFORCEMENT,AND DEVELOP 48 BAR DIAMETERS IN S2.1.1 FOUNDATION PLAN V INSPECTIONS BY THE BUILDING OFFICIAL PER CHAPTER 17 OF THE IBC.SPECIAL 2.CEMENT II OR 1/II PER ASTM C-150 BOTH DIRECTIONS FROM CORNER. N Q a INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED PERSON TO INSPECT AS 3.MAXIMUM SLUMP: E.CONCRETE MASONRY UNITS(CMU): REQUIRED ON THESE DOCUMENTS THE MATERIALS,INSTALLATION, 1. ASTM C90 S2.1.2 FOUNDATION PLAN FABRICATION,ERECTION OR PLACEMENT OF COMPONENTS AND CONNECTIONS a. PRIOR TO ADDITION OF WATER-REDUCING ADMIXTURE=4" Z 2.WALL COMPRESSIVE STRENGTH:(im)=1500 PSI REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH THE APPROVED b. WITH ADDITION OF WATER-REDUCING ADMIXTURE=10" > 3.UNIT COMPRESSIVE STRENGTH=1900 PSI 1 h- IL Z tl1 CONSTRUCTION DOCUMENTS. 4.MAXIMUM SIZE COARSE AGGREGATE:3/41NCHES(PER ASTM G33) 32.2.1 NOT USED 3.SITE VISITS OR STRUCTURAL OBSERVATIONS BY THE STRUCTURAL ENGINEER 5.APPROVED ADMIXTURES: 4.WEIGHT CLASSIFICATION:MEDIUM WEIGHT DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF INSPECTIONS OR 5.PROVIDE GRADE N,TYPE 1,MOISTURE CONTROLLED UNITS O Q a. FLYASH PER ASTM C-618 1 U H SPECIAL INSPECTIONS PER SECTION 109 AND CHAPTER 17 OF THE IBC.SITE a. 8"NOMINAL(16'k8'k8") S2.2.2 NOT USED N N 0 p VISITS ARE NOT CONTINUOUS OR DETAILED.SITE VISITS DO NOT VALIDATE b. AIR ENTRAINING PER ASTM C-260 W O c. WATER REDUCING PER ASTM C-494 7 5/8"ACTUAL(15 5/8"x7 5/8"x7 5/8") U J CONTRACTORS PERFORMANCE,MEANS,OR METHODS.SITE VISITS ARE FOR 6.LAYING CMU WALLS: S3.0 FOUNDATION DETAILS VISUAL OBSERVATION FOR GENERAL CONFORMANCE TO THE APPROVED E.REINFORCEMENT: CONSTRUCTION DOCUMENTS. 1. REINFORCEMENT FOR CONCRETE: a. BOND PATTERN:ONE-HALF RUNNING BOND F.CODE REQUIREMENTS: - b. LAY WALLS WITH 3181NCH JOINTS 1 0 REV.DATE a. ALL REINFORCING SHALL S SUPPORTED IN FORMS SPACED WITH 53.1 NOT USED 05/11/11 ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING NECESSARY ACCESSORIES AND SHALL BE SECURELY WIRED TOGETHER c. TOOL JOINTS SLIGHTLY CONCAVE CODES: '.. IN ACCORDANCE WITH THE LATEST EDITION OF THE CRSI"MANUAL OF F.COORDINATION: © REV.DATE 1. 2015 INTERNATIONAL BUILDING CODE(IBC) STANDARD PRACTICE" 1.COORDINATE COURSING PATTERNS AND TOOLED JOINTS WITH ARCHITECTURAL. S3.2 FRAMING DETAILS 05/24/11 2.ANY OTHER REGULATING AGENCIES WHICH MAY HAVE AUTHORITY OVER ANY b. DEFORMED BARS-ASTM A615,GRADE 60 2.COORDINATE LOCATIONS OF CONTROL JOINTS WITH OPENINGS,WALL PORTION OF THE WORK,INCLUDING THE STATE OF WASHINGTON. 2.MINIMUM REINFORCEMENT LAP=40 BAR DIAMETERS CORNERS,AND ARCHITECTURAL. 84.1.1 SECOND FLOOR DECK PLAN R8CB1V8d 3.SPECIFICATIONS,CODES AND STANDARDS NOTED SHALL BE OF THE LATEST 3.MINIMUM CONCRETE COVER OVER REINFORCEMENT: 3.COORDINATE MASONRY REINFORCEMENT LAPS WITH FOUNDATION APPROVED ISSUE,INCLUDING SUPPLEMENTS,UNLESS NOTED OTHERWISE. a. CONCRETE CAST AGAINST EARTH=3" REINFORCEMENT. IUUN 07 mi r, 4.CONTRACTOR SHALL BE PROPERLY REGISTERED IN THE STATE OF b. CONCRETE EXPOSED TO EARTH OR WEATHER=1 1/2" 4.COORDINATE MASONRY REINFORCEMENT ANCHORAGE WITH FLOORIROOF S4.1.2 SECOND FLOOR DECK PLAN U WASHINGTON PER WASHINGTON STATE LAW. c. CONCRETE NOT EXPOSED TO EARTH OR WEATHER=3/4" ANCHORAGE. 7 4.SLAB-ON-GRADE REINFORCEMENT SHALL BE PLACED AT THE MID-DEPTH OF THE 5.COORDINATE ANY AND ALL MOCK-UP PANELS REQUIRED PER ARCHITECTURAL. S4.2.1 THIRD FLOOR DECK PLAN n/ DESIGN CRITERIA: SLAB. LL F.COORDINATION: S4.2.2 THIRD FLOOR DECK PLAN JOB": FBG 118268 A.2015 INTERNATIONAL BUILDING CODE(IBC). 1. COORDINATE ALL UNDER-SLAB MATERIAL SUCH AS VAPOR BARRIER AND JOB x: MCE 4106$.16 N 1. RISK CATEGORY:II SUB-BASE WITH ALL CONSTRUCTION DOCUMENTS. - 2.NATURE OF OCCUPANCY:STORAGE 155UE DATE: 05-24-I1 155UE: For Construction O E 5HEET: M C GENERAL U 1412 W.Idaho Street STRUCTURAL NOTES Suite 240 ry McClendon Te15208.-'oB19' S1 "0 LL 0 Engineering Inc Fax:208.331.4568 OF -SWEETS EDGE OF PAGE IMCE-52.121 EDGE OFF I ', 2 3 4 5 i T 5 9 10 II 12 13 14 19 4 IT Ie 19 10 21 I 328'-0" 10'-v, L 10'-0" 10'-0" 10'-0" 10'-0" 1o'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-01 10'-0" 10'1• 10'-0.. 10'-0" 10'-0• 10'-0. 10'-0" 10'.0" 10'1" I ' 53.0 53.0 _ 53.0 53.0 ^ mwHk°b`de9cPq•Jr g §N§§$§y$§g§N§N$zgn§ti§"y�, � 59A33..0D -- .,i,dd1I{rIII{I(IIIII11IIIIl1IILIILIIIIIIIfrLkIY ,�„`YY".Y"YY�YY,"Y"YC"CYY"Y"."Y^l,<.^.':1:I1I FII1{ILII1ICIIILIIIIIIk1II1II111�IIrIi1IIRr11I1I1,""'.."(�^.""°.'.-.,,"":""!:'1,"�e.5 n"3.:.0�-`„^<r.".``��„rIII{II1IIIII1IIIt1IIlIIIIII1III1rI1IIIIII1rIIIIII R-®•';„""Y"YY"YY`YY"Y""Yx""YY"YuuY""""YY�''dJ1 III1{rIIrIIIIIf11IIIIfIiIIIIII1IIIIII11III1I1IIII1II.E.":,-�-,;:Q�W.-J,FF:^4-.`..C`<�°_•--i.--.`n'"<<.`51llIIIIII1Ir11IIII(rII11IIIIIIIIIIILI11IIpI�I1IIIIII1lIc,.,®,,y.:"Y"YYY`"""Yx""Y"�Y""YY""""YYYYlLL"Y""'.P,-'.tI II{II1IIIIIIIlII1II11l1IIIIII1II11III1IIIIIfl11Il1II.,''n,',',.,;tS 3.Ied...0 -:,.„. 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FOOTING WIDTH xLENGTH DEPTH REV.DATE 1. FOR ANY ADDITION DIMENSIONS NOT SHOWN,SEE MARK (W)x(L) (D) REIN FB DRAWING PLANS,NOTIFY FB OR ENGINEER MARK (W) (D) REINF. GRANULAR FILL CONSISTING OF CLEAN F1 2'8"x 2-6" 12" (3)#5 EA.WAY _w�aa-o OVER 4"OF PROPERLY COMPACTED l Z IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. DAMP SAND&%"MINUS GRAVEL,U.N.O. REV.DATE 2. STRUCTURAL WALLS ARE CONSIDERED TO BE ALL WFi 2-0" 24" #4 BARS @ 18"O.C.(V) F2 3'-U"x 3-0" 12" (3)#5 EA.WAY 05/24/11 LOAD BEARING WALLS,SHEAR WALLS AND ANY WALL #4 BARS @ 12"O.C.(H) F3 T-6"x 3-6" 12" (4)#5 EA.WAY THAT REQUIRES A FOOTING. WF2 2-0" 12" (2)#5 CONT. F4 4'-0"x 4'0" 12" (4)#5 EA.WAY #5BARS F5 4'-6"x 4'-6" (5)#5 EA.WAY ReceivedU3. FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0. ----_.. INDICATES CONCRETE SLAB CONTROL WF3 8" 24" OV) F6 V-6 x 5-6 JOINT OR CONSTRUCTION JOINT.SEE py BARS�i2 () . 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET 53.0. T 3UN0 9 1�1 o (2)#5 12" O 14 5. T.O.SLAB=TOP OF CONCRETE SLAB ELEVATION #5 @5C NOTES: C INDICATES 8"CMU WALL W/#5 VERT @ 1. WHERE COLUMN FOOTING OCCURS Q WALL FOOTING-RUN WALL 6. T.O.F.=TOP OF COLUMN FOOTING ELEVATION=99'4" � 32"O.C.AND#5 HORIZ @ 48"O.C.,TYP, FOOTING REINF.CONT.THRU COLUMN FOOTING. JOB FBC 08268 U.N.O. U.N.O. 2. ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED OR NOTES: DETAILED OTHERWISE. KEY PLAN: BUILDING "A1 JOB MGE 41068.16 (Q_Ln1• FOR ANY WALL FOOTING NOT MARKED,USE7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24" INDICATES BC x 21 x 18 GA METAL STUD FOOTINGTYPE ISSUE DATE: 05.24-I1MINIMUM BELOW ADJACENT FINISHED GRADE. WALL.COORD.W/FB DRAWINGS. 2. (H) HORIZONTAL BARS IN STEM WALL/FOOTING J COORDINATE WITH FOOTING SCHEDULE&DETAILS (V)=VERTICAL BARS IN STEM WALL/FOOTING For Constructior 8. E.O.C.=EDGE OF CONCRETE INDICATES STEEL HSS COLUMN, L) LONGITUDINAL BARS IN FOOTING Qd j 53 (T)=SHORT TRANSVERSE BARS IN FOOTING SWEET: L A 1r1 FOUNDATION 9. CONTRACTOR TO REVIEW FORGE BUILDING COORD w/FSDRAWINGS. L1 DRAWINGS PRIOR TO POURING CONCRETE. 1412 W.Idaho Street PLAN BLDG.A �•F Suite 40 10. SLAB JOINTS SHALL BE SPACED PER 1IS3.0. METAL WALL PANEL: �1 1� BoiSe?daho 83702 11. CORNER REINF.IS REQ'D PER 2/S3.0. McClendon Te1:208.342.2919 S2.1 .1 (2)SIDE 18 GA WALL PANEL,TYP.U.N.O. COORD W/FB DRAWINGS Engineering Inc Fax:208.331.4568 OF $HEFT$ FOUNDATION PLAN NOTES: i-92.1.71 EDGE OF PAGE IMCE-62.I,U 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FB DRAWING PLANS.NOTIFY FB OR ENGINEER 71 22 23 14 25 26 7T 2e 29 30 31 32 33 34 IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. 32VI' 2. STRUCTURAL WALLS ARE CONSIDERED TO BEALL 4" 10'-0" 10'-v. 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0. 10'-0" S-0" LOAD BEARING WALLS,SHEAR WALLS AND ANY WALL 12'-9" THAT REQUIRES A FOOTING. A B G 3. FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0. _ S3.0 53.0 SSA Fb �� 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S3.0. 5. T.O.SLAB=TOP OF CONCRETE SLAB ELEVATION 4a 4a Ra - Ra 4� Ra Rij Ri3 _ 6. T.O F.=TOP OF COLUMN FOOTING ELEVATION=99'-0", n --�" ----� r—I— + U N0. f "r —---� - I b 7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24" y MINIMUM BELOW ADJACENT FINISHED GRADE. I B § CO ORDINATE WITH FOOTING SCHEDULE&DETAILS _r-t-- I _ S3.0 y E.O.C.=EDGE OF CONCRETE 9. CONTRACTOR TO REVIEW FORGE BUILDING DRAWINGS PRIOR TO POURING CONCRETE. 4 11 10. SLAB JOINTS SHALL BE SPACED PER 1/83.0. 1 f I .^I H 83 ° WF7 H 0 y;4- wt atUy tir rY. CORNER REINF IS REOD PER 2IS3.. " • e ' I ' I I"I I.I I� I" I i _—�0 � 419?Oi* FOUNDATION PLAN LEGEND:r INDICATES 4"CONC SLAB ON GRADE. K3n :O s7tR4o "I. 53:0 i I r I --J n J OVER 4'OF PROPERLY COMPACTED YJONA1.TI T.0 SLAB I "I I"I I" I I + I"r,. I"I Q GRANULAR FILL CONSISTING OF CLEAN 2a(P7 DAMP SANG&/'MINUS GRAVEL:U.N.O.100,-0 Cx''Eti :Cif / 99 .:: I I i i I r.. -i :--..._, i"I :.r= , i.-"'I ..d ��"I I ....':.f__ I� �,;: I I W �,,,y I�__,-,- ,. wi " � �/b"� I �� 8 �:,•�'.• REI F RC W H .OIWcy MA TE WF4 .I,+I, I"I d �1 tip. y�--��^ § . .. IBERF100 PER ASTMC1118,TYPE1. I I I "I ^ I I I I 11 I I 1 WF4 r �: I.� - "'—"'— INDICATES CONCRETE SLAB CONTROL l L .: .......... JOINT OR CONSTRUCTION JOINT.SEE �.*-, h — 1/S3.0. o e IxI " Ixl Ix1 Ixl Ixl.,, �"I IN i ICI ICI I"I I"I COL. n § C INDICATES 8"CMU WALL W/#5 VERT 0 m m 32"O. U.N.O.C. AND#5 HORIZ @ 48"O.C.,TYP, D 0 m LAB Ixl Ixl Ix1 Ix ,Ixl Ixl Ixld "" Ixh'" ,•�xl Ixl ",L 4 k L 2Yax16GA METAL STUD �O-6 WALL.COORD.W/FB DRAWINGS. X I I ,L�' m Q)LL� 4" q g INDICATES STEEL HSS COLUMN, V COORD W/FB DRAWINGS. ry 0 L_}. p_ >01® DO ;;. WF2 METAL WALL PANEL: a co � 'AIR (2)SIDE IBGA WALL PANEL,TYP.U.N.O. `'W iJ 9 rn COORD W/FB DRAWINGS '• c WALL FOOTING SCHEDULE ro I•. I I r I"I I" i f 9 FOOTING WIDTH DEPTH �%V MARK (W) (D) REINF. r . I / WF1 2-0" 24" #4 BARS @ 18"'O.C.(V) d #4 BARS @ 12"O.C.(H) O 0 " WF2 2,-0" 12" (2)#5 CONT. '� 'n Ur 5 —J I ,a I".I J" �' #5 BARS @ 18"O.C.(V) .4- W F3 8" 24" #5 BARS @ 12'O.C.(H) Q)"! :I I 1✓ t (2)#5 CONT..(C) I I WF4 2'-2" 12" I i / "#5 @ 15 D.C.L) i ro i (s) U) 1. FOR ANY WALL FOOTING NOT MARKED,USE Q) N rn FOOTING TYPE WF1. C 2. (H)=HORIZONTAL BARS IN STEM WALL/FOOTING (V)=VERTICAL BARS IN STEM WALL/FOOTING (L)=LONGITUDINAL BARS IN FOOTING '� Z T ! H (T)=SHORT TRANSVERSE BARS IN FOOTING w Co in a x COLUMN FOOTING SCHEDULE N 0 FOOTING WIDTH x LENGTH DEPTH ' ! MARK (W)x(L) (D) REINF. U ! F1 2'-8"x 2'-6" 12" (3)#5 EA.WAY I!, F2 3'-0"x T-0" 12" (3)#5 EA.WAY j7 W m F3 3'4"x T-6" 12" (4)#5 EA.WAY F U Q F4 4'-0"x 4'-0" 12" (4)#5 EA.WAY 6) �N U p { b Fr' 4•-6"x 4'-8" 12" (5)#5 EA.WAY U PLAN __ �OUYJ�G�L�O>� l ld'n FB 5'-6"x5'-6" 12" (6)#5 EA.WAY NORTH ewld ng " SCALE:IP•I'-C' NOTES: 0 REV.PATE 1. WHERE COLUMN FOOTING OCCURS @ WALL FOOTING-RUN WALL 05/11/11 FOOTING REINF.CONT.THRU COLUMN FOOTING. m REV.DATE 2. ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED OR 0 DETAILED OTHERWISE. 05/24/11 F2pGeiVdC2 CJ _ LL JOB": FBG"8268 JOB": McE 11068.16 U1 ISSUE DATE: 05.24-1 7 - ISSUE: For Construction 0 E SHEET: M C FOUNDATION L1 1412 W.Idaho Street PLAN BLDG.A KEY PLAN: BUILDING "A" Suite 240 daho McClendon BTeI5208.3 2.91902 S2.1.2 Engineering Inc Fax:208.331.4568 cF sHEErs COLD JOINT SEALANT L ADDITIONAL VERT. CORNER BARS 1Y" BARS AT CORNER LRE H HORIZ. CONCRETE SLAB 1:4 SLOPE 'I ) PER PLAN LAP LAP SPLICE SPLICE LAP VERTSPLICET ER m a - ---- 8"CMU WALL(SEE PLAN FOR REINFORCEMENT) EXTERIOR PAVING 1'-4" #4 Q 18"O.C. 41 SUBGRADE PER - =IIIP.ZO (SEE CIVIL) PER PLAN w w #5 DOWELS Q EI"O.C. CONIC SLAB PER PLAN CONSTRUCTION JOINT ALTERNATE gg O HORIZONTAL a O LAP W/WALL REINFORCING T.O.SLAB HOOK DIRECTION g WALL BARS ¢ g-0^ NOTES: 1'4" #4 Q 18"O.C. PER PLAN 1. CONSTRUCTION JOINTS&CONTROL JOINTS MAY BE LOCATED INTERCHANGEABLE TO ALLOW CORNER BARS z WORKABLE SIZE CONC.PLACEMENTS.COORDINATE LOCATIONS WITH ARCH PLANS. (MATCH HORIZ.REINF.) CONIC SLAB PER PLAN 2. SAWING SHALL OCCUR NO LATER THAN 12 HOURS AFTER CONCRETE HAS BEEN PLACED. 3. MAX SPACING IN EITHER DIRECTION FOR UNREINFORCED SLAB,U.N.O. HORIZONTAL I T.O.SLAB g O a. 4"THICK SLAB=12'-0"O.C. WALL BARS -� = PER PLAN o w 0 (2)#4 CONT. w - PLAN VIEW o h (3)#4 CONT. CONCRETE SLAB c7 r 0 3 r o w (2)#4 CONT. PROVIDE CORNER BARS , N d PER PLAN iv m z_ " ° NOTE: PER PLAN U-44z LAP SPLICE LENGTHS(U.N.OJ #4: Q 18"O.C. `.' t ';" g CONCRETE WALL:48 BAR DIN OR 28' P #4 CONT. ❑a PROVIDE CORNER BARS tf.w (MIN)WHICHEVER IS GREATER PER PLANO.C. SUB GRADE / CONTROL I COO JOINT I PER PLAN J �1CONTROL&CONSTRUCTION JOINT STEM WALL CORNER AND INTERSECTION REINF. A SECTION THRU SLAB EDGE CMU WALL �1SECTION THRU SLAB EDGE 53.0 SCALE:N.T.S. S3.0 SCALE:N.T.S. $3.0 SCALE:3/4—T-0" 53.0 SCALE:314"=V-0" 0 w 0) —rq 0m0 SEE ARCHITECTURAL DRAWINGS HSS COLUMN PER PLAN WHERE OCCURS SEE III DOWELS @ 16"O.C. G/S3.0 FOR BASE a INFO 0 c LAP W/WALL VERTS,TYP. STEEL COLUMN 0 -6 #4 @ 12"O.C.(4 SIDES) BEYOND 0 TOP OF SLAB(BEYOND) 3 0" 9 "BASER G LL W/(4)%`0 x7" N S E.B. 3116 LAB T.O.S °- PER PLAN Y #4 DOWEL 18" 0 NOTE a III—III STEEL FRAMING ALT W/(V) 01 N 0 1. COORDINATE WITH ELEVATOR MANUFACTURER. _ w BY OTHERS COORD. BARS IN FTG. m 8"CMU WALL(SEE PLAN W/FB DRAWINGS CONC.SLAB 2 x 4 KEYWAY (2)#4 TIES FINISH GRADE 2" FIRST 5" FOR REINFORCEMENT) y,^0 x2 a/e"EMBED PER PLAN U 0 W (TYPICAL) O -O ;' ORPAVING �[ 8"THICK CONC.WALL W/ ti THEN 12"O.C.r 'STRONG BOLT 2'E.B. COORD W/CIVIL m WATERPROOFING #4 @ 12"O.C.HORIZ ° g W #5 DOWELS @ 16"O.C. COORD W/FB T.O.SLAB SEE ARCH.DWGS (PROVIDE CORNER BARS) i6"SO.CONC.i LAP W/WALL VERTS DRAWINGS _ - PER PLAN 0 L 2x2x3/8 W/1/2"H z O -ALT DIRECTION OF —� - ° s 0'-4"HCA 6-O.C. #4 DOWELS W/HOOK -� PEDESTAL m CONC.SLAB - (L CONTINUOUS WATER Q COLUMN ¢ - STOP(TYPICAL) (4)SIDES Q 12"O.C.(TYPICAL) d @ BEND PER PLAN — — T.O F. .d % BAR GRATING WHERE W CONC.SLAB CONC.FTG.& �� PER PLAN nl OCCURS/ m PER PLAN T.O.SLAB REINF.PER —I 16"CONC. p- (SEE NOTE i) - 4#6 VERTS ° - PER PLAN p� iv d PEDESTAL m SLOPE TO SUMP PIT ° 6 O ° ° d I BEYOND SEE J/S3.a FOR w CO NC.PEDESTAL Z 0 0 INFO Z - - ° °—— r FTG.SIZE&REINF. - N PER PLAN Q m al — COLUMN FTG. #4 @ 12"O.C.EA.WAY,TOP& FTG.SIZE&REINF. L • m BEYOND BOTTOM(REINFORCEMENT EO EO PER PLAN DISPLACED BY SUMP PIT TO BE REPLACED BY PER p PER PLAN ® ® m ADDITIONAL BARS OF SAME a SIZE DISPLACED AND PLACED C1) N AT HALF SPACING ADJACENT 10" SEE NOTE 1 10., TO SUMP PIT OPENING) COLUMN FTG"W" - —` N PER PLAN WHERE OCCURS Q) m c ELEVATOR PIT SECTION #4@,2 o.D.EA.WAY D THICKENED SLAB CMU WALL E SECTION INTERIOR SHEAR WALL �1SECTION (� EXTERIOR WALL 53.0 SCALE 3/4"=T-0" 53.0 SCALE:3/4"=1'-0" $3.0 SCALE:3/4"=1'-0" $3.0 SCALE:3/4"=1'-0" Q t o o � �O o o o cv HSS PER _ H HSS COLUMN — 3 PLAN o o PER PLAN U p o o 8'CMU WALL(SEE PLAN PSS PER LAN N Q FOR REINFORCEMENT) HSS PER o o o U PLAN 4 6 1Yz" #5 DOWELS @ 16"O.C. o 0 1�8' egg 1Yz" Z 8"CMU WALL(SEE PLAN A LAP W/WALL HSS COLUMN O FOR REINFORCEMENT) REINFORCING 1yle' g+ g iY" PER PLAN A /` LU HSS COLUMN 3'a'BASER r A _ A5 DOWELS 18"O.C. PER PLAN HSS COLUMN A W/(4)�"0 x7" ■ 3116 Q a LAP W/WALL REINFORCING PER PLAN E.B. 1Ys° N N U o WHERE OCCURS 3/16 EXTERIOR CONC. 1 2#4 TIES FIRST 1L O ORPAVING 5" Q U J _ 5"THEN 12"O.C. A SHIFT REINFORCING @ COLUMN 3/i6 SHIFT REINFORCING Q COLUMN A "BASER LOCATIONS TO AVOID a^ F 1 /y BASER LOCATIONS TO AVOID W/(4)%"0 x7" INTERFERENCE W/COLUMN.LAP W/(4)3/4"0 x7" INTERFERENCE W/COLUMN.LAP %"BASE R 1 3116 - " p REV.DATE E.B. WITH TYPICAL REINFORCING E.B. WITH TYPICAL REINFORCING W/(4)s/q"0x7" IIIItI—III lil—lll r�lllIII�I1—ITI- -' 1y4 CONC SLAB PER PLAN w III—III III °. ICI —III III— 05/I1/17 CONC SLAB PER PLAN EXTERIOR CONC. NC SLAB PER PLAN E'B- ?3 o —III_ —TII III—I OR PAVING g ® REV.()ATE T.O.SLAB T.O.SLAB T.O.SLAB o w(9 ° —III ° PER PLAN -- <- - ° ° ° PER PLAN r m z 18"SD.CON@ m5a4/17 �. ° °. ° � PER PLAN ., .. 8 n. ° -°4--� LL PEDESTAL W/ III—III (4)#6 VERTS LOL 2 o Z W (2)#4 TIES - - ITI III ° _ 1 —3 —3 g O a — g O FIRSTS' _III a — - p r, owc7 — 4ij THEN 12"OC. — 0a °. U N In •1 3"d IN r w �a Received 16" r SO.CONC. a ° ° w a SEE SECTION A/53.0 FOR SEE SECTION A/53.0 FOR 1 w REINFORMENT w PEDESTALS REINFORMENT — _ _ JUN U (4)#6 VERTS 1—I - I I 1 _ COLUMN FTG.SIZE SEE FOOTING SCH.FOR SIZE o o ° ° 8 REINF.PER PLAN JOB°: FBG`8263 " a a V-6" AND REINFORCEMENT LL w LL w JOB": McE"Im68.16 Ena FTG."W �J�SECTION EXTERIOR COLUMN Issue DATE: 05-24-11 Z HSS COLUMN @ OUTSIDE PER PLAN FACE OF CMU WALL $3.0 SCALE:3/4"=1'-0" FTG"W" CENTER FTG. FTG @ $SUE: For ConatNCkiOn O PER WF1 UNDER HSS PER WF1 SIM COND. COLUMN C SHEET: SEE FOOTING SCH.FOR SIZE SEE FOOTING SCH.FOR SIZE COLUMN FTG.&SLAB M JI U AND REINFORCEMENT AND REINFORCEMENT EDGE TO ALIGN,MIN V 1412 W.Idaho Street FOUNDATION SIM.coNo Suite240 DETAILS ry �1SECTION THRU EXT. WALL (cD COLUMN H SECTION INTERIOR COLUMN MCCI@ndOn Boise,Idaho83702 LL SCALE:3/4"=1'-0" Tel:208.342.2919 D S3.0 SCALE:3/4—V-0" S3.0 Engineering InC Fax:208.331.4568 S3'0 OF CONT.JAMB BARS TO CONT.JAMB BARS TO TYP.WALL VERT BAR (Z)#5 VERT. TOP OF WALL,TYP. TOP OF WALL,TYP. WHERE OCCURS SEE 2'-0" 6 SEE 2'-0" 2'-0" 2'-0" PLAN FOR SIZE& MIN PLAN MIN MIN MIN SPACING x w= CMU WALL Z U a wM I 1 1 1 1 VI 1 11 1 IV SEE PLAN wx y a ', z w TOP BARS SEE w a w y SCHED Q Z yIF 2 CORNER =w BOTTOM BARS SEE #S BAR UNDER WALL SCHED. LINTEL SCHEDULE BREAK SHELL AT �� LINTEL JAMB OPENING EXTENDED ` A MARK JAMB BARS LINTEL BARS STIRRUPS HORIZ.REINF.,TYP. GROUT AND BAR 24" OPENING LINTELDEPTH WIDTH TERSEC I TION BEYOND OPENING IN I EA. THHICICKNEESSS SOLID GROUT ENTIRE SIDE LINTEL WIDTH BDEPTH Li 1'-4" 8" (2)#5 (2)#5 TOP AND BOT NOT REO'D _ (2)#5 (2)#5 TOP AND BOT #3 @ 16"O.C. OPEN END BLOCK, LAP JAMB BARS LINTEL SECTION FM ,'-4' 8' (2)#5 (2)#5 TOP AND BOT #3 Q 16"O.C. Np' W/STEM WALL - I PROVIDE ADD'E VERT A BARS,TYP. l BARS IN STEM WALL TYP.WALL HORIZ BAR l OPENING TO MATCH&LAP JAMB WHERE OCCURS SEE C BARS TYP.CH PLAN FOR SIZE AND '... PROVIDEADD'L SPACING VERT BARS IN IN:I BEND ALL STEM WALL TO W �, WAYS TENSION MATCH&LAP a LAP SPLICEJAMBBARS,TVP. o z JAMB WIDTHONE CELL SINGLE MAT . JAMB REINF.SEE PLAN.. RUN JAMB REINF.FULL NOTES: " WALL HEIGHT.DOWEL ' 1. TENSION LAP SPLICE LAP JAMB BARS W/ AND LAP INTO FTG. JAMB WIDTH JAMB WIDTH JAMB WIDTH JAMB WIDTH HORIZ&VERT BARE_ SEE SCHED SEE SCHED SEE SCHED STEM WALL BARS,TYP. SEE SCHED B JAMB PLAN VIEW SECTION 30"(MIN) TYPICAL CMU WALL INTERSECTIONS (:E1CMU WALL OPENING tT'�CMU LINTEL SCHEDULE S3.2 SCALE N T.S. g3.2 SCALE:N T S. 53.2 SCALE:N.T.S. �q 3 0v 01 SUPPORT BEAM MAX -r`/� T HSS COLUMN m Q m COORD W/FB DWGS 2" IV'MIN CONNECTING WHERE OCCURS i �� BEAM COORD W/ SIZE&#OF BOLTS Yz"0 x2Y4•EMBED OPEN -6 FB DWGS PER SCHED.5/S3.2 Y4"CAP It ( Y4"CAP R 'STRONG BOLT 2'E.B. BEAM TO BEAM CONNECTION SCHEDULE _ _ a I #12 S.D.r�12^O.C. BEAM DEPTH STIFF/CONS #AND 0 LT A325N WELD SIZE ALLOWABLE LOAD(KIPS) a � BOLTS PER JAMB BEYOND PL THICKNESS BOLTS 0 o SIZE&#OF N 0 W12x14 a (3)1" Ya' 28.9 ° #5 SLAB DOWEL 6 o m SCHED.5/S3.1 T-0"LONG @ Ir� lQ cv U W12x19 Vie" (3)1,� Y" 28.9 0 0 16"O.C. �9 W12x35 516" (3)1" Y4^ 28.9 - �` 16 GA.POUR STOP CONNECTING T.O.CONC. ij 0 LU W12x58 V1e' (6)1" }�4^ 57.8BEAM COORD PER PLAN �C BEAM COORD W/ (3)SIDES STIF�q_.SIZE °SITE PER PER ED.5/S3.2 L. iy W/FB CLOSURE R 0 W12x65 �s (6)1" Y4^ 57.8 FB DWGS SCHEDULE 2• W12x72 s' (6)1" y" 57.8 R THICKNESS PER TVP. Y2^CLR. Y2"CLR. -- SCHED.MATCH BEAM HSS COLUMN COORD CONC.ON METAL cp W12x796" (6)1" y" 57.8 HEIGHT&WIDTH H55 COLUMN COORD W/FB DWGS DECK PER PLAN `r &BEAMCONN CONNECTING W/FBDWGS W/3"BRG.MIN. CENTER W12x87 yi6" (6)1" y" 57.8 FOR R SIZE BEAM COORD W/ FB DWGS L 4x6x56(LLV)CONT. W12x106i6" (6)1" ys" 57.8 SUPPORTBEAM LEDGER W/6/a'0 x43/a' COORD W/FB DWGS EMBED'STRONG BOLT 7 Q) INTERIOR CONDITION END CONDITION E.B.@ 16"O.C. CMU WALL&REINF w p °I a NOTES: PER PLAN u Z 1. VALUES ARE FOR PLATE MATERIAL WITH Fy=36 KSI. N 2.VALUES ARE FOR Fw=70 KSI(E70XX ELECTROIDS)WELDS STIFFENER& 3.VALUES ARE FOR WIDE FLANGE SHAPES ASTM A992(Fy=50 KSI). CONNECTION R 4.VALUES ARE VALID FOR LATERALLY SUPPORTED BEAMS IN STEEL AND COMPOSITE CONSTRUCTION, THICKNESS PER WHERE ALL TYPES OF LOADING. SCHED.MATCH BEAM i/4 OCCURS HEIGHT&WIDTH TVp 1/4 j 3))SIDES Imo\ FOR ItSIZE IYE PER `3-WAY TEE 10 1-BEAM CONN SCHEDULE A PLAN VIEW WHERE OCCURS B PLAN VIEW // u � S i a BEAM TO BEAM CONN. SCHED. ABEAM TO BEAM CONNECTION s BEAM TO COLUMN CONNECTION r-A�SECTION ELEVATOR u 53.2 SCALE.N.T.S. S3 2 SCALE:N.T.S. S3 2 SCALE:N.T.S. 53.2 SCALE:3/4"=V-0• (6)#12 SCREWS(3) Q EA.SIDE OF '- Z t•- R Y4 PER ARCH B WIDTH PER PLATE Q EA BRACE ARCH 111 '' o d- R Y4 PER ARCH N DBL STUDS 16 GA. (6)#12 SCREWS N !� p (MIN)@EA. ATTACHEDTO a BRACE W/CEE DBL STUDS m 20 GA CLOSURE a STUD BLKG, BEHIND PLATE " /a x18"MIN x11"MIN.PL. w Z PLATE COORD.S ZEIN) x Z m W/(6)Y2'0 x 5Y4"EMBED STUD WALL 3/16 'STRONG BOLT 2 s/6"x 19•MIN x 11"MIN.PL. L PER PLAN ~ W/ARCH. SECTION a_Q W EXPANSION ANCHORS W/(6)Ys"O x 5Y4"EMBED B 'STRONG BOLT 2' T.O.CONC. �' IY Q EXPANSION ANCHORS x=x_<x PER PLAN U U 0 #5 SLAB DOWEL 5/16 44 W 3 0 CMU WALL&REINF 3'-0"LONG @ PER ARCH 3/16 16"O.C. 3 1 �U rzY4 PER PLAN _ CONC.ON METAL 1/4 IDES DECK PER PLAN m L 4x4xY4 x 0'-7" �1 REV.DATE =d a W/(2)Ne"Hx3VON m5/11/11 ORIENTATION PER PLAN A J o - O EMBED'STRG ------- T.O.CONC. B.O.BEAM _ Q Z PER PLAN ___ - -- BOLT-2)E.B.Q EA 2 REV.DATE 12'-8"MIN. I END BEAM a -- - ---- PER MANUF. - `� 05/24/11 (2)#5 CONT. R W8x18 v --- _L___ 16 L 4x4xY x0'-7• -i_ o ---- HOIST BEAM 1X" g^ 1}Z" (�FLOOR LEVEL I` _ __ R8C81V6L� 8"CMU WALL& #12 S.D.@ 12"O.C. r �O I REINF.PER PLAN jUN 0 7 LR'l i U WSx,6 � ° SECTION HOIST BEAM CANOPY BEAM o A 12Cx20.7 x 6 MIN.x 4 MIN.P (MAX) L 4x4xY4 CONT. CENTER " " PL. 6'-0" L 4x6x0/16(LLV)CONT. 2" W/(3)Y4"O x A325 BOLTS PER ARCH CANOPY DECK LEDGEMBE/D°BGTRONG o ~� LEDGER W/%0 x46/6' x3&E BE TRONG. B FBG"8268 EMBED'STRONG BOLT 2 Yz"CLR. @ p, L E.B. 16"O.C. BOLT frn CONT.LEDGER „QB 4: MCE 1068.1w YJ CMU WALL&REINF SECTION PER PLAN SECTION @ CANOPY - 5e,E DATE: 05-24-17 Z S3.2 SCALE:3/4"=1'-0" ISSUE: For Construction OWE SHEET: FRAMINGUSECTION FLOOR LEDGER - Sute2W.40 Idaho Street DETAILS SCALE*3/4"-,'-o" ABEAM TO CMU WALL D NOT USED Bolse,ldano B3702 53.2 pn �1 Q S3.2 SCALE:N.T.S. $3,2 SCALE:34"=1'-0" MCCI�^dO^ S3.Z Tel:208.342.2919 O Engineering Inc Fax:208.331.4568 SHEETS EDGE OF PAGE lMCE-84.IZ) oI o7 O3 o4 OD O6 oT oD o9 1o0 IoI IoZ 1o3 1o4 1O5 1o6 1o1 IoD 1o9 7o0 7o1 „ r G N X X x X M 'N <. N X v M "';; Ak N N x X N X,. M 'N A n n N. x"� 'M � n x �J SPAN " n n n n n n " n, .n _ r n , n t, " n n n n n n „ n n n Y n g " n n X� n n ,n n- ,n ,n n. ,n n .,n n ,Y n ,n -n „ ,Y. • n ;.,n n " n n ,n " n ,n n ,/ n n .r n ,n n F r < n n n � r/avA n n n n n n n n n n n PER ARCH •. � „ I n n n n n n n n •• Y., n , n n w n n n .,n � 0 N A Ix 53.2 #4,BAR x 4'!0• " ;,, #9 BAR $3.2 " v LONG TYP. ". rye. � r Y Y ++ n x x x X X N x ®C � N X'— e Y 9 x " r N ^ N Y J " : N Y, .,� r "^ #a BAR x 4:-a. o o '• , n i� � �ai Y aNG.TVp. " " x x x x x x x " � k "' � N x x X X N X N ZZ7Z Z X x X N N° x d 1 cz .. a— �rczzz�a� X, X N N w X X x H .-. rn ID Q � � � " 1 Y co Z p r v co _ ,n i cO 'Q PLAN Second Fl®or Deck P/an NORTH ewldr 9 ,a„ SCALE:V"1'-0' w o m u a n GENERAL PLAN NOTES: FLOOR PLAN NOTES: REV.DATE 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FB DRAWING PLANS.NOTIFY r INDICATES 4C x 2'v2 x 14 GA METAL 05/11/11 FB OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. STUD WALL-COORD W/FB DRAWINGS m REV.DATE 2. FOR GENERAL STRUCTURAL NOTES SEE SHEET 1.0. ❑ 05/24/11 O INDICATES HSS STEEL COLUMN- COORD W/FS DRAWINGS.BEAM TO Received BEAM AND BEAM TO COLUMN METAL WALL PANEL. CONNNECTIONS PER 687/S3.2 U�N Q1 Z417 �' (2)SIDE 18 GA WALL PANEL,TYP.U.N.O. . CONCRETE FLOOR DECK:3"DEEP x KEY PLAN: BUILDING"A" Ll COORD W/FB DRAWINGS 20 GA TYPE'W3 FORMLOK METAL DECK W/2"DEEP NORMAL WEIGHT 11/ CONCRETE(5"TOTAL DEPTH)W/ LL 6x6.W2.9xW2.9 WWR SET AT JOB": FBC 08268 MID-DEPTH OF MINIMUM SLAB THICKNESS.3 SPAN CONDITION. JOB N: MCE"1068.16 N PROVIDE(4)#12 HH TEK SCREWS PER PANEL@#12 HH TEK SCREWS 155UE DATE: 05-24-11 �J (912"O.C.EA SUPPORT.SHORING 13 NOT REQUIRED. ISSUE: For GOn6truCilOtl 0 INDICATES 8"CMU WALL WI#6 VERT E SHEET: C\\\ @ 32^O.C.AND#6 HORIZ @ 4B"D.C., M C SECOND FLOOR L3 TYP,U.N.O. 1412 W.Idaho Street DECK PLAN BLDG.A ® Suite 240 INDICATES CMU LINTEL BELOW McClendon Te15208.34229192 S4.1.1 Engineering InC Fox:208.331.4568 OF BHEETS 0 FEDGE 01 PAGE(MCE-54.1-11 GENERAL PLAN NOTES: 22 23 24 25 26 2T 28 29 30 31 32 33 34 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FB DRAWING PLANS.NOTIFY FB OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. 2. FOR GENERAL STRUCTURAL NOTES SEE SHEET 1.0. ©_ _© _ LZ._ _Lz L2 o ©- ® - - L2 _ L, _ METAL WALL PANEL: ---- - --- - ^ -- -- --_-- ----- - - -- - --- --- -- PUN U.N.O. L�7�/D1ZI7�ITl,.T�� ' (2)SIDE 18 GA WALL PANEL TY COORD W/FB DRAWINGS ^ ^ ^ ^ ^ ^ ^ X l i FLOOR PLAN NOTES: „ ^ _ ^ INDICATES 4C x Z/2 x 14 GA METAL STUD WALL-COORD W/FB DRAWINGS " ': e r ;..„ hx` ., x x •' e' '^ x"; ., x x x n ^ xs ` INDICATES HSS STEEL COLUMN- DECK ^ 18"GA. - I e COORD W/FB DRAWINGS.BEAM TO ^ ^ ^_ ^ BEAM AND BEAM TO COLUMN _ SFrAN - - - DECK < CONNNECTIONS PER K&7/S3.2 f M n n a n n� n " f, ^ ^.. ^'- ^ ^. ^ .,: ^ ,.., ,. ^ .. ^ "• ` ..r',: ;. SPAN ^ C ONCRETE FLOOR DECK.3 DEEP z n ` { r I 20 GA TYPE'W3 FORMLOK'METAL r I DECK W/2"DEEP NORMAL WEIGHT CONCRETE(5"TOTAL DEPTH)W/ 6x6-W2.9xW2.9 WWR SET ATa 1` MID-DEPTH OF MINIMUM SLAB .. ; 3*.. LJ �/ ' ^ r #46AR. l PRO )#12PHH EK SCREWS THICKNESS. n ... < VIDE(4 - " < �0 ^ �x4 0 LONG � PER PANEL @#12 HH TEK SCREWS ^ @12"O.C.EA SUPPORT SHORING IS NOT REQUIRED TYPICAL U.N.O. FT O-SL 18 GA. 3"DEEP x 18 GA.TYPE'W3 FORMLOK' 0 #4 gqB DECK SPAN METAL DECK 2 SPAN CONDITION MIN. m E x,4'-0"LONG (GRIDS 31-34)SEE CONCRETE FLOOR m M 0 I�^1 DECK NOTE ABOVE FOR CONCRETE p U DEPTH&ATTACHMENT. Q m m \\\\\ INDICATES 8"CMU WALL W/#5 VERT Q.= Q 32"O.C.AND#5 HORIZ @ 48"O.C., x „ _ TYP.U.N.O. 0 a 9 N+O 0 INDICATES CMU LINTEL BELOW -6 N p LU r Q Q N z T �\ 0a 0) 0 � W Z.OIL . m O O 4 PLAN SL--c®n D��' �l®ter , Ck flan / NOR - / SCALE.Yx'=I�0' Q TH A REV.DATE 05/Il/Il © REv. A'= 05 4,%I_i13 ROCeiVed I— KEY PLAN: BUILDING "A" JOB": FBC 08268 J05": McE$1068.16 YJ ISSUE DATE: 05-24-11 ISSUE: For Construction E 5HEET: �+ SECOND FLOOR U 1412 W.Idaho Street y DECK PLAN BLDG.AA , Suite 240 ry McClendon 80ise,Idaho S"' S4.1.2 LL Tel:208.342.2919 a Engineering Inc FOx:208.331.4568 sNEeTs EDGE OF PAGE(MCE-642.2 ' II o2 o3 I o4 o9 o6 OIL o8 o9 Io® IoI 1o2 1O3 1o4 1O9 lob IO'I IOe 1o9 21 tom I' TI ......... ...... .._ ........ , _..... :............. ............ ......... ......... r C L+T C L r L C L C L C C C L C L C Q L, .A. C L C C C .,Lo r _ r ,r-r _.0 T ? L. nC rT G_ C n. r__..C...... .. „ w w I. u " n ' d 11' n an h n n a" a C.tScCI r y , " " r " " n a n a , v e ^w y e, a f' n r , n n a r, Aw ,w n J w' r:. w n . n.: n n ,. .; n •' n ^i a ' .w , " w , n T.0.6LAB •' PER n , I " u A� n _ .. u " , a#4 BAR n n , ® ., U r " u I , N " „ , 0LL9'A W , _ Nan M lu IllU "+ a •' d .. ., " CC C L C L C L C C. C C L L L C L. C C L L L .L C n #4 BAR x 4'-0` � .... ......... .... ............ ... ....... 6 LONG TYP. Ile z u " . " u .0 L...L L e + t..:....L L G_.L... N Nco < e u PLAN �® third F/oor DCck flex Z INORTYI But/ding 'A„ SCALE:Ys'=I'-m' Q- W � a � u o GENERAL PLAN NOTES: FLOOR PLAN NOTES: ! p REV.:)ATE 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FB DRAWING PLANS.NOTIFY INDICATES 4C x 21'z x 16 GA METAL 05/I'I/l FB OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. STUD WALL-COORD W/FB DRAWINGS REV.DATE 0 2. FOR GENERAL STRUCTURAL NOTES SEE SHEET 1.0. 05/24/1 INDICATES HSS STEEL COLUMN- COORD W/FS DRAWINGS.BEAM TO L METAL WALL PANEL: BEAM AND BEAM TO COLUMN r CONNNECTIONS PER 6 8 7/S3.2 Ribc131VHd C] (1)SIDE 26 GA WALL PANEL,TYP.U.N.O. CONCRETE FLOOR DECK:3"DEEP x KEY PLAN: BUILDING "A" �uN q7 2W, COORD W/FB DRAWINGS 20 GA TYPE'W3 FORMLOK'METAL O (2)SIDE 26 GA WALL PANEL, DECK W/2"DEEP NORMAL WEIGHT IV COORD W/FB DRAWINGS CONCRETE(5"TOTAL DEPTH)W/ _ LL 6x6-W2.9xW2.9 W WR SET AT ,JOSS«: FBC 05268 MID-DEPTH OF MINIMUM SLAB THICKNESS.3 SPAN CONDITION. JOB#: MCE"1068.16 N PROVIDE(4)#12 HH TEK SCREWS PER PANEL 0#12 HH TEK SCREWS ISSUE DATE: 05-24-1" J @12"O.C.EA SUPPORT.SHORING IS L NOT REQUIRED. ISSUE: For ConStruOtlon Q INDICATES 8"CMU WALL W/#5 VERT E SHEET: @32"O,C.AND#5 HORIZ 048"D.C., MC THIRD FLOOR Ej TYP,U.N.O. 1412 W.Idaho Street DECK PLAN BLDG.A ® Suite 240 ry INDICATES CMU LINTEL BELOW McClendon Boise,Idaho 83702 S4.2.1 LL Tel:208.342.2919ILL Engineering InC Fax:208.331.4568 CF SHEETS FEDGE 01 PAGE rMCE-842.1) GENERAL PLAN NOTES: 22 23 24 25 26 2� 28 29 3O 31 32 33 34 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE FB DRAWING PLANS.NOTIFY FB OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. 2. FOR GENERAL STRUCTURAL NOTES SEE SHEET 1.0. METAL WALL PANEL: -[ r •x7 © r ,r_-r-r r __-r c}l d 1 (1)SIDE 26 GA WALL PANEL,TYP.U,N.O. COORD W/FB DRAWINGS O SIDE 2 GA WALL PANEL, C b COORD W//FB DRAWINGS u �n FLOOR PLAN NOTES: INDICATES 4Cx 2Y]x 16 GAMETAL ,ac x STUD WALL-COORD W/FB .,F`- q /1 n DRAWINGS n w INDICATES HSS STEEL COLUMN- ' z COORD W/FB DRAWINGS.BEAM TO DLGK „ —��e\) BEAM AND BEAM TO COLUMN ^ " SPAN •, \/ CONNNECTIONS PER 687/532 " .. CONCRETE FLOOR DECK:3"DEEP x 20 GA TYPE'W3 F RMLOK'METAL u O " DECK W/2"DEEP NORMAL WEIGHT `" / CONCRETE(5'TOTAL DEPTH) MID-DEPTH OF MINIMUM SLAB W 9 n F � THICKNESS.3 SPAN CONDITION. c t. #4 BARLONE PROVIDE(4)#12 HH TEK SCREWS x 4'0° `4 PER PANEL #12 HH TEKSCREWS @72"D.C. , EA� PPSU SUPPORT.SHORING IS <' c o F.c c ti NOT REQUIRED. „ TO—SLAB 7 C i w PER Af2CM c„ 44 BAR J w rn U x,4-0 LONGS / „ u ` n .� .. k _ � 0 s. e 4 u L c „ L' N y., m F s- Q) D v Z UJI z m u ° Q u o PLAN Third Floor 5)�5ck o o NORTH - , dl g ,Q„ SCALE:Yd,r-0' REV.DATE 05/Il/Il REv.DATE 05/24/11 O ecelved F. KEY PLAN: BUILDING"AN uN 01 21�t7, U J05": F5C 18268 r J05": McE 1068.16 LN ISSUE DATE: 05-24-I1 ISSUE: For Construction O E SHEET: I+ v THIRD FLOOR oU 1412 W.Idaho Street DECK PLAN BLDG.A Suite 240 A R/ McClendon T8e15208.34229192 S4.2.2 LL Engineering Inc Fax:208.331.4568 OF sneers i EDGE CF PAGE(MCE-SZ22)---EDGE CI I 2 '', 3 4 5 6 1 e 9 10 II I7 13 14 15 16 11 IB I9 70 YI I �' l a L i v-w 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'4)" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10..0.. O I 1 I I G LL IS, S 1 riverci deli n.com " u u a u ^ r L u � a , 1a b^ .,: ^0 ° r. °" „c : " " e R c o° "a a ° e 'N • �^ ae e �. MCC , 4. . e n " "� a " wnyyk, iG. < r n ONAI.n ° ° a" " e 1 T.O.SLAB Nm. ^ N " "N X Ne N^ n a " I N N N N N "X M N X ° N ^ X a X. N 11:. ° <" N° N 9 N 0 " n S I ' �l+1 u c u u Q rl6'-0L�B V ^ I n EL R I .0.SLA "a .: r. A I EL. OR I 53.1 LL..O L _— E u u u,. a a I �-0" C' r " — �31 53.1 I nI' " 0Ss. :. .: ., 53.1 �j p u u u a u a u . N , r ° " L 4 4 " I , r 71 STAIR r ---- c °.Y c Y c �;. c c C c " c " c r " WFi r— — S3.1+ q •,d u u " u " " " u ,I F I.. L— — Q I WF1 53.1 _ A.. °N " " u ` w +� —(11 — " A r u u u u- rJ " u " ".r I �A• � Z STAIR ,r r u..., " u " u ,. u r I Q I u " L N �] Q r� S N 'B 102'-2" 0 PLAN Foundation P/an r NORTH — Bu!lding "A" SCALE:Ye'=1'-0" 4 Q N WQ U � FOUNDATION PLAN NOTES: FOUNDATION PLAN LEGEND: WALL FOOTING SCHEDULE COLUMN FOOTING SCHEDULE INDICATES 10"CONC.SLAB ON GRADE. FOOTING WIDTH x LENGTH DEPTH REINF. FOOTING WIDTH DEPTH MARK (W)x(L) (D) 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE OVER 4"OF PROPERLY COMPACTED MARK (W) (D) REINF. FB DRAWING PLANS.NOTIFY FB OR ENGINEER GRANULAR FILL CONSISTING OF CLEAN F1 2'-6"x 2'-6" 12" (3)#5 EA.WAY IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. DAMP SAND&3/e"MINUS GRAVEL,U.N.O. IN THE GEOTECHNICAL REPORT. WFi 2'0" 24" #4 BARS @ 18"O.C.C.(V) F2 3'-0"x 3'-0" 12" (3)#5 EA.WAY 2, STRUCTURAL WALLS ARE CONSIDERED TO BE ALL .• REINFORCE WITH 50 PCY OF STEEL #4 BARS @ 72" . (H) F3 4'-0"x 4'-0" 12" (4)#5 EA.WAY LOAD BEARING WALLS,SHEAR WALLS AND ANY WALL R PER ASTM C 1118 TYPE III. FIBERS S THAT REQUIRES A FOOTING. F4 4'-6"x 4'-6" 12" (5)#5 EA.WAY 3. FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0. —. —... NOTES: INDICATES CONCRETE SLAB CONTROL 1. FOR ANY WALL FOOTING NOT MARKED,USE NOTES: 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S3.1. JOINT OR CONSTRUCTION JOINT.SEE FOOTING TYPE WFt. 1. WHERE COLUMN FOOTING OCCURS @ WALL FOOTING-RUN WALL 1IS3.0. 2. (H)=HORIZONTAL BARS IN STEM WALL!FOOTING FOOTING REINF.CONT.THRU COLUMN FOOTING. S. T.O.SLAB=TOP OF CONCRETE SLAB ELEVATION (V)=VERTICAL BARS IN STEM WALL/FOOTING 2. ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED OR INDICATES 8"CMU WALL W/#5 VERT @ (L)=LONGITUDINAL BARS IN FOOTING DETAILED OTHERWISE. 6. T.O.F.=TOP OF COLUMN FOOTING ELEVATION=88'-0", 32"O.C.AND#5 HORIZ @ 48"O.C.,TYP, (T)=SHORT TRANSVERSE BARS IN FOOTING JOB": FBC"8268 U.N.O. : U.N.O. 2 KEY PLAN: BUILDING "A" Joe�: McE 11068.16 7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24" INDICATES BC x 2Y2 x 16 GA METAL STUD MINIMUM BELOW ADJACENT FINISHED GRADE. WALL.COORD.W/FB DRAWINGS. ISSUE DATE: CS-08-16 COORDINATE WITH FOOTING SCHEDULE&DETAILS ISSUE: For Permit 8. E.O.C.=EDGE OF CONCRETE INDICATES STEEL HSS COLUMN,COORD W/FB DRAWINGS. E SHEET: Li8. CONTRACTOR TO REVIEW FORGE BUILDING FOUNDATION IL DRAWINGS PRIOR TO POURING CONCRETE. v 1412 W.Idaho Street FLAN BLDG.A ry 10. SLAB JOINTS SHALL BE SPACED PER I/53.1. Suite 240 METAL WALL PANEL; �1 LL 11, CORNER REINF.IS REO'D PER 2/S3.1. (2)SIDE 18 GA WALL PANEL,TYP.U.N.O. McClendon Boise,Idaho 83702 Tel:208.342.2919 S2"2"1 COORD W/FB DRAWINGS Engineering Inc Fax:208.331.4568 S.IEETS LL � R c r FOUNDATION PLAN NOTES: 1-522.2 EDGE OF PAGE(MCE-521.1)\\ �\ 1. FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN,SEE K' 21 22 2lJ (24 25 26 2'I 28 29 3m 31 32 33 ( 34 FB DRAWING PLANS.NOTIFY FB OR ENGINEER 326'-0" IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. O 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 6'-0" 2. STRUCTURAL WALLS ARE CONSIDERED TO BE ALL S I G LOAD BEARING WALLS,SHEAR WALLS AND ANY WALL THAT REQUIRES A FOOTING. nverc1 des1 n.com 53.1 B 53.1 3. FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0. A 1 3 4. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S3.1. 1 5. T.O.SLAB-TOP OF CONCRETE SLAB ELEVATION ° " Z`_ 6. T.O.F=TOP OF COLUMN FOOTING ELEVATION=99'-0", U.N.O. d B o 7. B.O.F.=BOTTOM OF FOOTING ELEVATION=24" MINIMUM BELOW ADJACENT FINISHED GRADE. COORDINATE WITH FOOTING SCHEDULE 8 DETAILS ^ " a° a e. E.O.C.--EDGE OF CONCRETE h ° ° a ° a a I e 9. CONTRACTOR TO REVIEW FORGE BUILDING 1 q1 " - xS3.1/ ax L— J F2 d DRAWINGS PRIOR TO POURING CONCRETE. 1 4WF1° " ' ' 4 a G - q - 10. SLAB JOINTS SHALL BE SPACED PER 1/S3.1. e s o ° e eA xc S3.1 11. CORNER REINF.IS REQ'D PER 2/S3.1. y GP4'GL 13 I �1 FOUNDATION PLAN LEGEND: " T.Q.SLAB - ° °L_ --I° ` a 1 SI INDICATES 10-CONC.SLAB ON GRADE. (� "x` SL w OVER 4"OF PROPERLY COMPACTED EXPIRE—S. h. A a "Ed 4 I GRANULAR FILL CONSISTING OF CLEAN ' � 9 ' a DAM b PSAND&_. MINUS RAVEL U.N.O. 4 a�a.. - IN THE GEOTEC NNICAL REPORT. � REINFORCE WITH H 50 PCY OF STEEL a _71j. h FIBERS PER ASTM C 1116,TYPE III. — ----"'— INDICATES CONCRETE SLAB CONTROL JOINT OR CONSTRUCTION JOINT.SEE 0 :CC\\ INDICATES 8"CMU WALL W/#5 VERT @ c0 32"O.C.AND#5 HORIZ @ 48"O.C.,TVP, e J x x x x x x x x x x J U.N.O. ' IL S31 ° ° ✓<✓ INDICATES BCx x IS GA METAL STUD 0 m ".�. ° _ <�,- ^ ^ ✓✓Y WALL.COORD.W/FB DRAWINGS. 0 LL 0 " �" ✓✓ 1 g INDICATES STEEL HSS COLUMN, COORD W/FB DRAWINGS. n 0 TA1R a I. ° ° a < - ° " -�.�`✓' __ METAL WALL PANEL: W a ✓✓i� 9 (2)SIDE 18 GA WALL PANEL,TYP.U.N.O. COORD W/FB DRAWINGS a �" ✓£'✓✓yam/ q q WALL FOOTING SCHEDULE o I fi a 4� p° ` ✓ FOOTING WIDTH DEPTH r ° ° 531`° {° ° '�, ✓� 1 MARK (W) (D) REINF. WF1 2.0. 1. BARS @ 18"O.C.(V) Z #4 BARS @ 12"O.C.(H) Q NOTES: i'x"_✓�� t 1. FOR ANY WALL FOOTING NOT MARKED,USE m✓i - FOOTING TYPE WF7. O -- 2. (H) HORIZONTAL BARS IN STEM WALL/(V)=VERTICAL BARS M FOOTING STEM WALL//FOOTING a - (L) LONGITUDINAL BARS IN FOOTING Q S (T)=SHORT TRANSVERSE BARS IN FOOTING tp T z � COLUMN FOOTING SCHEDULE Z FOOTING WIDTH x LENGTH DEPTH REINF a MARK (W)x(L) (D) . _� 0 F7 3'-6"x 3'-6" 12" (4)#5 EA,WAY U — d 1 F2 4'-0"x 4'-0" 12" (4)#5 EA,WAY F3 5'-6"x 5'-6" 12^ 1 (6)#5 EA,WAY 1J Z NOTES: 1. WHERE COLUMN FOOTING OCCURS @ WALL FOOTING-RUN WALL W FOOTING REINF.CONT.THRU COLUMN FOOTING. 0_ 2. ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED OR V Q tt DETAILED OTHERWISE. U a w U 0 y { PLAN ®t>A!l��6 ®I l �1�1/ Rf—Clty D-19n Natee: NORTH j� i JOB": PBG 18266 JOB x: McE 01068.16 155UE DATE: 09-08-16 ~ 155UE: For Permit E SHEET: ^ M C FOUNDATION LL 1412 W.Idaho Street PLAN BLDG.A KEY PLAN: BUILDING "A" Suite 240 Bo McClendon is2,B.Idaho83702 S2 2 2 Tel:208.342.2919 0 Engineering Inc F..:2DB.331.4568 SHEETS I R c ti r COLD JOINT SEALANT ''. ADDITIONAL VERT. CORNER BARS CONCRETE SLAB tYe" 1:4 SLOPE BARS AT CORNER REAINF.)TCH HORIZ, PER PLAN LAP LAP SPLICE SPLICE d LAP ADD.L VERT. ° SPLICE BAR AT E S I w Z CORNER a 1,�" riverc1 des1 COm 8"CMU WALL(SEE PLAN 1'-6" _ FOR REINFORCEMENT) EXTERIOR PAVING ��— SUBGRADE PER LAP.20" (SEE CIVIL) #4 Q 78"O.C. PER PLAN w w #5 DOWELS Q 16"O.C. CONC SLAB 8 REINFPER PLAN CONSTRUCTION JOINT ALTERNATE U HORIZONTAL a LAP W/WALL REINFORCING HOOK DIRECTION a WALL BARS g n p-g^ t---Z6- T.O.SLAB 7 NOTES: CORNER BARS rn m I#4 Q 18"O.C. e_ PER PLAN 1. CONSTRUCTION JOINTS&CONTROL JOINTS MAYBE LOCATED INTERCHANGEABLE TO ALLOW MATCH HORIZ.REINF.) GOING SLAB 8 REINF PER PLAN WORKABLE SIZE CONC.PLACEMENTS.COORDINATE LOCATIONS WITH ARCH PLANS ( w a 2. SAWING SHALL OCCUR NO LATER THAN 12 HOURS AFTER CONCRETE HAS BEEN PLACED. 3. MAX SPACING IN EITHER DIRECTION FOR UNREINFORCED SLAB,U.N.O. HORIZONTAL T.O.SLAB i O a. 4"THICK SLAB=12'-0"O.C. WALL BARS III\III PER PLAN (`qV w�Z (2)#4 CONT. w T a U PER PLAN 4 m Z (2)#4 CONT. c ;PL.AN PROV DE CORNER BARS �CONCRETE SLAB PLAN VIEW NOTE: w PER PLAN V-0" 1pq Q 18"O.C.LAP SPLICE LENGTHS(U.N.O.):ONCRETE WALL:486AR DIA.OR 28" PROVIDE ORNER BARS1B"(MIN)WHICHEVER IS GREATERPER i'-o" 114 Q 18"o.c. ,y SUBGRADEJ CONTROL JOINT ... 04 PER PLAN CONTROL&CONSTRUCTION JOINT z STEM WALL CORNER AND INTERSECTION REINF. A SECTION THRU SLAB EDGE CMU WALL s SECTION THRU SLAB EDGE S3.1 SCALE N Ts. 53.1 SCALE:N.T.S. $3.1 SCALE:3/4"-V-0" 53.1 SCALE:3/4"=V-0" N� G SEE ARCHITECTURAL DRAWINGS #5 DOWELS @ 16"O.C. 01 LAP W/WALL VERTS,TYP. m TOP OF SLAB(BEYOND) #4 @ 12"O.C.(4 SIDES) tl].O z I�9 0m� T.O.SLAB 9,, `r 01� - NOTE: g STEEL FRAMING 9 1. COORDINATE WITH ELEVATOR MANUFACTURER. BY OTHERS CORD. Q`9'- --� — — - W/FB DRAWINGS F 8"CMU WALL(SEE PLAN 2 x 4 KEYWAY -I _ - iv J E_ FOR REINFORCEMENT) Yz^p x2%"EMBED (TYPICAL) O O 8"THICK CONC.WALL W/ " 'STRONG BOLT 2'E.B. W WATERPROOFING #4 @ 12"O.C.HORIZ w #5 DOWELS @ 16"O.C. COORD W/FB SEE ARCH.DWGS L 2x2x3/8 W/1/2"o x (PROVIDE CORNER BARS) It: LAP W!WALL VERTS DRAWINGS 0'-4"HCA Q 6"O.C. #4 DOWELS WI HOOK O -ALT DIRECTION OF CONC.SLAB 8 REINF CONTINUOUS WATER 1'-0" a CONC.SLAB BEND PER PLAN STOP(=CAI) (4)SIDES @ 12"O.C.(TYPICAL) w &REINF BAR GRATING rn PER PLAN T.O.SLAB p (SEE NOTE i) SLOPE TO SUMP PIT - PER PLAN ° ° ° a Z _ #4 @ 12"O.C.EA.WAY,TOP&BOTTOM(REINFORCEMENT Q) 1 DISPLACED BY SUMP PIT TO BE REPLACED BY ADDITIONAL �I BARS OF SAME SIZE DISPLACED AND PLACED AT HALF r6 SPACING ADJACENT TO SUMP PIT OPENING) ® ® m O ° q ° #4 @ 12"O.C.EA.WAY Q N 10" SEE NOTE 1 10" c ELEVATOR PIT SECTION c THICKENED SLAB CMU WALL /IE1SECTION Cad INTERIOR SHEAR WALL z� 773 S3.1 SCALE:3/4-V-0" S3.1 SCALE:3/4"=V-0" $3.1 SCALE:3/4"=V-0" 7 O cf1 Q 0 0 HSS PER NOTE: PLAN o o Z 0 0 Z m COLUM BEHIND CMU WALL HSS PER IL O i I!, 4y" 6" 1Yz" PLAN o a 0 O Q C ��i� iz HSS COLUMN U I- tt A PER PLAN cD cD (1 n J HSS COLUMN 18/s" 815/e' 1Yz" Q U -A PER PLAN -A River Glty Declyn Natee: -� SHIFT IONS O AVOID COLUMN /q 3/q"BASE a(ON 1Yz"MAX �— LOCATIONS TO AVOID 3%"BASE R(ON 1Y2"MAX ,— 1 3116 NON-SHRINK GROUT AS NONSHRINK GROUTAS INTERFERENCE W/COLUMN.LAP 1Yz" NEEDED FOR LEVELING) WITH TYPICAL REINFORCING NEEDED FOR LEVELING) CONC SLAB 8 REINF PER PLAN W/(4) w/(a)/"Ox12^A.B. 1Yz" I Cl ONC SLAB&REINF PER PLAN '...T.O.SLAB T.O.SLAB III—III PER PLAN a PER PLAN 4 e 16 -8 a " °Z o< JOB#: FBG#5265 SEE SECTION A/S3.0 FOR a a O d° e REINFORMENT I- JOB : MGE#I068.16 S LLw ISSUE DATE: 09-08-I6 r{/ I COLUMN FTG.SIZE ISSUE: For Permit W 1'6" &REINF.PER PLAN E SHEET. • °c SEE FOOTING SCH.FOR SIZE ° M\/ a AND REINFORCEMENT 1412 W.Idaho Street FOUNDATION F SECTION THRU EXT. WALL COLUMN 1'-0 G SECTION INTERIOR COLUMN Bose2daho83702 DETAILS 53.1 SCALE:314"= " S3.1 SCALE:3/4"=1'-0" McClendon Tel:208.342.2919 Englneenng Inc Fax:208.331.4568 SM 0 O° 5'.IEETS ArlingtonCity of Community • • Development 1 May 22, 2017 Jason McDaniel C/O 172"d Holdings LLC. 165 Beachwood Ave Camano Island WA, 98282 Re: Special Inspection Requirements for Project Located at 4125 172"d ST NE Arlington WA, 98223 Mr. McDaniel, 172"d ST Holdings LLC, Please be advised as per the 2015 International Building Code, (IBC), the following special inspections shall be completed by an approved third party entity. Per Structural Sheet S1.0, "Special Inspection Statement: "A": TO BE USED IN CONJUNCTION WITH CHAPTER 17 OF THE 2015 IBC." Said approved third party inspection agency shall include the City of Arlington as a recipient of all third party documents in their entirety. Required inspections are; 1. 1705.6—Soils— shall achieve design as stated at 2660 PSF 2. 1705.3 - Concrete—shall achieve design values of the following; (1) Footings (2) Structural slab (3) Corrugated Pan Decking Slabs 3. 1705.4—Masonry and Grout—Asper design on Sheet 51.0 "MASONRY". 4. 1705.12.1.1—Structural Steel Seismic force-resisting systems, 1705.12.3—for Cold-formed steel light- frame construction. 1705.12.4—Designated seismic systems 5. 1705.12.9—High Strength Bolting Should you have any questions and or comments please contact me during normal business hours at 360.403.3432 or rkanrs arlingtonwa.gov or at my office located at 18204 59t' DR NE. Richard Karns CBO Building Official, Arlington S1,rp �-��s..��c��LS - G _ 51 C� �so's �,kps pal -t�P.�< J rsv ?AOS e,-\ wr��7 pk ' , `�'tAcc C Gt�1 co �Stl�t'� 'tI� C')fit() l7, OF -WcsT soc Alt) vN� ��SuES W It�l Z5�7S spi-�� Richard Karns From: Michael Fitzgerald <mi T b --7 Sent: Monday,June 05, 2017 _ To: Richard Karns Subject: RE: NFPA 14 Stand Pip Not an FPE, but a state-certificated fire sprinkler fitter/ q, Yours in public service, Snohomish Co+jniy ' /7 li60 -7( FIRE D I TS; ICT 7 � - 63; Michael Fitzgerald r\ Fire Marshal (Qk' �6r\ Pp, Itj 163 Village Ct Monroe WA 98272 Office: (36o)805-0338 Option 6 Inspection Line: (36o)8 Cell: (425)754-8726 Fax: (360)794-0959 mfitzgeraldC7a aQ ire2.org From: Richard Karns [mailto:rkarns@arlingtonwa.gov] Sent: Monday,June 05, 2017 10:13 AM To: Michael Fitzgerald <mfitzgerald@snofire7.org> Subject: RE: NFPA 14 Stand Pipes Thank you Mike,that really helps me digest this. In your professional opinion I still need an FPE for the required standpipe system, right? From: Michael Fitzgerald [mallto:mfitzserald@snofire7 or>?] Sent: Monday,June 05, 2017 10:07 AM To: Richard Karns<rkarns@arlinetonwa.eov> Subject: RE: NFPA 14 Stand Pipes Hi, Rick! Yes, a dry system is not wet until the fire department pumps through the FDC. Dry is just fine for this scenario. The valves at each floor are used just to open the preferred floor level hose connection, after the hose is connected. No need or reason to connect the hydrant to the standpipe,just to ensure the hydrant and FDC are located in close enough proximity to each other(within 50' is my suggestion) that one fire engine can do the work. The engine pulls up to the hydrant, takes a supply line from the hydrant to the fire engine, and then pumps and discharges water to the FDC. Firefighters carry dry hose to the standpipe, connect the hose to the standpipe and then open the valve, charging the fire hose. Fire goes out. O All is well here. Hope you are happy and healthy. Hang in there! Yours in public service, 1 Snohomish County FIRE DISTRICT 7 Michael Fitzgerald Fire Marshal 163 Village Ct Monroe WA 98272 Office: (36o)805-0338 Option 6 Inspection Line: (36o)805-0338 Option 2 Cell: (425)754-8726 Fax: (360)794-0959 mfitz-ergld0snofire7.org From: Richard Karns [mailto:rkarns_ arlin tonwa.gov] Sent: Monday,June 05, 2017 9:14 AM To: Michael Fitzgerald<mfitzgerald@snofire7.org> Subject: NFPA 14 Stand Pipes Good Morning Mike, I have a situation here where, in short, a structure was approved through litigation, and is a three story self-storage facility classified as an S-2.We all know that it should have been an S-1 therefor requiring sprinklers but as an S-2 and under allowable square footage was allowed to be sprinkler free but has been required to provide two stand pipes in the required stair wells.There is one fire hydrant on site near the front of the structure and an FDC across from that location. I down loaded NFPA 14 and am struggling a bit with the two types of systems.wet and dry.Wet is pretty straight forward but a dry system not so much. Can a dry system have no water to it? I see where two or more standpipes need to be inter connected,got that, but what I see them wanting to do is provide an FDC to supply the stand pipes only. I would think that we would want water to the stand pipes by a turn of a valve to energize the"dry" system. I know this is a deep subject and I am continuing to educate myself but the structure is in the footing stages and if I need a line from the new hydrant to the standpipe now is the time. I will be posing these questions to owner/contractor as well and require an FPE for answers if need be.This is a "hot" one for me,welcome to Arlington O. As always thank you for your expertise on all that is fire. Hope all is well with you and yours Mike! Richard Karns CBO Building Official City of Arlington 18204 59th DR NE Arlington WA,98223 (360)403-3432 rkarns arlingtonwa.gov .Pk CONFIDENTIALITY NOTE: This message is intended for the use of the individual or entity to which it is addressed, and may contain information that is privileged, confidential and exempt from disclosure under applicable law. Any unauthorized use, distribution, or disclosure is strictly prohibited. If you have received this message in error,please notify sender immediately and destroy/delete the original transmission. Any correspondence from or to this e-mail account may be a public record. Accordingly,this e-mail, in whole or in part, may be subject to disclosure pursuant to RCW 42.56,regardless of any claim of confidentiality or privilege asserted by an external party. 3 I Proper Use of Standpipe System-The Fire Equipment Manufacturers' Association Page 2 of 3 Proper Standpipe Use Remember,only fight a fire when: 1.The fire department has been called. 2. Everyone is safe. 3.The fire is small and does not appear to be spreading. 4.The fire is not between you and the exit. 1 r L 1. Open valve completely. 2. Pull hose entirely off rack (or else water will not flow). 3. Open nozzle. Water will flow when hose is entirely off rack and nozzle is open. http://www.femalifesafety.org/proper-standpipe-use.httnl 6/2/2017 Proper Use of Standpipe System—The Fire Equipment Manufacturers' Association Page 1 of 3 (http://femalifesafety.org) I r (http://femalifesafety.org) ® (https://www.linkedin.com/company/9287908?trk=tyah&trklnfo=idx%3A1-1-1%2Ctarld% 3A1424372568363%2Ctas%3Afire+equipment+man) (http://www.youtube.com/user/FireEquipManufAssoc) $ ,` (http://en.wikipedia.org/wiki/Fire_Equipment_Manufacturers%27_Association) (http://www.siideshare.net/FireEquipmentManufacturersAssociation) Menu IR 6- Hose and . Overview(standpipe-fire-hose-stations.html) i Classes of Standpipes(standpipe-classes.html) 1 Proper Use(proper-standpipe-use.html) i� Inspection&Maintenance(standpipe-inspection-maintenance.html) i Standpipe Quiz(standpipe-quiz.html) http://www.femalifesafety.org/proper-standpipe-use.html 6/2/2017 d x � y a 46 z / z a � `4 � t � N `° O z "sy rt On d � < _ tL trJ r* � zooc� y M ddzy � z y > � °, Cr0 y N Z n N CO a r > It y � z n rt n r t� �• z Z z Z y fD CA 1••� OMEN y ww C eD v do 0 3 tz r is a y tz o 0-3 a00 O O 4 Z 011 po ( > rA I = 3 C7 C7 00 O tiv t, r tTj Cn 00 N r w °. n C 7� 0-4 o r 0 n z 0o y C z o Ln 2 n N 00 � w �n � o H O � �� A�' Sprinkler Head in Elevator Pits Jason — I must have forgot that you designed the building to exempt the sprinkler system requirement and inadvertently made that comment on your plans. I typically note things like that during the architectural plan review because many times the sprinkler submittals miss the elevator pit since it only applies to hydraulic elevators. I have outlined the plan review process below to show how this shouldn't come into play. 2015 IBC Your building is classified as an S-2 Storage S-2 Occupancies are not required to be sprinklered per IBC 903.1.1 unless height and fire area are exceeded The maximum allowable height and fire area is 55' (3 stories) for Type IIB construction and 26,000SF per story (maximum fire area = 78,000SF). As I recall —W y1-Z+ your proposed building is less than this so a sprinkler system would not be required. So, the IBC is the base review document and since your proposed structure did not require a sprinkler system there is no need to access NFPA 13, which is the sprinkler provision for commercial buildings. Section 8.15.5 NFPA 13 regulates Elevator Hoistways and Section 8.15.5.1 states that "Sidewall spray sprinklers shall be installed at the bottom of each elevator hoistway not more than 2 ft above the floor of the pit". Section 8.15.5.2 exempts sprinklers in pits for other than hydraulic elevators. NFPA 13 is clear that sprinklers are required in elevator pits that contain hydraulic piston type elevators, however, since the IBC doesn't require a sprinkler system NFPA cannot be reviewed. Instead, Chapter 30 of the IBC must be reviewed for specific requirements that always apply for elevators. In looking at Chapter 30 it is clear that there are specific requirements for elevators, shafts, equipment rooms, etc. An example is Section 3005.5, which states that "where elevator hoistways are protected with automatic sprinklers....." Received MAY 12 2017 which indicates that if the building doesn't require a sprinkler system then Chapter 30 doesn't mandate sprinklers, hence the word "where". NFPA 13 Section 8.15.5.5 requires a sprinkler at the top of the hoistway, if a sprinkler system is required by the IBC, therefore, Chapter 30 states "where" a sprinkler system is required a shunt trip shall be installed based on this sprinkler in the hoistway. A sprinkler would also not be required at the top of the hoistway being that the IBC does not require the building to be sprinklered. The other regulatory document for elevators is ASME A17.1 and I believe that ASME doesn't require the pit to have a sprinkler due to the potential for water to be introduced into the pit. ASME indicates that "if" a sprinkler is installed in the pit a sump pit and pump must be installed and connected to the plumbing system, which is not allowed by Arlington or Maryville because it could possibly introduce hydraulic fluid into the waste water system. DOE certainly wouldn't allow it to discharge to the storm water system. I also believe that there is a WAC that leaves it up to the AHJ as to whether a sprinkler head is required in the elevator pit. This is because of the inconsistency between NFPA 13 and ASME A17.1. If it is determined that a sprinkler head is required in the pit I would suggest that Marysville be consulted to see if the required sump pump could discharge to the sanitary system. I think their answer would be no and therefore a practical decision of not requiring the head in the pit would be warranted. The Best Western Hotel ended up not putting a sprinkler head in the pit for this very reason. The building was not required to be sprinklered per the code, however the Fire Code still requires fire protection to comply with the fire flow requirements of Appendix'? It was due to the lack of available hydrants and questionable GPM that a "trade-off" for a Class I standpipe system be installed at each stairwell. Because a standpipe system is required it would have to comply with the provisions of NFPA 14 and not NFPA 13. Hope this helps clear up the any confusion - �� 5 /Z / 7 loss SGL i &p �1 i,l SELF Fire Resistance M MR 3901 REGISTERED ARCHITECT D u Qp fin METAL BUILDING MANUFACTURERS ASSOCIATION;; PETER W.SCHROEDER STATE OF WASHINGTON J A N 2 9 2018 Fire Resistance Ratings for? Exterior Walls U. L. Tested and Classified For I and 2 Hours Insurance Bulletin No. 5 explains how insurance The same requirement is in the Standard Building rates for metal buildings are affected by exterior Code published by the Southern Building Code wall construction. Fire Resistive Bulletin #1 (for- Congress International, Inc. (Table 600, note i). merly listed as Insurance Bulletin #6) explains U.L.Design No. U425 details the wall construction how insurance rates can be improved by using U.L. and gypsum wallboard protection. U.L. Design tested and classified 1, 1 '/2 and 2-hour fire protect- U425 is also included in this bulletin. ed columns. As with the fire rated columns, MBMA considers Through meetings and discussions with Insurance this a breakthrough in fire protection research of Services Office headquarters and through field great importance to the designers and users of eco- experience it was determined that although the pro- nomical light steel frame buildings. tected columns were providing an improved insur- ance rate, they were still not producing rates that Design No. U489 would be directly competitive with buildings with Bearing Wall Rating- 1, 1 %and 2 Hr. concrete block exterior walls. Therefore, the MBMA Conunittee on Fire Protection and Related Insurance Matters undertook an engineering analy- sis and testing program to establish fire resistant s rated exterior walls. a i g F D rA d.. These walls are listed by Underwriters Laboratories, Inc. in the 1996 Fire Resistance or Directory as U.L. Design No. U489. In addition to improving fire insurance rates, fire resistant exterior rated walls are helpful in meeting Y building code requirements, including lot line sep- aration and set-back requirements. The BOCA National Building Code published by the Building sECT10N MA 7ECTION @ @ 6ECTION C c Officials and Code Administrators International, Inc. require that exterior walls having a 5 foot or less fire separation to the closest interior lot line,to the centerline of a street or public way or to an ? imaginary line between two buildings on the same property, be rated for exposure to fire from both SECTION D-D 7ECTION E-E sides. Where the fire separation distance is greater than 5 feet, the exterior wall needs only be rated from the inside (Section 705.2). Continued on next page Note: This bulletin was previously released as Insurance Bulletin#16 Metal Building Manufacturers Association MBMA.com -m m Vq Fire Resistance 3901 REG4STERED Bulletin - ARCH(TECT �� METAL BUILDING MANUFACTURER5 ASSOCIATION) PETER W.SCHROEDER STATE OF WASHINGTON 1. Column Protection - See Design Nos. X524 Design No.U425 and X530 for cohimn protection. (For Exterior Walls,Ratings Applicable For Exposure To Fire On Interior Face Only) 2. Girts- "Z" or"C" shape girts fabricated from (See Items 4 and 5) 0.056 to 0.120 in.thick steel.Girts shall be 6 to Bearing Wall Rating-45 Min.,1, 1 '/2 or 2 HR. 10 in. deep with 2 '/2 to 3 in. flanges. INTERIOR WALL 3. Girt Clips - Fabricated from min. 0.115 in. T s thick steel_, angles may be bolted to columns • ,.•. with '/z by 1 '/2 in. bolts and nuts or may be plates shop-welded to columns. a 4. Steel Wall Panels -No. 26 MSG min. coated steel. NORIZOMTAL SI!=0H 5. Wall Construction-See Design No.U425 for EXTERIOR WALL details. -Q(sg1,.Q Pa z a.Top of the wall shall be against the underside �r of roof deck. W:L� b. All openings between top of wall and roof deck are to be filled with UL Classified miner- a (9 IMTESIOR FIRE)SIDE al wool or glass fiber insulation. c. Steel studs in accordance with the specifica- MORIZCNTAL secnoN tions in Design No.U425. HORIZONTAL SECTION 6. Subgirts-Min. 0.020 in. (25 gauge)thick gal- vanized steel, 1 5/16 in. wide on top and 1. Steel Floor and Ceiling Tracks (Not Shown) 2 3/4 in.wide at bottom by 7/8 in. deep(hat sec- -Top and bottom tracks of wall assemblies tion), spaced 48 in. O.C. max. shall consist of steel members,min. No. 20 GSG(0.036 in.thick)galvanized steel or No. 20 MSG(0.033 in. thick)primed steel,that *Bearing the UL Classification Marking provide a sound structural connection between steel studs, and to adjacent assemblies such as a floor, ceiling, and/or other walls.Attached to floor and ceiling assemblies with steel fasten- ers spaced not greater than 24 in.O.C. Continued on next page Metal Building Manufacturers Association MBMA.com Fire Resistance M M. R 3901 F REGWERED ARCMiECT Bulletin METAL BUILDING MANUFACTURERS ASSOCIATION*! �WAH 2. Steel Studs - Corrosion-protected steel studs, both sides of studs or by welded or bolted con- min. 3 '/2 in.wide,min.No.20 GSG(0.036 in. nections designed in accordance with the AISI thick) galvanized steel or No. 20 MSG (0.033 specifications. in. thick) primed steel, cold-formed, shall be designed in accordance with the current edition Lateral Support Members (Not shown) - of the Specification for the Design of Cold- Where required for lateral support of studs, Formed Steel Structural Members by the support may be provided by means of steel American Iron and Steel Institute. All design straps,channels or other similar means as spec- details enhancing the structural integrity of the ified in the design of a particular steel stud wall wall assembly, including the axial design load system. of the studs, shall be as specified by the steel stud designer and/or producer, and shall meet Wallboard, Gypsum* - Gypsum wallboard the requirements of all applicable local code bearing the UL Classification Marking as to agencies.The max. stud spacing of wall assem- Fire Resistance. Applied vertically with joints blies shall not exceed 24 in. O.C. (or 16 in. between layers staggered. Outer layer of 3 O.C.-See Item 5c). Studs attached to floor and layer construction may be applied horizontally. ceiling tracks with `/z in. long Type S-12 pan The thickness and number of layers and per- head, self-drilling, self-tapping steel screws on cent of design load for the 45 min., 1 hr., 1 '/2 hr and 2 hr ratings are as follows: Interior Walls (Wallboard Protection Both Sides of Wall) Number of Layers and Rating Thickness of Boards in Each Layer Percent of Design Load 45 min. 1 layer, 1/2 in. thick 1 hour " 1 layer, 5/8 in. thick 100 %2 hr. 2 layers, %2 in. thick 2 hours * 2 layers; 5/8 in. thick 80 layers, 2 in. thick or 2]ayers,-37 in. thick-- 100 *Ratings applicable to assemblies serving as exterior walls where Classified fire resistive gypsum sheathing type wallboard is substituted on the exterior face. Exterior Walls (Wallboard Protection On Interior Side of Wall) Number of Layers and Rating Thickness of Boards in Each Layer Percent of Design Load 45 min. I layer, 5/8 in. thick 100 1 hour * 2Tayers, 1/2 in -thick 100 2 2 layers, 518 in. thick 100 2 hours *-0 layers-,1/2 in.-thick or 100 layers, in. thick *Bearing the UL Classification Marking Continued on next page Metal Building Manufacturers Association MBMA.corn M ii7l Fire Resistance - R3901 REGISTERED Bulletin CNRECT METAL BUILDING MANUFACTURERS ASSOCIATION: AR 7!FFFI1 See Wallboard Gypsum (CKNX) Category for C.Cementitious Backer Units*- 1/2 or 5/8 in. names of Classified Companies of 1/2 in. or 5/8 in thick, square edge boards, attached to steel thick wallboard. See below for Classified company studs over gypsum sheathing with 1 518 in. of 3/4 in. thick wallboard long, Type S-12, corrosion resistant, self-tap- ping wafer head steel screws,spaced 8 in. O.C. United States Gypsum Co.— Studs spaced a max. of 16 in. O.C. Joints cov- ULTRACODE or Type IP-X3 ered with glass fiber mesh tape. 4. Wallboard, Gypsum* (As an alternate to sid- United States Gypsum Co.- ing, steel siding, brick veneer, or 5/8 in. thick Durock Exterior Cement Board or wallboards in Item 4)-Nom. 3/4 in.thick. Durock Cement Board United States Gypsum Co.-Type AR TEC Inc.-Type TEC United States Gypsum Co.-Type WSX 6. Fasteners (Not Shown) - Screws used to attached wallboard to studs: self-tapping bugle 5. Gypsum Sheathing-For exterior walls,X or head sheet steel type, spaced 12 in. O.C. First 5k in.thick exterior regular gypsum sheathing layer Type S- 12 by 1 in. long for T/2 and 5/8 in. applied vertically and attached to studs and thick wallboard and 1 1/4 in.long for 3/4 in.thick runner tracks with 1 in. long type S-12 bugle wallboard. Second layer Type S-12 by 1 5/8 in. head screws spaced 12 in. O.C. along studs long for in. and 5/8 in. thick wallboards and and tracks. One of the following exterior fac- 2 11/4 in. long for 3/4 in. thick wallboard. Third ings are to be applied over the gypsum sheath- layer Type S-12 by 1 7/8 in. long. ing. A. Siding, Brick,or Stucco—Aluminum sid- 7. Batts and Blankets* - Placed in stud cavities ing, steel siding, brick veneer, or stucco of all exterior walls.May or may not be used in attached to studs over gypsum sheathing and interior walls. Any glass fiber or mineral wool Batt material bearing the UL Classification meeting the requirements of local code agen- Marking as to Fire Resistance,of a thickness to ties. When amin. 3 3/4 in. thick brick veneer completely fill stud cavity. See Batts and facing is used, the Exterior Wall Rating is Blankets (BZJZ) Category for names of applicable with exposure on either face. Brick veneer wall attached to studs with corrugated Classified Companics. metal wall ties attached to each stud with steel screws, not more than each sixth course of g• Vinyl Tape and Compound (Not Shown) - brick. or casein, dry or premixed joint com- pound applied in two coats to joints and screw- B. Mineral and Fiber Boards* - Exterior heads of out layer. Perforated paper tape, 2 in. hardboard paneling, chemically treated over wide, embedded in first layer of compound gypsum sheathing with primed or finished over all joints of outer layer. face,7/16 in.thick by 48 in.wide.Attached to studs over gypsum sheathing with 1 7/8 in. *Bearing the UL Classification Marking long bugle head TEK fasteners 16 in. O.C. at the intermediate supports. Or, exterior lap sid- Additional Information: ing,chemically treated, 7/16 in.thick by 8 in. Metal Building Manufacturers Association, Inc. or 12 in.wide.Attached to studs with 1 7/8 in. 1300 Sumner Avenue • Cleveland, Ohio 44115-2851 long, bugle head Type TEK fasteners at each l 216-241-7333 • 216-241-0105 (fax) lap. Panels lapped minimum 1 in. Email: mbma@mbma.com Masonite Corp.-Type FT Website: www.mbma.com Metal Building Manufacturers Association MBMA.com Richard Karns From: Steve Peiffle <steve@snolaw.com> Sent: Monday, May 22, 2017 2:32 PM To: Marc Hayes; Richard Karns;Tom Cooper Cc: Paul Ellis; Michael C.Walter Subject: FW: McDaniel Attachments: IBC S use commodities.pdf For your information. I played a few rounds of phone tag before sending this to McDaniel's attorney. Will advise when I have a response. Steven J. Peiffle Bailey, Duskin&Peiffle, P.S. P.O. Box 188 Arlington,WA 98223 steve(dsnolaw.com www.snolaw.com 360-435-2168 fax 360-435-6060 NOTICE: This communication may contain privileged or other confidential information. If you are not the intended recipient,or believe that you have received this communication in error, please do not print,copy, retransmit,disseminate,or otherwise use the information. Also, please indicate to the sender that you have received this email in error,and delete the copy you received.Thank you. From:Steve Peiffle [mailto:steve@snolaw.com] Sent: Monday, May 22, 2017 2:30 PM To: Richard Stephens<stephens@sklega1.pro> Subject: RE: McDaniel Dick, sorry we haven't connected by phone. In the interests of time, and because we want to make sure the lines of communication are open, I wanted to give you a "heads up" about a potentially significant finding that the City's building official has identified which may create liability issues. In the interests of avoiding surprises and trying to keep the project moving forward, I wanted to summarize the issue for you to discuss with your clients. It would be our desire and suggestion to have an in-person meeting with your client and his consultant(s) and the city staff to make sure we can be on the same page with this. The issue is that the project was not properly identified by the architect on the building plans. If you look at the plans which are attached to the Settlement Agreement as Exhibit A, the project was classified as a "Building Type: S-2 II-B Table 601" (page A1.O of the plans). A building type S-2 is a low hazard storage facility with largely non-flammable items; building type S-1, which the project should have been classified under, is a moderate hazard storage facility with items typical of storage in this type of facility(e.g.,furniture, mattresses, clothing, books, etc.). The attachment to this email from the International Building Code explains the difference further. As I understand it, the difference between the two types of occupancy is that an S-1 building type requires sprinklers, alarms,fire-pump and backup power for the fire-pump due to low pressure issues on Marysville water service,while an S-2 occupancy permit does not. `Tv However, in the event of a fire, one of our biggest concerns is that if the building is not sprinklered, first responders will be unable to know, due to the size of the facility and number of units, where to pull hoses from, and the lack of potential audible and visual devices will endanger members of the public that could be in the facility. This initially came up in the context of the discussion of the elevator details. There are notes on the existing plans (Sheet A9 to the Settlement 1 Agreement) that state "Note: Cony.actor(T.B.D.) shall confirm elevator vender [sic] and all elevator specifications and dimensions." The City does not know at this time exactly what type of elevator is proposed. Sheet A9,elevator sheet,is marked for "Reference Only" but does show an oil shut off valve; hence the note on the existing plans(I believe by Chris Young) reading "hydraulic requires sprinkler in pit" as required by NFPA 18.15.5.1. The plans attached in the settlement agreement reference also evidenced the developer's intention to delay submission of a large number of plans until a later date (see p.A1.0, which notes: ADDITIONAL PERMITS REQUIRED: PER IBC 106.3.4.2 THE ARCHITECT HAS ELECTED TO DEFER THE SUBMITTAL OF CERTAIN ELEMENTS OF THE BUILDING DESIGN AS IDENTIFIED IN THE DEFERRED SUBMITTAL LIST. ... PRIOR TO SUBMITTING THE DETAILS AT A LATER TIME,THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL REVIEW THE DETAILS AND THEN FORWARD THEM TO THE BUILDING DEPARTMENT WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS AND DETAILS HAVE BEEN REVIEWED AND BEEN FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTILTHE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT." The deferred submittal list indicates "FIRE ALARM SYSTEM" among the deferred submittals. Because it is not the City's desire to unnecessarily delay the project,the City would like to suggest a meeting ASAP to review the required alarm system for the project that may permit the City to avoid reclassification of the building. We believe it would require that there be a full fire alarm, audible and visual devices, and re-review of the exiting requirements for high/low signage as required for an R-1 due to the elevated hazard if no sprinklers are installed. Basically,the City wants to make sure all parties are on the same page, but because these are potentially significant life/safety issues, we want them addressed before the project gets too far down the road. Please advise if you believe the presence of attorneys will be required for this meeting and if you would like to attend, or if you would like your client to be able to meet with staff separately(I would not plan to attend unless you planned to). I want to reiterate the City staff was not aware of this issue prior to this time; as I understand it the issue just came up last week in discussions about the elevator with your client. Please feel free to call me to discuss if you like. Steven 1. Peiffle Bailey, Duskin &Peiffle, P.S. P.O. Box 188 Arlington,WA 98223 steve0snolaw.com www.snolaw.com 360-435-2168 fax 360-435-6060 NOTICE: This communication may contain privileged or other confidential information. It you are not the intended reclplent,or believe that you have received this communication in error, please do not print,copy, retransmit,disseminate,or otherwise use the information. Also, please indicate to the sender that you have received this email in error,and delete the copy you received.Thank you. From: Richard Stephens [ma ilto:stephens@sklega1.pro] Sent: Wednesday, May 03, 2017 2:14 PM To:Steve Peiffle<steve@snolaw.com> Subject: RE: McDaniel Our EIN is 91-1896808. Dick Richard M. Stephens 2 j 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 00' C7C OTe ST 20611 67th Ave.NE. Unit A.Arlington,WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Soil Observation Report PROJECT: Cascade NW Self Storage JOB M 16-0705 ADDRESS: 4125 172nd Street NE,Arlington,WA REPORT M S0002 PERMIT M DATE: 5/24/2017 CLIENT: Mariner Holdings PAGE M 1 of 2 CONTRACTOR: D&D Construction INSPECTOR: Brandon Defibaugh OBSERVATION OF:Footing Subgrades GeoTest was on site as requested to examine footing subgrade conditions at the above location. These areas (highlighted in figures 1 and 2) were excavated into the native glacial outwash material. This orange and brown silty sand (detailed in the geotechnical report dated 2/16/16)was free of organics and did not display any areas of extreme wetness. Footing subgrade areas were probed using a pointed 3/8th inch steel rod under full body weight. Overall, penetration observed ranged from 1 to 3 inches throughout. Based on these observations, the material observed today appears to be in a firm and unyielding condition. As detailed in the "Allowable Bearing Capacity" section of the geotechnical report, the maximum net allowable soil bearing pressure for firm and unyielding Glacial Outwash is 2,000 psf. This "net allowable bearing pressure" (dead + live loads) may be increased by one-third (2660 psf)for transient wind or seismic loads. Based on these observations at the time of this visit, this material appears to be in a condition suitable for continued construction. COPIES: Mariner Holdings - Reviewed by This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,lest and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,Including obtaining approval from the design authority and owner prior to proceeding with any change In the work scope and/or any associated costs. I 741 Marine Drive,Bellingham, WA 98225 www.gootest-inc.com ewGlICGOTG ST 20611 67th Ave.NE.Unit A.Arlington,WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Soil Observation Report PROJECT: Cascade NW Self Storage JOB#: 16-0705 CLIENT: Mariner Holdings REPORT#: S0002 CONTRACTOR: D&D Construction PAGE M 2 of 2 Figure 1: Column and elevator j footing excavations inspected. r r 1 L� T � Figure 2: Additional column footing areas inspected 1 ------ I 1 (North end of building). I I I I I-, I , i , .• :� I I I I � I I i I I I I i I i 741 Marine Drive,Bellingham, WA 98225 www.geotest-ino.com evOeoTe 5T 20611 67th Ave.NE.Unit A.Arlington,WA 98223 phone:(360)733,7318 toll free:(888)251.5276 fax:(360)733.7418 Soil Observation Report PROJECT: Cascade NW Self Storage JOB#: 16-0705 ADDRESS: 4125 172nd Street NE,Arlington,WA REPORT#: S0002 PERMIT#: DATE: 5/24/2017 CLIENT: Mariner Holdings PAGE#: 1 of 2 CONTRACTOR: D&D Construction INSPECTOR: Brandon Defibaugh OBSERVATION OF:Footing Subgrades GeoTest was on site as requested to examine footing subgrade conditions at the above location. These areas (highlighted in figures 1 and 2)were excavated into the native glacial outwash material. This orange and brown silty sand (detailed in the geotechnical report dated 2/16/16) was free of organics and did not display any areas of extreme wetness. Footing subgrade areas were probed using a pointed 3/8th inch steel rod under full body weight. Overall, penetration observed ranged from 1 to 3 inches throughout. Based on these observations, the material observed today appears to be in a firm and unyielding condition. As detailed in the "Allowable Bearing Capacity" section of the geotechnical report, the maximum net allowable soil bearing pressure for firm and unyielding Glacial Outwash is 2,000 psf. This "net allowable bearing pressure" (dead + live loads) may be increased by one-third (2660 psf)for transient wind or seismic loads. Based on these observations at the time of this visit, this material appears to be in a condition suitable for continued construction. Received MAY 262017 FAD lo—an COPIES: Mariner Holdings •= RevWwed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendauons. The Contractor retains sole responsibility for the methods, operations and sequences of construction,Including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. '; .' : r 741 Marine Drive,Bellingham,WA 98225 www,geotest-inc.com r ' GG OT(aST 20611 67th Ave.NE. Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(868)251.5276 fax:(360)7317418 Soil Observation Report PROJECT: Cascade NW Self Storage JOB#: 16-0705 CLIENT: Mariner Holdings REPORT#: S0002 CONTRACTOR: D&D Construction PAGE#: 2 of 2 Figure 1: Column and elevator i - _• - footing excavations inspected. i r r Figure 2: Additional column footing areas inspected - •------ (North end of building). ;;; 6 1 I I I i I I 1.1 11 I A f- I . t•; �3 I t I•I �-- ai e 1 I�1 f 1 1-1 t 1 1 t + I.I + 1 I 1 I.f yl i 1m&j0IFM6iX. r. A NL . Elm J im ME 0 A— ■ • 1 2 ■ ti on ' ..■ r 1 ■ 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com MYGG OTG ST 20611 67th Ave.NE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251,5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Cascade NW Self Storage JOB M 16-0705 ADDRESS: 4125 172nd Street NE,Arlington,WA REPORT M FDO03 PERMIT M DATE: 2/10/2017 CLIENT: Mariner Holdings PAGE M 1 of 2 CONTRACTOR: D&D Construction INSPECTOR: Brandon Defibaugh Compaction Of: Structural Fill for Building Pad Field Data: Depth/ DTl Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) Kimm, --. Fall 9 North Section,see fig.1 2 DT/8 143.1 89 131.4 1 99 95 P 10 North Section,see fig,1 2 DT/8 1404 9.4 128.4 1 97 95 P 11 SE Comer,see fig 2 2 DT/10 138.9 7.8 128,9 1 97 95 P 12 SE Comer Perimeter,see fig.2 2 DT/8 135.8 8.2 1 125.6 1 95 95 P F Lab Max. Dry Optimum Retained Sample I Soil Type Source Density Moisture On#4 Test # (pef) N N Method 1.2891A PG Send w/Gravel East Valley S&G 132.7 6.2 43 ASTM D1557ID4718 2- i 0.0 None 3- 0.0 None Gauge Make/ModeuSerial#: Troxler/3440/22281 I MID Standard Count: 600/1935 r= Comments: All test locations and depths are approximate. Elevation approximated relative to original ground level. GeoTest was on site as requested to perform compaction testing on structural fill. Material was placed and compacted using a single drum vibratory roller prior to visit. See Fig. 1 and 2 for test locations. Previously failing shots (6/7 in GeoTest report#FD002) were revisited at today's visit (fig. 2). All tests were found to meet compaction requirements as per specification. COPIES: Manner Holdings Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. eef .1p low ,j 741 Marine Drive,Bellingham,WA 98225 www.geotest-inc.com 09' GG OTG 5T 20611 67th Ave.NE. Unit A.Arlington, WA 98223 phone:(360)733.7316 toll free:(888)251.6276 fax:(360)733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Cascade NW Self Storage JOB#: 16-0705 CLIENT: Mariner Holdings REPORT#: FDO03 CONTRACTOR: D&D Construction PAGE#: 2 of 2 Figure 1: Test locations (green dots) in the Northr —T" NOW portion of the building pad. •Ins wr_dc-s w '•rum ngmt sa(IyT: M+TiI svao/i- .al�swr wvo cwr nx r/aw!ofto Aw-0.1M wY t-i/2m C.-:.-!.5*V M Ks&CPA w c.lT+w MTAU MA- 1.6 m 1 t.00r1 ON.is {(-rp1Aq Dq'te{i 1lr [rf'[u SD:q/[r .rawt ds -(w nsvr rrTttf- MR IA coo an7r1' 'r-41.Wi. fW- iXV Tr YAP' r 1-):.NJ r r-11TW r'Ro R'14 1W. r/Y':WPL N"t P T rIf;i Hitt!)AR(.YJ IRY/V1tY[ �� rr iVSTlt/RIL S!ifH Ll9'Ji LJi17C4��� Figure 2: Tests in SE corner(green dots)for retesting previously failing tests. S II X TESL z5e rao' t hV 7 14 AIVV4 tVjAC►Q r ry _ _ � _ _ J I� I I11 - + I � I 1 I III I - � - - - I - + - - _ .� - r I .I I � I III 1 I� � • I _- . I I 1 I 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com C p OTG ST 20611 671h Ave.1JE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(866)251.6276 fax:(360)733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge '` ASTM D6938 PROJECT: Cascade NW Self Storage JOB M 16-0705 ADDRESS: 4125 172nd Street NE,Arlington,WA REPORT M FDO02 PERMIT#: DATE: 1/26/2017 CLIENT: Mariner Holdings PAGE#: 1 of 2 CONTRACTOR: TBD INSPECTOR: Justin Brooks Compaction Of: Structural Fill for Building Pad Field Data: Depth/ DT/ Wet Field I Dry Compaction Testl Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # MR110.. - . Fall 5 East Central Building Perimeter,See Attached Image +0 5 DT/6 136.0 6.6 127.6 1 96 95 P 6 Southeast Building Comer,See Attached Image A DT/8 132.5 7.2 123.5 1 93 95 F 7 Southeast Building Comer,See Attached Image -1 DT/8 132.2 7.3 123.2 1 93 95 F 8 Southern Building Perimeter,See Attached Image +0.5 DT/8 136.7 7.4 127.3 1 96 1 95 P Lab Max.Dry Optimum Retained Sample Soll Type Source Density Moisture On#4 j Test # (pcf) N (%) i Method 1-2891A PGS w/Gravel East Valley S&G 132.7 6.2 43 ASTM 0755704718 2- 0.0 None 3- 0.0 None Gauge Make/Model/SeriaW Troxler/3450/473 !M/D Standard Count: 1147/5672 Comments: GeoTest Services was on site as requested to perform compaction testing on structural fill. Please refer to the image on the following page for test locations. Tests 6 and 7 failed to meet 95% compaction. The client and owner were on-site at the time of testing and aware of the test results. COPIES: Mariner Holdings — Reviewadby This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc The above test results relate only to the sample(or location)tested, TZ MAY 2.6 W lW .r��. r a „, r� �ti �. 741 Marine Drive,Bellingham, WA 96225 www.geotesf-inc.com OeoTG ST 20611 67th Ave.NE. Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(868)251.5276 fax:(360)733.7418 FIELD DENSITYIMOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Cascade NW Self Storage JOB#: 16-0705 CLIENT: Mariner Holdings REPORT M FDO02 CONTRACTOR: TBD PAGE#: 2 of 2 xsrnu tr 9 w pw w-w w/wro txos x S 8Et s--,ODO r7isr wsT*A x TE5 {71 e6 !d 6le f . SD4-X� W/ 'di ew 1� t 5+0,0C►7 F//RT PWALL t- I- r M if, a-*up-35 r/07 f.�o.ato rr/n 1 ' i VKWAel, aA sm+Qu naw "WX -i E-IN.l'S — r � `k+,.�_Tm,5'0 x TEST-396 X TEST 2 ft \yrssc T VX MiYrIL4/1pN facunes 13' $D S£il9h:K t 4' ASJ71il,f 7�rj1'/j/f7fT Rtiii.�w171tIM S>Ei".�`?�'�D��R..R'VZ"'J�b�T � � i _ r l - � _ _ . _ � , 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com — 20611 67th Ave.NE. Unit A.Arlington, WA 98223 C7e0Te5FT phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Cascade NW Self Storage JOB#: 16-0705 ADDRESS: 4125 172nd Street NE,Arlington,WA REPORT#: FD001 PERMIT#: DATE: 1/25/2017 CLIENT: Mariner Holdings PAGE#: 1 of 2 CONTRACTOR: TBD INSPECTOR: Sean Rogerson Compaction Of: Structural Fill For Building Pad Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (Pcf) # •-. • Fail 1 E Central Corner of Building •1 DT/12 138.6 6.4 130.2 1 98 95 P 2 East Side of Building -1 DT/12 136.1 7.1 127.1 1 96 95 P 3 SE Comer of Building -1 DT/12 1354 6.2 127.5 1 96 95 P 4 Middle of Building -1 DT/12 134.9 6.3 126.9 1 96 95 P Lab i MaxDry Optimum Retained sample Soil Type Source Density Moisture I On#4 Test # (pcf) N N I Method 1-2891A PIGS w/Gravel East Valley S&G 132.1 6.2 43 ASTM D1557/D4718 2- 0.0 None 3' 1 _ F 0.0 None Gauge Make/ModeUSerial#: Troxler 3430/19417 M/D standard Count: 594/1676 Comments: GeoTest was on site as requested to perform compaction testing on structural fill at the above-mentioned locations. All tests met the compaction requirement. Elevations were measured from top of subgrade. I COPIES:Mariner Holdings Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. ��l0� .., ...- - ' � r�� 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com OeOTe5T 20611 67thAve.NE. Unit.A.Arlington,WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge *ASTM D6938 PROJECT: Cascade NW Self Storage JOB#: 16-0705 CLIENT: Mariner Holdings REPORT#: FDO01 CONTRACTOR: TBD PAGE#: 2 of 2 Image of civil plans indicating approximate locations .of tests. Test 1-3 were located in the footing line. z �f lid 172^ ',C IM i r j ,� w.i:.rt:y w:CaHWA r 3r.=ai`yT--Sac••:+1se�3l�Ft��=14�4'T,a1'��—ah3a i / _`� — ;. ' _ � �� _ '-�. _ " - I ' I I `WJ W II V l LIJ U ~ o � I � m �^ cn O IVl U N Q �fi v� O ` I a w L F-- \o' 30" coo W O x d , � � o a m W g 8 00 � 0 a_ ak � "ti CT3 vn x /'3 V T %' . - r - - �� r ' � ,, I - - i Y ' I 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com OeO_ 20611 671h Ave.NE. Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Soil Observation Report PROJECT: Cascade NW Self Storage JOB#: 16-0705 ADDRESS: 4125 172nd Street NE,Arlington,WA REPORT#: S0001 PERMIT#: DATE: 1/20/2017 CLIENT: Mariner Holdings PAGE#: 1 of 2 CONTRACTOR: TBD _ INSPECTOR: Brandon Defibaugh OBSERVATION OF:Subgrade GeoTest was on site, as requested to check subgrade conditions at the above location before filling begins. At the time of visit, the sandy subgrade present in the majority of the site appeared to be in a firm and unyielding condition free of organics and not containing any muddy or wet zones (fig. 1). Though GeoTest was not present for the installation, the drainage consisting of course rock along most of the perimeter and in the middle of the site appeared to be installed per plans. In the Northeast corner of the site, there were a few large organics. GeoTest recommended that these be removed prior to filling. Additionally, in the very Southeast comer there was a —10'x10' area which required more fill and compaction in order to match the surrounding grade. Mariner Holdings was made aware of both of these recommendations. GeoTest would also recommend traffic control while filling, in order to limit the compaction of the native subgrade and protect its permeability. At this time, the subgrade appears to be in suitable condition for continued construction. COPIES:Mariner Holdings Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. Geo-resrs representatives are on-site to observe,lest and provide recommendations.The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope andlor any associated costs. lr:`eceived MAY 2 6 2017 W[0 2,00 •} 1� ` 741 Marine Drive,Bellingham,WA 98225 www.geolest-inc.com V 1 eO e 5 , 20611 67th Ave.NE,Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Soil Observation Report PROJECT: Cascade NW Self Storage JOB M 16-0705 CLIENT: Mariner Holdings REPORT M S0001 CONTRACTOR: TBD PAGE M 2 of 2 Figure 1: Sandy subgrade condition. Course rock drainage visible to right and in background. Picture i facing North. d 1 U 1 • I , I r I ■ I -r IeL - NO r. Or 1 # ti ir NO 1 M - � ' L ■ I ■ ' "00 ■ ti I' i ■� = I a A ■ I - I 1 ■ ■ - • Pre-Con Participants Name PhoneContact Signature L _ c s�7 ,r -• it Citoof Arlington Communitv & Economic Development April 23, 2017 Pre-Construction Meeting for Cascade Self Storage NM 4125 172"d Street NE Arlington WA, 98223 Parcel# 31052100305400 Owner: 172"d Holdings LLC Applicant: Jason McDaniel Contractor: Jason McDaniel Project Description: The Structural scope of work for this consists of: ® The design of a three story light gauge steel framed storage building • The gravity system for the buildings consist of a light gauge steel framed roof, concrete on metal floors supported by light gauge steel framed walls The lateral system for the building of a simple roof and floor diaphragms and a light framed shear wall system Handouts provided; • Inspection requests • Special Inspections required • Working hours — City of Arlington Standards �'� C-� ' . L Cit-VT Of Arlington Community & Economic Developrr Attention March 23, 2017 RE: Inspection Requests EFECTIVE: Immediately To whom it may concern, All inspections are to be called in by 4:00 PM the day prior the inspection is to be completed. The inspections will be retrieved off the call line each morning and written on the inspection log sheet. It is the intent of the inspectors to do our best to achieve the requested time for the inspection with priority given to concrete and dirt work as equipment is usually involved with these requests. AM,(8-12) or PM,(1-4) requests will be accepted for these time sensitive inspections, all other inspections will be done as soon as practical. The City of Arlington understands that on occasion there are difficulties that arise in the construction industry and the Community and Economic Development team is here to assist you. Please understand that as the city expands that our staff is requested too many sites throughout the day and we will do our very best to meet your needs. �'i . .� Citaof Arlington Community & Economic Development May 22, 2017 Jason McDaniel C/O 172nd Holdings LLC. 165 Beachwood Ave Camano Island WA, 98282 Re: Special Inspection Requirements for Project Located at 4125 172nd ST NE Arlington WA, 98223 Mr. McDaniel, 172nd ST Holdings LLC, Please be advised as per the 2015 International Building Code, (IBC), the following special inspections shall be completed by an approved third party entity. Per Structural Sheet 51.0, "Special Inspection Statement: "A": TO BE USED IN CONJUNCTION WITH CHAPTER 17 OF THE 2015 IBC." Said approved third party inspection agency shall include the City of Arlington as a recipient of all third party documents in their entirety. Required inspections are; 1. 1705.6—Soils— shall achieve design as stated at 2660 PSF 2. 1705.3 - Concrete—shall achieve design values of the following; (1) Footings (2) Structural slab (3) Corrugated Pan Decking Slabs 3. 1705.4—Masonry and Grout—Asper design on Sheet S1.0 "MASONRY". 4. 1705.12.1.1—Structural Steel Seismic force-resisting systems, 1705.12.3—for Cold-formed steel light- frame construction. 1705.12.4—Designated seismic systems 5. 1705.12.9— High Strength Bolting Should you have any questions and or comments please contact me during normal business hours at 360.403.3432 or -xanrs@arlingtowA/a.g,.,.­, or at my office located at 18204 59th DR NE. Richard Karns CBO Building Official, Arlington CHAPTER i GENERAL CONDITIONS July 2003 Grading in Cultural Areas Stillaguamish Tribe Section 10 Permit U.S. Army Corps of Engineers Section 404 Permit U.S.Army Corps of Engineers On-Site Sewage and Well Permits Snohomish County Health District Right-of-Way Permit Snohomish County Public Works Street Light Plan Approval Snohomish County PUD Water/Sewer Permits City of Marysville Public Works Mailbox Approval U.S. Postmaster(Arlington Station) 1-5 LEGAL RELATIONS AND RESPONSIBILITIES The permittee shall at all times comply with all Federal, State and Local laws and ordinances, and any regulations which in any manner affect the project. The permittee and their contractor shall release, indemnify and promise to defend and hold harmless the City,its officers,employees and consultants from and against any and all liability, loss,damage,expense,actions and claims,including costs and reasonable attorney fees incurred by the City in defense thereof, asserting or arising directly or indirectly on account of any violation of laws,ordinances or regulations whether such violations are by the contractor,their subcontractors, their employees, or their agents. 1-6 CONSTRIUCTION HOURS Except in the case of emergency or unless otherwise approved by the City,per AMC 11.01.120, the normal hours for construction and development activity, or operation of any heavy equipment shall be between 7:00 am and 7:00 pm,Monday through Saturday.No construction is allowed on Sunday or the following City recognized holidays. New Years Day Presidents Day Independence Day Veterans Day Martin Luther King birthday recognition Memorial Day Labor Day Thanksgiving and the Friday after Christmas Day CITY OF ARLINGTON 1-23 STANDARDS AND SPECIFICATIONS • r 0® Bailey, Duskin & Peiffle, P.S. ATTORNEYS AT LAW STEVEN J.PEIFFLE 103 NORTH STREET PHONE(360)435-2168 Steve@snolaw.com POST OFFICE BOX 188 FAX (360)435-6060 ARLINGTON,WA 98223-0188 May 15, 2017 Mr. Richard Stephens Stephens & Kling, LLP 10900 NE 8th Street, Suite 1325 Bellevue, WA 98004 Via email and USPS to: step lie nsCubsklegal.pro Re: McDaniel/Cascade Northwest Self Storage— City of Arlington Our File No. 27-679 Dear Mr. Stephens: Mr. McDaniel's consultant (Kent Boyd) last week provided City staff with a newly written letter from Christopher Young which purported to be an explanation or interpretation pertaining to the City's permit process. Because Christopher Young is no longer employed by or working for the City, he has absolutely no standing or legal authority to speak on behalf of the City, or to provide advice to Mr. McDaniel or his contractors regarding the development project. Any and all questions your client has regarding this project need to be addressed to current City staff. We request that you immediately forward a copy of this letter to Mr. McDaniel to ensure that this is made clear to him and to his contractors. Very truly yours, BAILEY, DUSKIN & PEIFFLE, P.S. S eve J.',Peiffle SJP/emn cc: Brad Cattle, Esq. client I M l 8.15.5 Elevator Hoistways and Machine Rooms. 8.15.5.1_ Sidewall spray sprinklers shall be installed at the bottom of each elevator hoistway not more than 2 ft (600 mm)above the floor of the pit. 8.15.5.2 The sprinkler required at the bottom of the elevator hoistway by B.15.5.1 shall not be required for enclosed, noncombustible elevator shafts that do not contain combustible hydraulic fluids. 8.15.5.3 Automatic fire sprinklers shall not be required in elevator machine rooms,elevator machinery space control spaces,or hoistways of traction elevators installed in accordance with the applicable provisions in NFPA 101 ,or the applicable building code,where all of the following conditions are met: • (1) The elevator machine room, machinery space, control room, control space, or hoistway of traction elevator is dedicated to elevator equipment only. (2) The elevator machine room, machine room, machinery space, control room, control space, or hoistway of traction elevators are protected by smoke detectors, or other automatic fire detection, installed in accordance with NFPA 72 . • (3) The elevator machinery space, control room, control space, or hoistway of traction elevators is separated from the remainder of the building by walls and floor/ceiling or roof/ceiling assemblies having a fire resistance rating of not less than that specified by the applicable building code. • (4) No materials unrelated to elevator equipment are permitted to be stored in elevator machine rooms, machinery spaces, control rooms, control spaces, or hoistways of traction elevators. • (5) The elevator machinery is not of the hydraulic type. ELEVATORS AND CONVEYING SYSTEMS enclosed with fire barriers constructed in accordance with 4. Where fire service access elevators are provided, Section 707 or horizontal assemblies constructed in actor- enclosed elevator lobbies shall comply with Section dance with Section 711, or both. The fire-resistance rating 3007.6. shall be not less than the required rating of the hoistway 5. Where occupant evacuation elevators are provided, enclosure served by the machinery.Openings in the fire bar- enclosed elevator lobbies shall comply with Section riers shall be protected with assemblies having a fire protec- 3008.6. tion rating not less than that required for the hoistway enclosure doors. 3006.2 Hoistway opening protection required. Elevator hoistway door openings shall be protected in accordance with Exceptions: Section 3006.3 where an elevator hoistway connects more 1. For other than fire service access elevators and than three stories, is required to be enclosed within a shaft occupant evacuation elevators, where machine enclosure in accordance with Section 712.1.1 and any of the rooms,machinery spaces,control rooms and control following conditions apply: spaces do not abut and have no openings to the 1. The building is not protected throughout with an auto- hoistway enclosure they serve, the fire barriers con- matic sprinkler system in accordance with Section strutted in accordance with Section 707 or horizon- 903.3.1.1 or 903.3.1.2. tal assemblies constructed in accordance with 2. The building contains a Group I-1 Condition 2 occu- Section 711, or both, shall be permitted to be reduced to a 1-hour fire-resistance rating. panty. ' 2. For other than fire service access elevators and 3. The building contains a Group I-2 occupancy. occupant evacuation elevators,in buildings four sto- 4• The building contains a Group I-3 occupancy. ries or less above grade plane where machine room, 5. The building is a high rise and the elevator hoistway is machinery spaces,control rooms and control spaces more than 75 feet(22 860 mm)in height.The height of do not abut and have no openings to the hoistway the hoistway shal I he measured from the lowest floor to I enclosure they serve,the machine room, machinery the highest floor of the floors served by the hoistway. spaces, control rooms and control spaces are not Exceptions- required to be fire-resistance rated. 3005.S Shunt trip. Where elevator hoistways, elevator 1. Protection of elevator hoistway door openings is not ]� machine rooms, control rooms and control spaces containing required where the elevator serves only open park- ing garages in accordance with Section 406.5. elevator control equipment are protected with automatic sprinklers,a means installed in accordance with Section 21.4 2. Protection of elevator hoistway door openings is not of NFPA 72 shall be provided to disconnect automatically the required at the level(s) of exit discharge, provided main line power supply to the affected elevator prior to the the level(s) of exit discharge is equipped with an application of water. This means shall not be self-resetting. automatic sprinkler system in accordance with Sec- The activation of automatic sprinklers outside the hoistway, tion 903.3.1.1. machine room, machinery space, control room or control 3. Enclosed elevator lobbies and protection of elevator space shall not disconnect the main line power supply. hoistway door openings are not required on levels 3005.6 Plumbing systems. Plumbing systems shall not be where the elevator hoistway opens to the exterior. located in elevator equipment rooms. 3006.3 Hoistway opening protection.Where Section 3006.2 ** requires protection of the elevator hoistway door opening,the protection shall be provided by one of the following: SECTION 1. An enclosed elevator lobby shall be provided at each ELEVATOR LOBBIES AND floor to separate the elevator hoistway shaft enclosure HOISTWAY OPENING PROTECTION doors from each floor by fire partitions in accordance 3006.1 General. Elevator hoistway openings and enclosed with Section 708. In addition, doors protecting open- elevator lobbies shall be provided in accordance with the fol- ings in the elevator lobby enclosure walls shall comply lowing: with Section 716.5.3 as required for corridor walls. 1. Where hoistway opening protection is required by Sec- Penetrations of the enclosed elevator lobby by ducts tion 3006.2,such protection shall be in accordance with and air transfer openings shall be protected as required Section 3006.3. for corridors in accordance with Section 717.5.4.1. 2. Where enclosed elevator lobbies are required for under- 2. An enclosed elevator lobby shall be provided at each ground buildings, such lobbies shall comply with Sec- floor to separate the elevator hoistway shaft enclosure tion 405.4.3. doors from each floor by smoke partitions in accor- dance with Section 710 where the building is equipped 3. Where an area of refuge is required and an enclosed throughout with an automatic sprinkler system installed elevator lobby is provided to serve as an area of refuge, in accordance with Section 903.3.1.1 or 903.3.1.2. In the enclosed elevator lobby shall comply with Section addition, doors protecting openings in the smoke parti- 1009.6. tions shall comply with Sections 710.5.2.2, 710.5.2.3 2015 INTERNATIONAL BUILDING CODE® 577 03 77 > > 2 \ / 1:1� J -0 $ \ - \ S \ _0 E � e / m 0 i ? / ±2 . _ 9 k n D / _ em M \2 / :T \ / CL n / & -02 < x < $ _ � ( 9 ® z © ( G \ 0 / > rD > \ \ / / > ®' g. 2 k ± rD/ ( / ƒ Q- of gJ 0 ) % ±\ 0 / ? � \ = f aj % © / n / m CL e ] ± 2 @ _ og. / / \ CD G) 3 BCD CD 0 � $ 7 y2 = tea (D f rD 1 USE AND OCCUPANCY CLASSIFICATION —) ^) 310.5.1 Care facilities within a dwelling. Care facilities Motor vehicle repair garages complying with the for five or fewer persons receiving care that are within a maximum allowable quantities of hazardous materials single-family dwelling are permitted to comply with the listed in Table 307.1(1)(see Section 406.8) International Residential Code provided an automatic Photo engravings sprinkler system is installed in accordance with Section Resilient flooring 903.3.1.3 or with Section P2904 of the International Resi- Silks dential Code. Soaps 310.6 Residential Group R-4. This occupancy shall include Sugar buildings,structures or portions thereof for more than five but Tires,bulk storage of not more than 16 persons, excluding staff, who reside on a Tobacco,cigars,cigarettes and snuff 24-hour basis in a supervised residential environment and Upholstery and mattresses receive custodial care. The persons receiving care are capa- Wax candles ble of self-preservation. This group shall include,but not be 311.3 Low-hazard storage, Group S-2. Includes, among limited to,the following: others, buildings used for the storage of noncombustible Alcohol and drug centers materials such as products on wood pallets or in paper cartons Assisted living facilities with or without single thickness divisions; or in paper wrap- Congregate care facilities pings. Such products are permitted to have a negligible Convalescent facilities amount of plastic trim, such as knobs, handles or film wrap- Group homes ping. Group S-2 storage uses shall include,but not be limited Halfway houses to, storage of the following: Residential board and custodial care facilities Asbestos Social rehabilitation facilities Beverages up to and including 16-percent alcohol in Group R-4 occupancies shall meet the requirements for metal,glass or ceramic containers construction as defined for Group R-3, except as otherwise Cement in bags provided for in this code. Chalk and crayons Dairy products in nonwaxed coated paper containers Dry cell batteries SECTION 311 Electrical coils STORAGE GROUP S Electrical motors 311.1 Storage Group S. Storage Group S occupancy Empty cans includes,among others,the use of a building or structure,or a Food products portion thereof, for storage that is not classified as a hazard- Foods in noncombustible containers ous occupancy. Fresh fruits and vegetables in nonplastic trays or containers 311.2 Moderate-hazard storage, Group S-1. Buildings Frozen foods occupied for storage uses that are not classified as Group S-2, Glass including,but not limited to,storage of the following: Glass bottles,empty or filled with noncombustible liquids Aerosols,Levels 2 and 3 Gypsum board Aircraft hangar(storage and repair) Inert pigments Bags: cloth,burlap and paper Ivory Bamboos and rattan Meats Baskets Metal cabinets Belting: canvas and leather Metal desks with plastic tops and trim Books and paper in rolls or packs Metal parts Boots and shoes Metals Buttons,including cloth covered,pearl or bone Mirrors Cardboard and cardboard boxes Oil-filled and other types of distribution transformers Clothing,woolen wearing apparel Parking garages, open or enclosed Cordage Porcelain and pottery Dry boat storage(indoor) Stoves Furniture Talc and soapstones Furs Washers and dryers Glues,mucilage,pastes and size Grains Horns and combs, other than celluloid SECTION 312 Leather UTILITY AND MISCELLANEOUS GROUP U Linoleum 312.1 General. Buildings and structures of an accessory Lumber character and miscellaneous structures not classified in any 50 2012 INTERNATIONAL BUILDING CODE® .-., ,-1 i S--� �_ _ --�--fir- ---- �� - - ... --�-_Z - ,,,�,��� c�,��-�w..�-�. cam^-w��t"` l� I?1 -I ��__ '�x: _- ?c ten- Z _ :?;. �( Richard Karns From: John Dorcas <J Dorcas@ marysvillewa.gov> Sent: Wednesday, May 17, 2017 8:50 AM To: Tim Nordtvedt; Richard Karns Subject: RE: Use classifications Hi Rick- Yes, I would agree as well. You just don't know what is being stored in the units. I would recommend adopting a new fire sprinkler ordinance too. (See our below for Storage occupancies) If you are interested, let me know and I can send you our old ordinance that I need to update and adopt to the new 2015 code standards. Take care- Thank you- John R. Dorcas- Building Official Community Development Department City of Marysville 180 Columbia Ave,Marysville,WA 98270 24-Hour Inspection Line:(360)363-8204 1 Fax(360)651-5099 Direct Line(360)363-8209 jdomasQmarysvillewa.eov Marysville 16.04.120 Section 903.2.9, added —Sprinkler systems —Group S Occupancies. sHRRE _.. . . _ A new Section 903.2.9 is hereby enacted and added to the International Building Code as previously enacted and amended by the city reading as follows: Section 903.2.9 Group S Occupancies.An automatic sprinkler system shall be installed throughout all Group S occupancies that have 8,000 square feet or more of floor area. Section 903.2.9.1. In all Group S-1 mini-storage occupancies. Section 903.2.9.2. Repair garages where the use of open flame or welding is conducted with a fire area exceeding 3,000 square feet. From:Tim Nordtvedt [mailto:timn@cityofmillcreek.com] Sent:Wednesday, May 17, 2017 8:25 AM To: Richard Karns<rkarns@arlingtonwa.gov>;John Dorcas<JDorcas@marysvillewa.gov> Subject: RE: Use classifications Hi Richard Yes would agree that it is an S-1. (Cuuld even be an H depending on what is stored). Good luck in Arlington! Tim Tim Nordtvedt, CBO Building Official - timn0cityofmillcreek.com Mi 11 Creek P: 425-921-5727 1 F:425-745-9650 A, ibPiIN1, rya From: Richard Karns [mailto:rkarnsC&arlingtonwa.gov] Sant: Tuesday, May 16, 2017 4:02 PM To:jdorcas@marysvillewa.gov; Tim Nordtvedt Subject: Use classifications Hi John, Hi Tim, I am having an issue with a project here in town that Chris Young approved before he left.The project is a 3 story self- storage facility on 172,Cascade NW Self storage.Chris classified it as an S-2 therefor no sprinklers are required as it is under the allowable area and height. Long story short is the elevator hoistways require a sprinkler heads in the pits and the owners are contesting the requirement. I am stating back to them that the designation is incorrect and should have been classified as an S-1 moderate hazard,therefor should be sprinkled throughout. I am polling to verify that the surrounding jurisdictions agree that a self-storage would be an S-1 to bolster my stance for at least a head in the hoistway. My intent is purely for the safety of the first responders in a three story structure, 320 units full of house hold goods. Any assistance would be appreciated as I am learning all that is Arlington O Best Regards, Richard Karns CBO Building Official City of Arlington 18204 591h DR NE Arlington WA,98223 (360)403-3432 rkarnsParlinatonwa.gov 2 Richard Karns From: Tim Nordtvedt <timn@cityofmillcreek.com> Sent: Wednesday, May 17, 2017 8:25 AM To: Richard Karns;jdorcas@marysviliewa.gov Subject: RE: Use classifications Hi Richard Yes would agree that it is an S-1. (Could even be an H depending on what is stored). Good luck in Arlington! Tim Tim Nordtvedt, CBO 1.� Building Official —� timn@cityofmillcreek.com Mill Creek P:425-921-5727 1 F: 425-745-9650 W %%Itt\,. 1 ,11, From: Richard Karns [mailto:rkarns@arlingtonwa.gov] Sent: Tuesday, May 16, 2017 4:02 PM To:jdorcas@marysvillewa.gov; Tim Nordtvedt Subject: Use classifications Hi John, Hi Tim, I am having an issue with a project here in town that Chris Young approved before he left.The project is a 3 story self- storage facility on 172, Cascade NW Self storage. Chris classified it as an S-2 therefor no sprinklers are required as it is under the allowable area and height. Long story short is the elevator hoistways require a sprinkler heads in the pits and the owners are contesting the requirement. I am stating back to them that the designation is incorrect and should have been classified as an S-1 moderate hazard,therefor should be sprinkled throughout. I am polling to verify that the surrounding jurisdictions agree that a self-storage would be an S-1 to bolster my stance for at least a head in the hoistway. My intent is purely for the safety of the first responders in a three story structure, 320 units full of house hold goods. Any assistance would be appreciated as I am learning all that is Arlington O Best Regards, Richard Karns CBO Building Official City of Arlington 18204 591h DR NE Arlington WA,98223 (360)403-3432 rkarns@arlinstonwa.gov 1 N 2 IFC Section 903.2.13 Added.A new Section 903.2.13 is hereby added to the IFC to read as follows: 903.2.13 Other sprinkler requirements. In addition to the requirements of Section 903.2, approved automatic fire sprinkler systems shall be installed throughout all buildings and structures described in this Section 903.2.13. For the purposes of this Section 903.2.13,fire walls,fire barriers,fire partitions and fire-resistance-rated horizontal assemblies do not constitute separate buildings. 1. In all new buildings and structures with an Occupancy Classification assigned under the IBC and with a gross floor area of five thousand or greater square feet, regardless of type or use. Exception: Spaces or areas in telecommunications buildings used exclusively for telecommunications equipment, associated electrical power distribution equipment, batteries and standby engines, provided those spaces or areas are equipped throughout with an automatic fire alarm system and are separated from the remainder of the building by fire barriers consisting of not less than 1-hour fire-resistance-rated walls and 2-hour fire-resistance-rated floor/ceiling assemblies. 2. In existing buildings with a gross floor area of ten thousand or greater square feet undergoing additions, repairs, reconstruction, or improvements exceeding sixty percent of the assessed value of such building or structure. Q. IFC Section 903.3.7 Added.A new Section 903.3.7 is hereby added to the IFC to read as follows: 903.3.7 Fire Control Room.All multiple tenant buildings; buildings constructed speculatively("spec")as shells or warehouses; and all buildings in excess of 20,000 square feet which require fire sprinkler protection shall be constructed with a dedicated fire control room in accordance with Section 903.3.7. 903.3.7.1 Size and construction.The fire control room shall be adequately sized to allow 3 feet of clearance around the circumference of the sprinkler riser for inspection, testing,and maintenance.The fire control room shall not be excessively large so that storage of disallowed items is discouraged.The construction of the fire control room shall consist of materials similar to adjacent areas,except that there shall be no requirements to provide fire resistive construction on the interior walls which form the fire control room. 903.3.7.2 Location.The fire control room shall be located adjacent to an outside wall of the building, and a dedicated outside entrance with a minimum 36"swinging door shall be provided. 903.3.7.3 Contents.The fire control room shall contain only the fire sprinkler riser(s),fire alarm control panel,fire pump(s),and other necessary fire protection appliances and communications equipment. No storage of combustible items is allowed inside the fire control room. 903.3.7.4 Signage.The outside door providing access to the fire control room shall bear a sign or placard with minimum 4"white lettering on a red background which reads:"FIRE CONTROL ROOM." ..bLi:nWldiC.. ♦,H q 1 0--c --mip-nian JJ Note to Applicant: This certificate applies strictly to those portions of the structure listed below.A performance bond may be required in conjunction with the Issuance of this permit. At: 9606 19TH AVE SE- BLDG B Permit Number: B1208-036 Owner: PREMIER STORAGE EVERETT LLC 5729 tAKEVIEW DR NE#200, KIRKLAND, WA 98033 Tenant: PREMIER SELF STORAGE Occupancy Load: 36 Area: 7574 Occupancy Group: S-1 No.Stories: 2 Const.Type: II-B Basement: NO Automatic Sprinkler System Required: YES THE NEW 2 STORY BUILDING FOR PREMIER SELF STORAGE— BLDG B HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH PROVISIONS OF THE EVERETT MUNICIPAL CODE AND STANDARDS REGARDING CONSTRUCTION AND DEVELOPMENT AS REQUIRED BY THE 2009 INTERNATIONAL BUILDING CODE,AND HAS MET CONDITIONS SET IN THE ENVIRONMENTAL REVIEW PROCESS. Issued this 21 st day of October, 2013 BUILDING OFFICIAL -7;; Tony Lee This certificate shall be posted in a conspicuous public place and shall not be removed,mutilated,or obscured and shall be maintained in legible condition at all Gmes. Any change of occupancy may require a now certificate. Contact the Building Division at(425)257-8810. (Rev 3109) I I I i l II I ' T EY ETT i Note,to Applir:ant' This certificate applies strictly to those portions of the:structure.listed below.A performance bond may be required in conjunction with the issuance of this permit At: 8407 BROADWAY Permit Number. B1502-015 Owner MULVANEY KEVIN &RENE 617 STITCH RD, LAKE STEVENS;WA 98258 Tenant: STADIUM STORAGE Occupancy Load: 116 Area: 50268 Occupancy Group: S-1 No,Stories: 4 Const.Type: IIA Basement NO Automatic Sprinkler System Required: YES THE NEW SELF STORAGE BLDG-STADIUM STORAGE HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH PROVISIONS OF THE EVEREFT MUNICIPAL CODE AND STANDARDS REGARDING CONSTRUCTION AND DEVELOPMENT AS REQUIRED BY THE 2012 INTERNATIONAL BUILDING CODE,AND HAS MET CONDITIONS SET IN THE ENVIRONMENTAL REVIEW PROCESS. Issued May 16, 2016 BUILDING OFFICIAL—_ i Tony i.. . I shall This certificate shall be posted in a conspicuous public place andnot be removed mutilated or obscured and shall be maintained in legible condition at all times. Any change of occupancy may require a new certificate. Contact the Building Division at(425)257-8810. (Rev 3/09) From: Tom Cooper RE 4125 172nd St NE Arlington wA.txt Sent: Monday, December 21, 2015 10:49 AM To: Christopher Young; Jason McDaniel Cc: Kevin olander Subject: RE: 4125 172nd St NE Arlington, WA All : I concur with Chris's proposal that this is an acceptable trade off. I will be require a hydrant on site from the 172nd water line on the south side of the property. Thank you, Tom Cooper Acting Fire Chief Arlington Fire Department (360) 403-3600 From: Christopher Young Sent: Monday, December 21, 2015 10:00 To: Jason McDaniel <jasonmcdaniel@live.com> Cc: Tom Cooper <tcooper@arlingtonwa.gov>; Kevin olander <kolander@arlingtonwa.gov> Subject: RE: 4125 172nd St NE Arlington, WA Jason - that is accurate but I will elaborate; The Fire Code requires 6 fire hydrants and a fire flow of 6,000GPM for the unsprinklered building. The primary hydrant located on 172nd can provide 2,4000PM and Arlington's hydrant located on 43rd can provide 3, 5000PM, which gives you the required fire flow. Being that all of the other hydrants come from the same main - any additional hydrants can't be used to comply with the fire code. In lieu of the additional hydrants the city proposed the installation of two standpipes located within the stairwells that are closest to the accessible fire hydrants. This trade off allows the fire department to access the fire hydrants and tie directly into the standpipes within each stairwell , in essence - providing on-site water supply. Also, the building is being designed to provide a 26 feet fire access lane comp etely around the structure. I am sure that the Fire Marshal is going to require that the primary water supply on 172nd Street be extended onto the site with an accessible fire hydrant as part of this trade-off and I will let Tom comment accordingly. It should also be noted that the installation of a water main will likely be installed along the south boundary of your property in the not-too-distant future along with additional fire hydrants. Thanks and we look forward to assisting you along in your project. Christopher Young Director/Building Official Community & Economic Development City of Arlington 360-403-3432 cyoung@arlingtonwa.gov "World class communities come in all shapes and sizes, they are not determined by Page 1 RE 4125 172nd St NE Arlington WA.txt geography, and/or natural resources so much as by the mindset of their local leadership." From: Jason McDaniel [mailto:jasonmcdaniel@live.com] Sent: Monday, December 21, 2015 9:30 AM To: Christopher Young <cyoung@arlingtonwa.gov> Subject: 4125 172nd St NE Arlington, WA Chris, Thanks for meeting with me on Friday to help confirm some options to keep this project moving ahead. As we discussed, it appears I am going to have an opportunity to purchase the Breon property at 4127 172nd St NE. This would allow me to do a boundary line adjustment, tear down the existinq garage, and grow the new building approximately 48' to the South while retaining the retail on 172nd St NE. To confirm my understanding of the fire requirements, if I add a lockable access gate in the fence between the church we will be able to combine the fire flow from both Arlington and Marysville to achieve the GPM desired. This would require (2) stand pipes in the main building. Each located in a stairwell approximately on opposite ends of the building. This solution may also require the addition of (one) fire hydrant near the NW corner of the Breon property. Please confirm my understanding, that the fire chief agrees with the concept and that no sprinklers will be required. Thank you, Jason McDaniel 425-231-0989 Page 2 MBMRFire Resistance 3901 �21T L•—'+'d'5.7 U METAL BUILDING MANUFACTURERS ASSOCIATIONk 2 �E TER NAs,,R-'G,--E` J A N 2 9 2018 See Wallboard Gypsum (CKNX) Category for C.Cementitious Backer Units*- Y2 or 5/8 in. names of Classified Companies of'/2 in. or 5/8 in thick, square edge boards, attached to steel thick wallboard. See below for Classified company studs over gypsum sheathing with 1 5/8 in. of/4 in. thick wallboard long, Type S-12, corrosion resistant,, self-tap- ping wafer head steel screws, spaced 8 in. O.C. United States Gypsum Co.— Studs spaced a max. of 16 in. O.C. Joints cov- ULTRACODE or Type IP-X3 ered with glass fiber mesh tape. 4. Wallboard, Gypsum* (As an alternate to sid- United States Gypsum Co.- ing, steel siding, brick veneer, or 5/8 in. thick Durock Exterior Cement Board or wallboards in Item 4)-Nom. 3/4 in.thick. Durock Cement Board United States Gypsum Co.-Type AR TEC Inc.-Type TEC United States Gypsum Co.-Type WSX 6. Fasteners (Not Shown) - Screws used to attached wallboard to studs: self-tapping bugle _5. Gypsum Sheathing-For exterior walls,X or head sheet steel type, spaced 12 in. O.C. First 5k in. thick exterior regular gypsum sheathing layer Type S- 12 by 1 in. long for %2 and 5/8 in. applied vertically and attached to studs and thick wallboard and 1 '/4 in.long for 3/4 in.thick runner tracks with 1 in. long type S-12 bugle wallboard. Second layer Type S-12 by 1 5/8 in. head screws spaced 12 in. O.C. along studs long for in. and 5/8 in. thick wallboards and and tracks. One of the following exterior fac- 2 '/4 in. long for 3/4 in. thick wallboard. Third ings are to be applied over the gypsum sheath- layer Type S-12 by 1 7/8 in. long. ing. A. Siding,Brick, or Stucco—Aluminum sid- 7. Batts and Blankets* - Placed in stud cavities ing, steel siding, brick veneer, or stucco of all exterior walls.May or may not be used in interior walls. Any glass fiber or mineral wool attached to studs over gypsum sheathing and meeting the requirements of local code agen- Batt material bearing the UL Classification Marking as to Fire Resistance,of a thickness to ties. When amin. 3 /4 in. thick brick veneer completely fill stud cavity. See Batts and facing is used, the Exterior Wall Rating is Blankets (BZJZ) Category for names of applicable with exposure on either face. Brick Classified Companies. veneer wall attached to studs with corrugated metal wall ties attached to each stud with steel screws, not snore than each sixth course of 8. Joint Tape and Compound (Not Shown) - brick. Vinyl or casein, dry or premixed joint com- pound applied in two coats to joints and screw- B. Mineral and Fiber Boards* - Exterior heads of out layer. Perforated paper tape, 2 in. hardboard paneling, chemically treated over wide, embedded in first layer of compound gypsum sheathing with primed or finished over all joints of outer layer. face,7/16 in.thick by 48 in.wide.Attached to studs over gypsum sheathing with 1 7/8 in. *Bearing the UL Classification Marking long bugle head TEK fasteners 16 in. O.C. at the intermediate supports. Or, exterior lap sid- Additional Information: ing,chemically treated, 7/16 in. thick by 8 in. Metal Building Manufacturers Association, Inc. or 12 in.wide.Attached to studs with 1 7/8 in. 1300 Sumner Avenue • Cleveland, Ohio 44115-2851 long, bugle head Type TEK fasteners at each 216-241-7333 • 216-241-0105 (fax) lap. Panels lapped minimum 1 in. Email: mbma@mbma.com Masonite Corp.-Type FT Website: www.mbma.com Metal Building Manufacturers Association MBMA.com I _ Fire Resistance 39U1 REGISTERED Bulletin MBMRARCHITECT 2 METAL BUILDING MANUFACTURERS ASSOCIATION* PETER W.SCHROEDER STATE OF WASHINGTON 2. Steel Studs - Corrosion-protected steel studs, both sides of studs or by welded or bolted con- min. 3 Ili,in. wide,min.No.20 GSG(0.036 in. nections designed in accordance with the AISI thick) galvanized steel or No. 20 MSG (0.033 specifications. in. thick) primed steel, cold-formed, shall be designed in accordance with the current edition Lateral Support Members (Not shown) - of the Specification for the Design of Cold- Where required for lateral support of studs, Formed Steel Structural Members by the support may be provided by means of steel American Iron and Steel Institute. All design straps,channels or other similar means as spec- details enhancing the structural integrity of the ified in the design of a particular steel stud wall wall assembly, including the axial design load system. of the studs, shall be as specified by the steel stud designer and/or producer, and shall meet Wallboard, Gypsum* - Gypsum wallboard the requirements of all applicable local code bearing the UL Classification Marking as to agencies.The max. stud spacing of wall assem- Fire Resistance.Applied vertically with joints blies shall not exceed 24 in. O.C. (or 16 in. between layers staggered. Outer layer of 3 O.C. -See Item 5c). Studs attached to floor and layer construction may be applied horizontally. ceiling tracks with `/2 in. long Type S-12 pan The thickness and number of layers and per- head, self-drilling, self-tapping steel screws on cent of design load for the 45 min., 1 hr., 1 `/z hr and 2 hr ratings are as follows: Interior Walls(Wallboard Protection Both Sides of Wall) Number of Layers and Rating Thickness of Boards in Each Layer Percent of Design Load 45 min. 1 layer, 1/2 in. thick 1 hour * 1 layer, 5/8 in. thick 100 2 h r. 2 layers, 2 in. thick 2 hours - * 2-layers, 5/8 in. thick 80 layers, 2 in. thick or 100 -2 layers,_1 in. thick- - 100- - I *Ratings applicable to assemblies serving as exterior walls where Classified fire resistive gypsum sheathing type wallboard is substituted on the exterior face. Exterior Walls(Wallboard Protection On Interior Side of Wall) um er of Layers an Rating Thickness of Boards in Each Layer Percent of Design Load 45 min. 1 layer, in. thick 1 hour 2 layers, 1/2 in. thick- 100 2 h r. 2 layers, 518 in. thick 2 hours * 3-layers, 1/2 in.-thick or 100 layers, in. thick *Bearing the UL Classification Marking Continued on next page Metal Building Manufacturers Association MBMA.com Fire Resistance :�90� REGISTERED AHC MRrHTECT Bulletin METAL BUILDING MANUFACTURERS ASSOCIATION* PETER W.SCHROEDER STATE OF WASHINGTON 1. Column Protection - See Design Nos. X524 Design No. U425 and X530 for column protection. (For Exterior Walls,Ratings Applicable For Exposure To Fire On Interior Face Only) 2. Girts-"Z" or"C" shape girts fabricated from (See Items 4 and 5) 0.056 to 0.120 in.thick steel.Girts shall be 6 to Bearing Wall Rating-45 Min., 1, 1 1/2 or 2 HR. 10 in. deep with 2 '/2 to 3 in. flanges. INTERICI F1 WALL 3. Girt Clips - Fabricated from min. 0.115 in. 4 s thick steel, angles may be bolted to columns with 1/2 by 1 %2 in. bolts and nuts or may be plates shop-welded to columns. 4. Steel Wall Panels -No. 26 MSG min. coated steel. HORIZONTAL SECTION 5. Wall Construction-See Design No.U425 for EXTERIOR WALL details. -�®„© , d s a.Top of the wall shall be against the underside of roof deck. b. All openings between top of wall and roof deck are to be filled with UL Classified miner- s Q immim I FIRE)sim al wool or glass fiber insulation. c. Steel studs in accordance with the specifica- HORIZONTAL SECTION tions in Design No.U425. HORIZONTAL SECTION 6. Subgirts-Min.0.020 in. (25 gauge)thick gal- vanized steel, 1 5/16 in. wide on top and 1. Steel Floor and Ceiling Tracks (Not Shown) 2 3/4 in.wide at bottom by 7/8 in. deep(hat sec- -Top and bottom tracks of wall assemblies tion), spaced 48 in. O.C. max. shall consist of steel members,min. No. 20 GSG(0.036 in. thick) galvanized steel or No. 20 MSG(0.033 in. thick)primed steel,that *Bearing the UL Classification Marking provide a sound structural connection between steel studs, and to adjacent assemblies such as a floor, ceiling, and/or other walls.Attached to floor and ceiling assemblies with steel fasten- ers spaced not greater than 24 in. O.C. Continued on next page Metal Building Manufacturers Association MBMA.com mBmiq Fire Resistance 2 3901 REGISTERED ARCHITECT Bulletin METAL BUILDING MANUFACTURERS ASSOCIATION11 PETER W.SCHROEDER STATE OF WASHINGTGN Fire Resistance Ratings for Exterior Walls U. L. Tested and Classified For 1 and 2 Hours Insurance Bulletin No. 5 explains how insurance The same requirement is in the Standard Building rates for metal buildings are affected by exterior Code published by the Southern Building Code wall construction. Fire Resistive Bulletin #1 (for- Congress International, Inc. (Table 600, note i). merly listed as Insurance Bulletin #6) explains U.L.Design No. U425 details the wall construction how insurance rates can be improved by using U.L. and gypsum wallboard protection. U.L. Design tested and classified 1, 1 1/2 and 2-hour fire protect- U425 is also included in this bulletin. ed columns. As with the fire rated columns, MBMA considers Through meetings and discussions with Insurance this a breakthrough in fire protection research of Services Office headquarters and through field great importance to the designers and users of eco- experience it was determined that although the pro- nomical light steel frame buildings. tested columns were providing an improved insur- ance rate, they were still not producing rates that Design No. U489 would be directly competitive with buildings with Bearing Wall Rating- 1, 1 T/2 and 2 Hr. concrete block exterior walls. Therefore, the MBMA Connnittee on Fire Protection and Related _ Insurance Matters undertook an engineering analy- sis and testing program to establish fire resistant s_ r D D rated exterior walls. a r E E These walls are listed by Underwriters Laboratories, Inc. in the 1996✓ Fire Resistance ' Directory as U.L. Design No.U489. In addition to improving fire insurance rates, fire r resistant exterior rated walls are helpful in meeting building code requirements, including lot line sep- aration and set-back requirements. The BOCA .,..:.::.�;�". National Building Code published by the Building ■ECIW"6{ ■ECTwM et Officials and Code Administrators International, ; Inc. require that exterior walls having a 5 foot or dM less fire separation to the closest interior lot line,to the centerline of a street or public way or to an imaginary line between two buildings on the same eectlDn oro ■EeT1o■F-e property, be rated for exposure to fire from both sides. Where the fire separation distance is greater than 5 feet, the exterior wall needs only be rated from the inside (Section 705.2). Continued on next page Note: This bulletin was previously released as Insurance Bulletin#16 Metal Building Manufacturers Association MBMA.com Bailey, Duskin & Peiffle, P.S. ATTORNEYS AT LAW STEVEN J.PEIFFLE 103 NORTH STREET PHONE(360)435-2169 Steve@snolaw.com POST OFFICE BOX 188 FAX (360)435-6060 ARLINGTON,WA 98223-0188 May 15, 2017 Mr. Richard Stephens Stephens & Kling, LLP 10900 NE 8th Street, Suite 1325 Bellevue, WA 98004 Via email and USPS to: step hens(d),sklega1.pro Re: McDaniel/Cascade Northwest Self Storage —City of Arlington Our File No. 27-679 Dear Mr. Stephens: Mr. McDaniel's consultant (Kent Boyd) last week provided City staff with a newly written letter from Christopher Young which purported to be an explanation or interpretation pertaining to the City's permit process. Because Christopher Young is no longer employed by or working for the City, he has absolutely no standing or legal authority to speak on behalf of the City, or to provide advice to Mr. McDaniel or his contractors regarding the development project. Any and all questions your client has regarding this project need to be addressed to current City staff. We request that you immediately forward a copy of this letter to Mr. McDaniel to ensure that this is made clear to him and to his contractors. Very truly yours, BAILEY, DUSKIN & PEIFFLE, P.S. S eve JWeiffle SJP/emn cc: Brad Cattle, Esq. client Kristin Foster From: Deryl Taylor <DTaylor@marysvillewa.gov> Sent: Thursday, May 04, 2017 2:50 PM To: Kristin Foster Cc: Bryan Milligan Subject: RE:Cascade NW Self Storage Connections to the main have been completed and inspected, but he meter has not been dropped. We collect fees at building permit issuance, so that would be the hold up. Jason McDaniel was notified today. No response yet. From: Kristin Foster [mailto:kfoster@arlingtonwa.gov] Sent:Thursday, May 04, 2017 2:44 PM To: Deryl Taylor<DTaylor@marysvillewa.gov> Cc: Bianca Korkeakoski<BKorkeakoski@marysvillewa.gov>; Katrina Newport<knewport@marysvillewa.gov>; Bryan Milligan <bmilligan@marysvillewa.gov> Subject: RE: Cascade NW Self Storage Deryl, I'm assuming that the connections to the mains have occurred and have been inspected? Is there any utility issues that would impair the issuance of the building permit? Thank you, Kristin Foster Permit Technician City of Arlington 18204 59th Ave NE Arlington, WA 98223 360 403 3549 kfoster@arlin to} onwa.gov From: Deryl Taylor[mailto:DTaylor@marysvillewa.eov] Sent:Thursday, May 04, 2017 2:29 PM To: Kristin Foster<kfoster@arlinstonwa.gov> Cc: Bianca Korkeakoski<BKorkeakoski@marysvillewa.eov>; Katrina Newport<knewgort@marvsvillewa.ov>; Bryan Milligan<bmilligan@marysvillewa.gov> Subject: RE: Cascade NW Self Storage Hello Kristin, Thank you for checking with us. See attached revised water/sewer permits. The original estimate was$170,937.12, but our rates for storage units have been lowered. The new fee is$94,183.26, due at building permit issuance. If you have any questions, please let me know. Thank you, Deryl Taylor, Development Services Technician City of Marysville, Community Development Dept 80 Columbia Ave, Marysville, WA 98270 Direct 360-363-8220, Fax 360-651-5099 1 dtaylor@marysvillewa.gov From: Kristin Foster[mailto:kfoster arlingtonwa.gov] Sent:Thursday, May 4,2017 1:35 PM To: Katrina Newport<knewport@marysvillewa.gov>; Bianca Korkeakoski<BKorkeakoski@marysvillewa.gov> Subject:Cascade NW Self Storage Can you give me the status of the utility connections for Cascade NW Self Storage located at 4125 172"d Street NE? I am required to issue the building permit by the close of business on Monday, however, wanted to check if there are any issues. Thanks, Kristin Foster Permit Technician City of Arlington 18204 59th Ave NE Arlington, WA 98223 360 403 3549 kfoster@arlingtonwa.gov 2 CITY OF MARYSVILLE PUBLIC WORKS DEPARTMENT 80 Columbia Ave. Marysville,WA 98270 360-363-8100 CITY OF ARLINGTON REQUEST FOR REVIEW The City of Marysville Public Works is reviewing this application for the City of Arlington. Your comments will assist the City's evaluation and are sincerely appreciated. Please review and respond with either an APPROVED, APPROVED W/CONDITIONS, DISAPPROVED or NO COMMENT status in the subject line of your Review Memo via email to Contact listed below. Responding Agency: CITY OF MARYSVILLE Project No. AU16-0018 Review Staff: Jeff Cobb, Shane Freeman, Karen Latimer Kim Daggett Tim King Brad Zahnow, Julie Davis and Kad Chennault Deryl Taylor Project Name: CASCADE NW STORAGE Applicant: CITY OF ARLINGTON Proposal: NEW 3 STORY 77-412 SF RETAIL/STORAGE BLDG Location: 4125 172ND ST NE Tax #: Date Sent: 6/3/16 Please return this request by: 6/17/16 No response by return date will result as "No comments/recommendations" For further questions contact: Katrina Newport or Bianca Korkeakowski Please return this form and your comments Attachments may be discarded Responding Agency's Signature: Date: Comments/Recommendation: Katrina Newport From: Arlington <wo@iworq.net> Sent: Wednesday, June 01, 2016 2:44 PM To: Katrina Newport; Bianca Korkeakoski Subject: Arlington Permit# 1038 Click Here to open the permit. Permit Information Date 6/112016 Permit Number 1038 Project Name Cascade NW Self Storage Applicant Name Jason McDaniel Applicant Address 165 Beachwood Ave City,State,Zip Camano Island,WA 98292 Contact Jason McDaniel Phone 425-231-0989 Email jasonmcdaniel@live.com Permit Type Commercial New Site Address 4125 172nd St NE Valuation 4000000.00 Status Applied Permit Issued Permit Expires Square Feet 77412 Type of Construction/Occupancy Load Number of Stories 3 Proposed Use Retail and Self Storage Assigned To Kristin Foster opertyanformatlo.n Owner Information Rl Parcel#:31052100305400 172ND HOLDINGS LLC 172ND HOLDINGS LLC 165 BEACHWOOD AVE 4125 172ND ST NE CAMANO ISLAND,WA 98282 Notes - Date Note 611/2016 Plans received on 5/27116 A1.0-Al 1.0,RCP-1,EG-1,and LA-i.KF 6/1/2016 Contractor TBD.KF Uploaded Files [Upload File] Date File 6/1/2016 2:38:42 PM 1038 Application.odf 1 COMMERCIAL APPLICATION PERMIT SUBMITTAL 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 permit application per building or structure is required) ❑,/ One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form LJQ Thee-3)Architectural Drawings �', � r S t w ThY'p(3) Structural Drawings L�J ~ T �0-(2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) 2 ❑ One(1)NREC Code Compliance Forms �'�One(1) Special Inspection Requirements Forms —E3- 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 appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to cedl@a ihM onwa.gov. I acknowledge that all items designated above are included as part of this application. Page 1 of 9 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 BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. , Name of Project: Clff GA26 /1,/VU �7L=LF,��`Td4X)L� Valuation:: 0 M Project Address: -4/'Z;J /72_N.D, J7— 1UC— SL/N,ItTba c 0 ZZ 3 ParcellD#: Legal Description 6zl-,J:311V, FJC_ 5AJ0, CO. Owner: 172. A)V Ncx-D1Nei:% L_L.L (JA5:,)�J 11.4C"NIQ14 Phone Number: Address: 1495 007AC PWOOP A& CRY: �q&Up l L`M State: w/� Zip Code: OyP;�� Engineer: Vayl p 6AL_�Allw — PAL Phone Number: '3(on-•(,y1 87 Cell Phone: E-mail: [ RAIT�/C�Y.S �UKV�?!CoM Address: 1_1 a-- C-0 IVWA"— Citr t-4&41i11A4 State: W14 Zip Code: ZZb General Contractor: �j T_ Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Contractors License Number: Expiration: Contact Person: JA 5-:6A/ Phone Number: Cell Phone: E-mail: q,i-I Uc, eom Address: Ryf B 6Hl,000P r4V6— City:eA4AVQ 1.x4 Q State: VA . Zip Code:`1`6202— Proposed Scope of Work: N&KJ GoA/5 ile-od/N^- 'R5rAL_ ADD 5TQgAGc!!� Page 6 of 0 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223 •Phone(360)403-3551 Project NamelTenant C,45cApD " -A J SELF :�rOMQ5 Site Address 412-5 I*77-1\,)p Ivy= Bldg/Unit/Suite IBC Construction Type _ _ 1 i'--1125 IBC Occupancy Type 5 2-1M Description of Use AE-TRIL /W D S�GF �To2RGU`� Building Square Footage 7 Number of Stories Square Footage Per Floor Z5. 9Y3� `3f3�✓. Z�'� Z �______.__,__ Will there be any installation, modification or removal of the following?(Check all that apply) ❑ 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(terns: Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223•Phone(360)403-3551 Statement of Special Inspection Name of Project: _�5*a4p 4-��1 Project Address: 14/7— l 7ZNA --,"/' Al L-i vw7'w, wiq q6yZ3 _ Special Inspection Firm: -.p- I2 Address: Contact Person: Phone: --- ----------------- -- ------ Email: Special Inspection Firm Special Ins ectors; The Special inspection Finn of 12 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 (v< Structural Masonry (vr 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 perforrned,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. Page 8 of 9 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; 1 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 accordance with the laws,rules and regulation of the State of Washington. Applicants Signature Print Applicants Name Date Received FOR STAFF USE ONLY MAY 2 7 2016 Permit# Accepted By Amount Received Receipt# Date Received Page 9 of 9 COMMUNITY DEVELOPMENT DEPARTMENT N1a rysvi l 1 80 Columbia Avenue • Marysville, WA 98270 (360) 363-8100 • (360) 651-5099 FAX November 20, 2015 Mr. Jason McDaniel 165 Beachwood Ave Camano Island, WA 98282 Re: Letter of Utility Availability(UA 15-008)—Water& Sewer Dear Mr. McDaniel, Your request for `utility availability' has been approved (subject to conditions of civil plan review) for city water/sewer service to a proposed new self storage facility located at 4125 172nd St NE, Arlington, WA (Parcel #310521-003-054-00). This approval will expire in one year on November 20, 2016. If the connections cannot be completed within one year or if the plans change, a new application must be submitted. A one year extension may be granted upon written request prior to the expiration date. If you have any questions, please contact me at 360-363-8220 or dtaylor@marysvillewa.gov. Sincerely, Deryl Taylor Development Services Technician Cc: Shawn Smith,PE,Engineering Services Manager Anne Miller,Associate Engineer III City of Arlington it City of , Public • Operations Memo To: Christopher Young, Director/Building Official From: Kim Bryant, Utility Maintenance Lead II Tim King, Utility Construction Lead II Date: June 6, 2016 Re: Cascade NW Storage, AU16-0018 Public Works Operations has reviewed the Cascade NW Storage submittal and has the following comments. 1. Where does this facility intend on getting its water from? 2. Is the main going to need to be extended into property? 3. Please submit civil plans to be reviewed by City of Marysville. If the applicant has any questions about these comments I can be contacted at (360) 363-8163 or kbryant .marysvillewa.gov. n Ma rysyi l le Memorandum i I To: Christopher Young, Marc Hayes From: Julie Davis, Cross Control Specialist Subject: AU16-0018 Cascade NW Self Storage Date: 06/21/16 In response to your request for review of the above project,please note the following items. • Plumbing system is subject to applicable requirements of MMC Chapter 14.10 "Water Supply Cross-Connections" and WAC 246-290-490. • Plumbing system details have not been submitted at this time. Installation of Reduced Pressure Backflow Assembly (RPBA) is required immediately downstream of the water service meter at each service connection for the purpose of premise isolation of the domestic water line. • Fire line details have not been submitted. A Double Check Valve Detector Assembly (DCDA) is required for any residential Fire line that is connected to the city's water system. • For non chemical irrigation systems a DCVA is required immediately downstream of any irrigation meter installed at this facility. If chemical injection irrigation systems are used a RPBA is required immediately downstream of the irrigation meters. • On-site inspections are to be performed by the City of Marysville Cross Connection Control Specialist at rough-in and final—prior to activation of the water services. 48 hours notice is required, prior to inspection. � GiTV OF Ma r svMe r� Memorandum TO: Christopher Young-Director/Building Official Marc Hayes-Permit Center FROM: Shane Freeman Pretreatment Tech SUBJECT: Project No. AU16-0018 Cascade NW Storage DATE: June 22"d, 2016 In response to review of the above project: Other than storage what other types of business are planning on leasing in there? 1. Future businesses that discharge to our collection system and WWTP could be required to install proper pretreatment systems in order to meet MMC 14.20 Pretreatment Any question regarding these comments should be directed to Shane Freeman at 360-363- 8128 sfreeman@marysvillewa.gov Received JUL 1'8 2016 VL2lt--) tort . _ �,s,,: " CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 ` PHONE; (360)403-3551 BUILDING PERMIT Address:4125 172nd St NE Permit#: 1038 Parcel#:31052100305400 Valuation:4000000.00 OWNER APPLICANT CONTRACTOR Name: 172ND HOLDINGS LLC Name:Jason McDaniel Name:Jason McDaniel Address: 165 BEACHWOOD AVE Address:165 Beachwood Ave Address: 165 Beachwood Ave City,State Zip:CAMANO ISLAND,WA 98282 City,State Zip:Camano Island,WA 98292 City,State Zip:Camano Island,WA 98292 Phone: Phone:425-231-0989 Phone:425-231-0989 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 New CODE YEAR: 2012 STORIES: 3 CONST.TYPE: II-$ DWELLING UNITS: OCC GROUP: S2 BUILDINGS: I 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 TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC1 IO/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in lbb ity oxlip ton must be reported on your sales tax return form an • of Arlington#3101. ; Signature Print Name Date N Released By Date CONDITIONS See red lined drawings. Adhere to approved plans. 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 5/4/2017 Building Permit Fee $23,029.19 5/4/2017 Building Plan Review Fee $14,968.97 5/4/2017 State Building Code Surcharge Fee $4.50 Total Due: $38,002.66 Total Payment: $0.00 Balance Due: $38,002.66 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 /SSW Date 6/1/2016 Permit Number 1038 Project Name Cascade NW Self Storage Applicant Name Jason McDaniel APPlicant Address 165 Beachwood Ave city, State,Zip Camano Island,WA 98292 Contact Jason McDaniel Phone 425-231-0989 Email jasonmcdaniel@live.com Permit Type Commercial New Site Address 4125 172nd St NE Valuation 4000000.00 Status Applied Permit Issued Permit Expires Square Feet 77412 Type of Construction/Occupancy Load Number of Stories 3 Proposed Use Retail and Self Storage Assigned To Kristin Foster Parcel#:31052100305400 172ND HOLDINGS LLC • • 4125 172ND ST NE 172ND HOLDINGS LLC 165 BEACH AVE CAMANO ISLAND,Wq gg282 /1/2016 rommercial Buildin • • •- - /8/2016 -• • evin Olander In Review Notes - Dat 6/27/2016 See Marysville comments pnor to issuing, KF • te 6/1/2016 Plans received on 5/27/16 A1.0-6/1/2016 A11.0.RCP-1, EG-1,and LA-1 KF Contractor TBD.KF Upload File 7/18/2016 4:04:20 PM U16-0018 ARLINGTON PERMIT NUMBER 1038.m 7/18/2016 404:15 PM 1038 NW Cascade Marysville Comments 7-18-16. f 6/28/2016 12:54:23 PM 1038 NW Cascade Marysville Comments_ 6-27-16. df 6/17/2016 3:54:50 PM 1038 NREC.pdf 6/1/2016 2:38:42 PM 1038 Appiicat,ion.pdf Permit Information Date 6/1/2016 Permit Number 1038 Project Name Cascade NW Self Storage Applicant Name Jason McDaniel Applicant Address 165 Beachwood Ave City, State,Zip Camano Island,WA 98292 Contact Jason McDaniel Phone 425-231-0989 Email jasonmcdaniel@live.com Permit Type Commercial New Site Address 4125 172nd St NE Valuation 4000000.00 Status Applied Permit Issued Permit Expires Square Feet 77412 Type of Construction/Occupancy Load Number of Stories 3 Proposed Use Retail and Self Storage Assigned To Kristin Foster Property Information Owner Information Parcel#:31052100305400 172ND HOLDINGS LLC 172ND HOLDINGS LLC 165 BEACHWOOD AVE 4125 172ND ST NE CAMANO ISLAND,WA 98282 Review Date Type Description Target Date Completed Date Assigned To Status /12/2016 ommercial Building 13/19/2016 1 lKevin Olander Iln Review /12/2016 lCommercial Building 9/19/2016 Chris You In Review Notes Date Note 9/23/2016 Traffic mitigation fees have been paid as a part of the civil permit.KF 9/9/2016 Received foundation plans,structural plans and structural calculations. KF 6/27/2016 See Marysville comments prior to issuing. KF 6/1/2016 Plans received on 5/27/16 A1.0-Al1.0, RCP-1, EG-1,and LA-1. KF 6/1/2016 Contractor TBD.KF Uploaded Files Upload File Date File Uploaded 6 9/12/2016 8:41:38 AM 53.0. df Foster,Kristin 9/12/2016 8:41:38 AM 2.2.2. df Foster.Kristin 9/12/2016 8:41:38 AM 52.2.1. df Foster.Kristin 9/12/2016 8:41:38 AM !3.2.1.2. df Foster,Kristin [ 9/12/2016 8:41:38 AM S2.1.1.Of Foster,Kristin 9/12/2016 8:41:38 AM 51.0. df Foster,Kristin 9/12/2016 8:41:37 AM 134.2.2.pdf Foster,Kristin 9/12/2016 8:41:37 AM 4.2.1. df Foster,Kristin 9/12/2016 8:41:37 AM 54.1.2. df Foster.Kristin 9/12/2016 8:41:37 AM 134,1.1.r)df Foster,Kristin 9/12/2016 8:41:37 AM S3.2.pdf Foster,Kristin 9/12/2016 8:41:37 AM 53 1 pdf Foster,Kristin 7/18/2016 4:04:20 PM 4U1.6-0018 ARLINGTON PERMIT NUMBER 1038 msq Foster,Kristin 7/18/2016 4:04:15 PM '1038 NW Cascade Ma sville Comments 7-18-16.odf Foster.Kristin 6/28/2016 12:54:23 PM 1038 NW Cascade Marvsville Comments 6-27-16 Of Foster,Kristin 6/17/2016 3:54:50 PM 1038 NREC.odf Foster,Kristin 6/1/2016 2:38:42 PM 11038 Application pdf Foster,Kristin ylf�h a Permit Information Date 6/1/2016 Permit Number 1038 Project Name Cascade NW Self Storage Applicant Name Jason McDaniel Applicant Address 165 Beachwood Ave City, State,Zip Camano Island,WA 98292 Contact Jason McDaniel Phone 425-231-0989 Email jasonmcdaniel@live.com Permit Type Commercial New Site Address 4125 172nd St NE Valuation 4000000.00 Status Applied Permit Issued Permit Expires Square Feet 77412 Type of Construction/Occupancy Load Number of Stories 3 Proposed Use Retail and Self Storage Assigned To Kristin Foster Property Information Owner Information Parcel*31052100305400 172ND HOLDINGS LLC 172ND HOLDINGS LLC 165 BEACHWOOD AVE 4125 172ND ST NE CAMANO ISLAND,WA 98282 Review Date Type Description I Target Date Completed Date Assigned To I Status /1/2016 lCommercial Building /8/2016 Kevin Olander lin Review Notes Date Note 6/1/2016 Plans received on 5/27/16 A1.0-Al 1.0,RCP-1,EG-1,and LA-1. KF 6/1/2016 Contractor TBD.KF Uploaded Files Upload File Date File 6/1/2016 2:38:42 PM 1_038_Application.0f - r` I COMMERCIAL APPLICATION PERMIT SUBMITTAL 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. Ld One (1) City of Arlington Commercial/Multi-Family Permit Application (One permit application per building or structure is required) ❑,/ One(1)City of Arlington Commercial/Multi-Family Submittal Requirements Form L!Q T.ia�ree'(3)Architectural Drawings ��r TbT&) Structural Drawings I vJ T Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) / 2 ❑ One(1) NREC Code Compliance Forms , ��✓�y G��C� / D&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 appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced@_a_!ingtor.wra. o)i. I acknowledge that all items designated above are included as part of this application. Page 1 of 9 V I I f 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 BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. ,/' �/ Name of Project: 6/'`J611 j71r /W LA �J�l �7TU��)Ls Valuation: Project Address: l 7Z N-L) :77- AIL A8L//l>Lr-FM; uM yPZZ � Parcel ID#: 7J/U�ZlyD 3y.5�{O(� Legal Description �z� 1 i�r l�✓��F S��C�• �• Owner: 172- Np I7iN�r�, L1_(_-f.JK01JML__0AN/L32_)-Phone Number: Address: 1(Q,57 5aAC8W00P AVM City:C 1AcV0/5L-4WD State: W/A Zip Code: OfkZ�Z_ Engineer: 'PAU I P 6AL1�5Ks l to — Pj- G Phone Number: Cell Phone: E-mail: 12(4-V-�9/4/JH/�° PsCsUr�U'cy c'�M Address: 1$/Z- C-0IRN•WA1_L- City: t3--L-+AtMAM State: Ili,/-1 Zip Code: `%E,ZZ5 General Contractor: �'j�✓D Phone Number: Cell Phone: E-mail: Address:. City State: Zip Code:_ Contractor's License Number: Expiration: Contact Person: _jA 15";10A/ M C-0810GL Phone Number: Cell Phone: '1Z7`Z3/-010'! E-mail: .1A:5-0A) GDA1V1gL e-LIUE, eyro Address: I fv57 /4V6_ city.4NI V!V /.�7L.AVD State: LOA Zip Code 47t)2-0Z Proposed Scope of Work: LUEK) CQA15TR11C,7701'J y 6TA L AtuP :5rz))P,4445- Page 6 of 9 i COMMERCIAL APPLICATIt�hl PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Project Name/Tenant LN5CADCr Al J Site Address 4IZ i 1-77-,•Np NO Bldg/Unit/Suite IBC Construction Type I-8 IBC Occupancy Type 5 -7 ZM Description of Use TA/L /tiy 17 S�GF SmfzA4l Building Square Footage 7 7 41 Z Number of Stories Square Footage Per Floor Z5 9P3 7✓6�6S Will there be any installation, modification or removal of the following? (Check all that apply) ❑ 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/fumace ❑ Private fire hydrants ❑ Spraying or dipping operations $L Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Page 7 of 9 i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Statement of Special Inspection Name of Project: 6620Ai,-� Z Tr,9 6C- Project Address: -41 Z 5 / 7ZN17 :5T 10 ARW A G,TOW W q ?Z 3 Special Inspection Firm: TPJ n Address: Contact Person: Phone: Email: Special Inspection Firm Special In c ors: The Special inspection Firm of r 12 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 (vr, Structural Masonry (vY' 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. Page 8 of 9 1 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: 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 accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Jf n4`='19, VIaL ,��Z��2o/C'p Print Applicants Name Date Received FOR STAFF USE ONLY MAY G 7 ZU]b Permit# Accepted By Amount Received Receipt# Date Received Page 9 of 9 i f Commercial Plan Review OWNER: ADDRESS: USE: CONSTRUCTION TYPE: (Type V Provision) IYes I INo SCOPE OF WORK: REVIEWED BY: DATE: GENERAL INFORMATION 302 Occupancy Class (A2<50 occupants= B) Ambulatory Care Provision Yes No Chapter 4 Special Use/Occupancy Provisions T503 Building Area (OK? If not,go to Section 506) ��dn 504.1 Building Height(OK? If not,go to Section 504.2) 505 Mezzanine Yes No 505.2 Area Limitation Yes No 505.3 Egress Yes No 505.4 Openness Yes No ✓ 506.3 Sprinkler Increase (300%or 200%) Yes No 507 Unlimited Building Yes No 508.2 Incidental Use Area Yes No 508.3.1 Accessory Occupancy Q" 0 Yes No 508.3 Mixed Use Yes No 508.3.2 Non-separated Use Yes _ No 508.3.3 ISeparated Use Yes No T601 Construction Type Yes No T602 Distance Separation Yes No 603 Combustible Construction Yes No 705 Fire Walls Yes No 706 Fire Barriers Yes No _ 706.4 Continuity Yes No 707 Shaft Enclosure Yes No _ 708 Fire Partition Yes No y 709 Smoke Barrier Yes No l� 710 Smoke Partition Yes No 715 Opening Protectives Yes No 717.2 Fire Blocking Yes No 717.2.E Architectural Trim (20 feet) Yes No 717.3 Draftstopping(1,OOOsf/3,OOOsf) Yes No 719 Thermal &Sound Yes No 801� Interior Finishes Yes No Fire Systems 901 Fire Protection Yes Nod. 903 Sprinklers I Yes No I/ 903.2.13 .Additional Requirements Yes ✓ No Fire Systems Continued 904 Alternative Systems j lYes I No 905 Standpipes jYes No 907 Fire Alarm/Detection Yes f/ No 908 Emergency Alarms Yes No J 909 Smoke Control Yes No 1/ 910 Smoke and Heat Vents ok 5 es No 911 Fire Command Center Yes No Means of Egress T1004.1.1 Occupant Load_ �; 7 1004.5 Convergence I Yes ='/ No T1005.1 Egress Width O 1006 Egress Illumination Yes NdT No 1007 Accessible Means of Egress Yes Nof 1007.6 Areas of Refuge (/ 1008 Doors/Turnstiles Yes No 1008.1 Doors Yes No 1008.1.1 Door Size Yes No 1008.1.2 Door Swing Yes No 1008.1.7 Door Arrangement Yes No 1008.1.8 Door Operation (locks) Yes —yam No L/ 1008.1.9 Panic Hardware Yes V No 1009 Stairs Yes ✓ No i 1009.1 Stair Width ;Yes No 1009.2 Headroom I Yes No 1009.3 Treads/Risers(7" max, 11" min.) Yes No 1009.7 Vertical Rise 12 feet max. Yes ® f< No l 1010 Ramps Yes No 1011 Exit Signs Yes No 1012 Handrails(both sides, extensions, etc.) Yes No 1013 Guards 42-inches Yes No 1013.5 Mechanical Equipment: 10 feet Yes No 1013.6 Roof Access: 10 feet Yes No 1014 Exit Access .Yes No 1014.2 Intervening Spaces _Yes No 1014.4 Aisles Yes No 1015 Exit and Exit Doorways Yes No T1016.1 Travel Distances Yes No 1015.2 Remoteness(1/2 or 1/3) Yes No 1017 Aisles Yes No 1018 Corridors Yes No 1018.1 Corridor Ratings Yes 7 No 1018.2 Corridor Width Yes No 1018.4 Dead Ends Yes j No 1018.5.1 Corridor Ceilings Yes No 1019 Egress Balconies Yes No 1020 Exits Yes No 1021 Number and Continuity IYes No Means of Egress Continued 1022 Vertical Enclosures IYes No j 1023 Exit Passageways _ Yes No 1024 Luminous Egress Markings Yes No 1025 Horizontal Exits Yes No - 1026 Exterior Exit Ramps Yes No 1027 Exit Discharge Yes jNo 1028 Assembly Yes No 1029 Emergency Escape and Rescue IYes i No ✓ Accessibility 1103 Scoping Requirementsl IYes lNo 1104 Accessible Route I Yes ,No 1104.4 Vertical Accessibility>3,OOOsf Yes No 1105 Accessible Entrances Yes No 1106 Parking and Loading Yes No 1107 Dwelling and Sleeping Units Yes No 1108 Special Occupancies Yes No 1109 10ther Features and Facilities ,Yes No 1110 Signage Yes V l No Interior Environment 1203 I Ventilation Yes l No 1204 Temperature Control Yes No 1205 Lighting (also see WSEC) Yes No 1206 Yards and Courts Yes No 1207 Sound Transmission Yes No 1208 Interior Spaces Yes No 1209 Access to Unoccupied Spaces _ Yes No 1210 (Surrounding Materials) IYes INo Exterior Walls 1403 Weather Protection (Condos-see WAC) IYes No 1404 Materials I _ Yes No 1405 Installation of Wall Coverings _ Yes No 1405.6.2 Veneers Yes No 1406 Exterior Combustible Materials Yes No 1407 IMetal Composite Material (MCM) Yes INo 1408 'EIFS Yes No Roof Assmeblies and Structures 1503 Weather Protection - Drainage Yes _No 1504 Performance Requirements-Wind Yes No 1505 Fire Classification Yes No _ 1506 Materials I Yes No _ 1507 Roof Coverings Yes t/ No 1508 Roof Insulation Yes No 1509 Roof Top Structures- Penthouses Yes No 1510 Re-Roofing Yes No Structural Design 1604 (General Design Requirements(Eng.) Yes No Chapter 17: Special Inspections Required Yes No 1803 �Geotechnical Data Yes No 1807 jFoundation Walls- Prescriptive Yes No _ 1808 Foundations- Prescriptive Yes No 1809 Shallow Foundations Yes No 1810 Deep Foundations Yes No 1905 Concrete IYes No 2103 Masonry I Yes No 2110 Glass Unit Masonry Yes -No /�- 2205 Structural Steel Yes 1/ No_ 2303 Wood Construction Yes No 2308 Conventional Construction- 1-story max. Yes No 2403 'Glass and Glazing_ Yes i/ No 2406 Safety Glazing_ Yes No 2505 Gypsum Board and Plaster Yes jNo 2603 Foam Plastic 'Yes _ No f/ 2902 Plumbing Fixtures Yes No 3001 Elevators Yes _ No / 3103 Special Construction Yes No �` Envelope Zones • 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Oct 2013 Project Info Project Address i - This address line Diu .oPy onto other forms Date Compliance forms GAfA Lam"- UI S � �'a�A6�" For Buildin Department Use do not require a �ec'e•iU(✓c 1; password to use. Applicant Name: Instructional and 1 calculating cells are Applicant Address: uJ U N 17 2016 write-protected. bo Applicant Phone: NO Project Description ❑✓ New Building ❑Addition ❑Alteration ❑ Change of Occupancy/Conditioning Compliance Path p Prescriptive © Component Performance O Total Building Performance Selection required to enable forms. anc Occu Group Occupancy p 7. * ercial 0 Group R-R2&R3 over 3 stories and all R1Selection required to enable form Vertical Fenestration and Total Vertical Gross Exterior Skylight Area Calculation Fenestration Above Grade %Vertical If complying via the Prescriptive path, (rough opening) divided by Wall Area times 100 equals Fenestration enter values for vertical fenestration, 0.0 - 23040.0 X �� - 0.0$ skylights,gross walls and roof on this ENV-SUM worksheet. If compVng via the Component Performance path,enter Gross Exterior these values in the ENV-UA worksheet. Total Skylight divided by Roof Area times 100 equals %Skylight These values auto-fill from ENV-UA and are write-protected on ENV-SUM. 0.0 — 29112.0 X 100 = 0.0% Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Fenestration Area Compliance Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration O 50%or more of the floor area is within a daylight zone per C402.3.1.1 Alternates O High Performance Fenestration U-factors and SHGC per C402.3.1.3 Compliance Method ❑Skylight area 3%or greater,VT-0.40 or greater Single Story Spaces ❑Skylight effective aperture 1%or greater,provide calculation Requiring Skylights ❑Space eligible for exception Requires a minimum of 50%of floor area to be within a skylight daylight zone for specific space types.Refer to C402.3.2 for requirements. 0 Project has semi-heated spaces as defined per C402.1.4 Applying wall exception to semi-heated spaces 1.Semi-heated spaces may comply under Prescriptive or Component Performance compliance Semi-Heated Spaces path. 2.Semi-heated spaces shall be documented separately from other conditioned spaces-provide separate compliance forms for each conditioned space type. 3.Envelope elements separating semi-heated from other conditioned spaces shall comply with exterior thermal envelope requirements. ❑Walk-in Cooler ❑ Walk-in Freezer Refrigerated Spaces ElRefrigerated Warehouse Cooler ElRefrigerated Warehouse Freezer Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non-refrigerated areas in the ENV-PRESCRIPTIVE form. Refer to C402.5 and C402.6 for requirements. Project includes more than one occupancy type and/or level of space conditioning.Multiple Mixed Occupancy and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning 21 Commercial ❑ R2&R3 over 3 stories and all R1 ❑ Refrigerated Space ❑✓ Fully Conditioned 0 Semi-Heated ❑ Low Energy' ❑R2&R3-3 stories or less "Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required.Refer to C101.5.2 for exemption. d I • • • • INTO • • 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all Ri Revised Oct 2013 Project Address i - rill thi9 line out on EW-same Date 05/21/2013 Occupancy Group Commercial O Group R For Building Department Use Change in occupancy or space conditioning Q Note-Proposed UA may exceed Target UA by 10%per C101.4.4 and C101,4.5 Fenestration Area as%gross above-grade wall area 0.0% Max.Target: 30.0% Skylight Area as%gross roof area 0.0% Max.Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV-SUM Notes:1:If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1,then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2:U-factors shall come from Appendix A,Chapter C303,or calculated per approved method as specified in C402.1.2. Building Component Proposed UA Target UA Provide source of U-factor,pagelplan*of assembly detail&ID U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) Y R= ID: 0.034 a R= ID: Above Deck Insulation U-0.034 R= ID: N a R= ID: 0.031 1 29112 902.5 o °' R=36 ID:Non-Fall Liner System(R25+R11) 0.031 29112 902.5 Metal Building U-0.031 of R= ID: R= ID: 0.021 t R= ID: Single raft,attic,other U-0.021 R= ID: R= ID: 0.055 u_ R= ID: Steel/metal frame U-0.055 a� R= ID: o v R= ID: 0.052 23040 1198.1 00 R=19 ID:VRR Faced R-19 0.052 23040 1198.1 Metal Building U-0.052 v, R= ID: R= ID: 0.054 o R= ID: Wood Frame,other U-0.054 a o a R= ID: R= ID: 0.104 � R= ID: Mass Wall U-0.104 R= ID: w R= ID: 0.104 o� R= ID: I Assumed to be Mass Wall U 0.104 m R= ID: cD R= ID: y R= ID: 0.031 m R= ID: Mass Floor U-0.031 `5 1R= ID: u R= ID: 0.029 E R= ID: JoistfFraming U-0.029 Li R= ID: F-factor x Perimeter =UA(U x A) F-factor x Perimeter= UA(U x A) R= ID: 0.540 r Slab-On-Grade U-0.54 R= ID: 4' R= ID: 40 R= ID: 0.550 m R= ID: Heated Slab-0n-Grade U-0.55 = R= ID: *Proposed non-residential CMU walls meeting Table C402.1.2 Area UA Area UA Footnote D requirements can use the target U-value of 0.104 rather Page 1 =15:2 : 2101 El52 2101 than Appendix A values.Show footnote requirements in plans. Subtotal Component Performance Compliance (UA) UA GOMPILtES 'Component • • • Zones • 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over. RewsedOa2013 Project Address 1 - sill this line out on F"-SUM Date 05/21/2013 Fenestration Area as%gross above-grade wall area Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area Max.Target: 5.0% Notes:1:If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1,then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2:Provide NFRC rated U-factor or default U-factor from Appendix A for the fenestration assembly thermal performance(combination of frame and glazing). 3:Fenestration that separates conditioned space from a non-conditioned or semi-conditioned Building Component Proposed UA Target UA Provide source of U-factor,page/plan#of assembly detail&ID U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) a,N U= ID: 0.37 .3 0 U= ID: Opaque Swing Doors U-0.37 U= ID: U= ID: 0.37 `o o U= ID: opaque rollup&sliding U-0.37 U= ID: U= ID: 0.30 U= ID: Non-Metal Frame U-0.30 c U= ID: z U= ID: U= ID: 0.38 o w U= ID: Metal Frame;Fixed U-0.38 cc 'O U= ID: 2 U= ID: N U- d U= ID: 0.40 U= ID: Metal Frame,Operable U-0.40 U= ID: U= ID: U U= ID: 0.60 U= ID: Metal Entrance Door U-0.60 d=i U= ID: U= ID: N U= ID: 0.50 E T U= ID: A11 types U-0.50 Y r U= ID: Cl) ¢ U= ID: Area UA Area UA Page 2 Subtotal To comply. Page 1 Subtotal 52152 2101 52152 2101 1)Proposed Total UA shall not exceed Target Total UA. 2)Proposed Total Area shall equal Target Total Area. Total 52152 2101 52152 2101 Component Performance Compliance (UA) UA COMPLIES i i N) )k () K\ -Tl CO )\) / 7[; 7/ | | _ �_, �� (� �¢ 22 -2 r m c McClendon Engineering Inc CASCADE NORTHWEST SELF STORAGE Arlington, WA FINAL STRUCTURAL CALCULATIONS Dare: September 8,2016 Prepared For: Forge Building Co. 2619 Lampert Drive Boise, ID 83705 C. 1VECC w 43327 Q G,c�, �C1S'IERt0 �<i� ss'��nrn L EXPI E& pq Prepared by: McClendon Engineering Inc 1412 West Idaho Street, Suite 240 Boise, ID 83702 I u<- jW1\o- 1068,16 Received SEP 0 9 2016 6(b 107A M40F d� McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON,WA TABLE OF CONTENTS lie Number GENERAL: Tableof Contents . . .. .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . DesignLoads. . . . . . . . . . . . . . . ... ... . . . . . . . .. .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . z Materials and References, ,, . .. . . . . . .. . . . . .. . . . ... .. . . . . . . . . . . . . . . . . . . . .. . . . . . . 2 Project Description. . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . ..... .. .... . . . . .. 11 GkAVITY DFESIGN: RoofFraming . . . .. . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Deck Purlins Beams/Columns Floor Framing . . . — — . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . Joists Beams LintelDesign . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . StudDesign .. . . - .- - - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , - . . . . . . . . . . . . . . . . . Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . so Wall Footings COkimn Footings LATERAL DIESIGN: LateralAnalysis. . . .. . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .59 wind Base Shear Seismic Base Shear Diaphragin/Chord Analysis i . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69 Shear Wall Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . --4 CMUWall . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . . ... . . . . . . .. it; I M4 D McClendon Enclineeritlei Inc CASCADE NW SELF STORAGE AR,L[NGTON, WA DESIGN LOADS GRAVITY DESIGN LOADS: Roof Dead Loads Csnoov hoof Dead Loads Roofing: 112z,:~ Rooting: VOL s= Decking. Z12 P Decking: FrFuning: 4(2?,r Framing: _ t� Insulation: _ Z PS.E Insulation: Ceiling: 10S.F :oiling: h(fisce.11aszeous: I C 4liscellanenu;s: Z Roof DL-. !s✓F Special Rc)t)f DI., i C P Roof Live Loads Snow Load, SF RooCLL- Floor Dead Loads Upper Floor Dead Loads Flooring: Flooring: Decking: necking: 5'! QSr' Franilnig. Framing: Insulation: Insulatiorn: Ceiling: Veiling: _ M&E Collateral: — v��F C_allateral: Miscellaneous: MiscOlaneous: l pwF 1 Floor UL: _ 1 Special Fluor DL: Sjd pSr Floor Live Loads GtGt+r Occupancy or Use; rrAe,e Floor LL: 17.5 Occupancy 01•lase:CC"ICVZ.'.Floor LL: ( CC PI—F Occupancy or Use: �jg•— Floor LL: 100#0 Occupancy or t1se; Wall l,ou ds _ Interior Stud b'ti•'all DL -t jK.I;(_ C'[vtL' Wall DL — Exteritir Suitt Wall DL: -- LATERAL DESIGN LOADS: Wind Loads Seismic Load Wind, 11C mph Site Class: L�' R: 61 f?: p-, l Exposare: C Seismic Desip Category; 5— SD";: ()1 Cc l Iv1V4'I'ItS: SrstiE,lc, �- Risk Category: Sn;: C:, 4� €Enportavice Factor; 1,o MSFRS: STBf::L LOAD COMBINATIONS: Desi¢n Method Strength Designs. Basic Load Cambinatiois El Allowable Stress Design: basic Load C01111birrations 0 Al€ernarive Basic Load Combinations 2 C)E McClendon Engineering Irtr- A,SCA,DE NW SELF STORAGE ARLINGTON, WA MATERIALS AND REFERENCES MATERIAL S Steel wood C ncre e Shapes: Fu= SO K� Sawn Lumber: — f_= 25'VoPbi Plates)AnglesrC_hannels: F 'K�� G1uLan�: — F„— (cC)tGs.: l4ollow Strucitu'al Sliapes: F,,= 442 Ks; Eng. Product: -� Pipe; F,._ — Nlasonry Bolts: Light Gauge Steel P,-,= :sex)P. a; An for Bolts. I'� '�' E';: _S'il, ', f, = Cv^0 K REFERENCES: Soils Cedes Used Software Used Bearing Pressure— - Source Of1nf0TMatiUrs: :-PCWZ Frost Depth DEFERRED SUBMITTALS: Steel. steel mcirber layout Concrete; 1okVioistGirdeN Layout ❑ Mir DEaign �C Metat deck layout Retrtforcerneat Layout Wood: Masonry- Engineered.ngineered'Truss Layout ❑ MIX Design �f Rehiforceinent Layout Cold Forrtred Steel: Steel member layout Other: ❑ SPECIAL INSPECTIONS: Fabricators Steel Construction ❑ Concrete Construction ❑ Masonry-Level I ❑ lvlaswry-Level 2 ❑ Wood Owistruction ❑ -Sails ❑ Deep FoundatiaTis ❑ Special Ca-Sew �] Seismic R€:sistanec ❑ 3 M id McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA PROJECT DESOUPT1ON: The Structural scope of work for this projea consists of. + The design of a three story light,gauge steel framed storage building. • The g7avity system for the buildins consists of a light gauge steel framed root`, conerete on metal floors supported by light gauge steel framed walls. The lateral systern for the buildings consists of a simple roof and noor diaphragms and light framed shear wall system. * The loads are transferred from the diaphragm to the metal shear walls to the foundation. n The shear walls are mostly unil.'orinly spaced and redundant. Conservatively, the shear loads were calculated using worst case tributary areas. 4 C)E McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA PROJECT DESCRIPTION: The Structural scope of work for this project consists of_ • The design of a three story light gauge steel framed storage building. • The gravity system for the buildings consists of a light gauge steel fr uned roof,concrete on rnetal floors supported by light gauge steel framed walls. • Two foundation designs provided for value engineering per contractor; a slab with thickened footings,and a that slab, • The lateral systern for the buildings consists of a simple roof and floor diaphragms and light framed shear wall system. o The loads are transferred from the diaphragm to the metal shear walls to the Foundation. c-, The shear walls are mostly nnill)n-nly spaced and redundant. 4 Mc McClendon Engineering Inc. THIS PAGE INTENTIONALLY LEFT BLANK oc G C-�C�6 0 c o 0 0 cog c 000 C9-- t7- yxx ..... a- a- • Aiµ r�ci�1F $ I �- y Project: Crl"ZE-i'AL.- G N®• L4 Pug,--:- 5cope., Date: Checked by: McClendon Engineering inc Item: By- 6�-Trk- ReOF A .OC, r 15 77, -Z 6) V let- T)L %.S-pt F SL lip, Fr el 7 ESR-2409 !_Most VVrtlBly Aceeptod and Trr,sfod Page 8 of 14 TABLE 24•-flAINI-V=6lEAfN SEC110M PROPzRrEs''2,t t}ECK BASE METAL I POSITIVE NEGA71VE TYPI5. GAUGE THICKNESS Oml 00 S(In') S(in) & 10418 0:073 0.097 0.092" 24 0.024 0.099 0.137 0,137 Minl-V-9eamT" 22 0.02R 0.120 0.165 01165 20 0.035 Ot'144 G,198 0A98 18 01047 0,215A 0.264 0-264 For 5%1 irichl 25.4 mm.1 PSI■6894 Pa. Tabulated values are based on a 1-toot vlale section `Properties based on 38,!100 psi yield strength,except where noted. (Tensile strength=52,060 psi) 'All section properties we net values. Properties based on 75 percent of 80.000 psi yield strength (Terrslle strength=82,00o psi) TABLE 3-14INI-V-I3EAMT"ALLOWABLE REACTIONS' DECK MINIMUM ALLOWABLE LOAD(pll) TYPE GAUGE BEARING REACTION LOCATION LENGTH End of Deck Interim 28� 1,6 Inches 234 52S 24 1.5 Inches 321 732 Mmi y-Beam"" 1.5 Inches ` 1110 20 1.5 inches C _.> 1650 1.5:Hones 1620 3040 For St:1 inch=25.4 mm, 1 p'It=14.597 Ntm. IProperties based an 38,000 psi yield sirenylh,except'-Miere noted. (Tensile strength=52,G:10 psi) ;Propenlrs based Cn 75 percent of 80.000 psi yield strength. (Tenslle sirangth=a2.000 psi) I)Rf,FiLE rY MiNIN,VrAM" SZF?FW=a,?;tCNER PA—ENNI TO WrIPO€r oCAM5 FIGURE 2-911NI-V aEAM-DIAPHRAGM SHEAR WTH SCREWS a 4 Cd � S3 i ALA t .�i V LO x _ a rj 6 b G O r r O O r r ry p X cti ® e v} c7 c 4 Q o 4 CuC W -R-i L� R M1 11 1§1 C th w w r r r d v vs aJ vi r� of i 15 Korb =a n Ln V � YY N rr n m m n n ry ro r r W W Jn O r DJ DJ !^ w DI N. t^ 7 ti DI +'1 R -oiE 5 Q J L u n It R Ti u �> us@R dry1 tc�� C3y ��ii 2 r_'9J a _ L� U- LL �� Q 4: RY +1d D• J4 tl N �� � SSR W a ° a 3 'ems 0 9 tS 0 Dim o d � o �-' o •- d � o o � l� � .� �y � m ne tia 4 r! cv. ;[ d m N ;5 •t � ;� c3 C7 o+ © x x x x x x x x u x x x ut 'n .I'VD N N N N C 4 g g E 4 vi c� ni ri � +f ro d v a •r ro n' • .i v p� Mid Project:—' No:—/ page. ) 0 Date: Checked by: McClendon Scope: EnginEierrg 1f)c Item: By: p4,) PLP ---------- 7-1- 10 L r- 4") g x old- _rL Alt goo Z�L f 7-4- pa0vm,bte s eic L McD ndw Engineorinq,Inc Pfojeat7111e, Cascade Storage DJ- 1412 W,Idaho Street,Suite244 Engineer; vll' Prbieol ID: )D68.16 Dolse,Idaho 83702 Project Desc�: 20S•342-2919 f713,.V1f�.."%A 1. engineering Ine steel Beamfile-in- l.E>mlectsS2016Prclea*11(6B.160=c63GtoragmCa"Nw.p1.ecs ENEWAI.C.INC,'9812016.Dalh1'6.W47.Vern 6.@.7 1 117747 Llteni;ew.MCCILENI• a- Descriplibn. RW Boom-PSI CODE REFERENCES Calculations per RISC 360-M IBC 2012,ASO E 7-10 Load Combination Set; ISC 2015 Material Properties _ __ Analysis Method: Allowable Strength Design ry;Steel Yield 50.0 ksi Raam Brac�ng; Beam is Fu ly traced acdansl laterat-Wrs oral Lu6kling E:lvlodulus: 29.000.0 8si Bwdinz Axis: Major Axis Bending -25 r r '.VBf1S Applied Loads Serviae loads entered Load Fadta rs will he applied for GalouhRilor1S. Beam self weightcalculaied and added to loadlrip Uniform Load. 0=0-1],70, S=0,251];0, i flbutarlr 14,'h=1,011,(Roof) DESIGN SUMMARY � • Maximum Bending Stress Ratio 0A46: 1 Maximum Shear Stress Ratio 9.08(3 ; i Section used for this span WRx15 Section used for this span Vil8X15 k1s:Appilecl 15.117 k•ft Va,Applied 3,183 k Mn I Ornega:AIlatvablo 33,932 k ft Vn,'omecga;Allowable 39-730 k Load 0ombin0lcn rD+S+H, Lcad Combination LoCarvn of maximum on span 9,K(Ift Location of maximum on span f1 Span#where maximum occurs Seen rc I Span#Vonore.Maximum rx uvs Span#t Maximum Defl�cTtien Max D6 wmvard Transient Deflaction 0.529 In Ratio= 430>=30^0 Max Upward Transient❑ Flectian 0.000 In Ratio= 0 a3fl0 Max Downward Total Det>ectian 0.709 In Ratio= 322. r--240. Max Upward Total Defiertion 0.000 In Ratio= 1)<240.0 Maximum Forces& Stresses for Load Comlainations Load Combiraeor, hoax 3Uass Ravus S_ummtml_ae bloment Values Summary of Shear Values Segmentl eNM Span# Id V kmax t tknex- Me Mtax Max h9nxfOm-,ga Cb Rm Va IIAW Vnx Unxfomega 09aftn,L= 19,00 f1 1 1113 0.020 3.84 3.84 56.,67 33,93 100 100 0,81 39,74 +D+L+H D,nA= t9;C,Ofi 1 0,113 0.02D 3.84 3.84 5-6.6i` 33.93 1.00 1.00 0,61 59,6r1 39.74 +•D+Lr+H Dsgn.L= 19,130 it 1 0113 0,020 3.84 3.84 56.67 33,93 1,00 1.00 C1,61 69,61 30,74 4-D+S+H Dsgn.L= 19.CGft 1 0,446 G.060 1512 15.,2 56.67 33.93 1.00 1AC 3.18 59.61 W4 ,-D+4,7501-r4.7501-+1-1 Ngn L= 19.06 t 0,113 0,010 3,64 3-84 5667 33-93 1.03 1.00 01 ql 50.61 H34 -,D 47501.4 7508-H Dsgn.L= 19.00 d 0,362 0.065 12.30 12,Y 56-�-' 33.93 1.0 1.00 Z, 9 59,61 39 74 +D^O.KW FH Dsgn.'�= 19330 ft 1 0.1 Q 9,020 3.84 3.84 56.87 33.93 1.C73 1 i3O 0.81 39,74 *17,-0 70F."+ Dsgn,L 19.00tt 1 0,113 0,020 3.84 3.84 56,67 33,93 1.00 IN 011 69-61 3V-1 tD, 4Lr501,rA0,MOL+0450'N+ Gags,L= 19:00 R 1 D. 13 0,4.0 3,?4 3 64 56,67 33.92 too 1.N Hi 69-61 39.74 �D+0.7501.+0,"5084,45OW-1H Dsgr;.L= 19-00 ft 1 0."162 n NO4 j 12.J'� 1.H, E6.67 33:93 1.00 1.00 2-59 59.61 39.74 C)+a,f59L+n,75!}5+0.5?50C+H ❑sg n,L- 19 00 h 1 0.362 0.013 '12.10 12,3rJ 5a,67 33,93 4 m 1.110 2,59 59.61 3174 •r fI.6DD+0,60N+o.C�01-i Dsgn,L= 19,00 r 1 0;088 0-1112 1.3r1 2.4 Ff.67 33.93 00 i,00 0.48 53.61 39,74 i4tcClenri Enghleerirlg,Inc Prcj-,,1 Title; Cascade Storage Mc 1412 W.Idaho Sl`eat,Suite 240 Eli gineec 01T Ptoioct ID; 1068,1E Boise,Idaho 83702 P cgt�t Dtac:r: 208-342-2919 i Z, McClendon Engineering Inc Steoll Seam FI'o=m111MaE�mjur;"10'6FraJscis51IX3&19CeetaieS(cragr��ICs'd�s{an.ec6 ENERCALC,I."dC.180320%,teuild:6.U.7,7er, IU.7 i.00 Licensoe. Du Description Roof Beam-RRII Load Combination Max Sirens Rallos Summary of Mernant Velues Summarl of Shear Values Seg menf Length Span 0 f:1 V NIrrax+ Wax- fu13 Max hlnx i�lnxl0maga Cb Rm Va Max Vh� vrodOrnaga Deqn.L= 19.0D fl 1 .068 0.012 2.213 _ 2.30 _"i6.Ql 33.93 1.00 1,G0 0.48 59.81- 30.74 Overall Maximum Deflections------ —� _- . .-.. -- -- .. ---._.... --..._ -..� Load Gombina8rn Span Afax.°„Dr+il Lceal0n in Sian Load COmbinaaan Max_°+'Duff Lowtioni in Span +D+B+H 1 Q71�.4 9.554 —— -- 0.0000 0.000 Vertical Reactions Sopport notation;Far teftis 91 Values In KIPS LoadCombcnmca $upporCl Support — — — — — OveralIMAximurn 3.183 -3.183 -- ._ - - Overall MiNlmum 0,485 0,495 f0m 0.806 0,808 +O+L+H 0.808 0.808 0,800 0,808 +0+S4H 3.183 3:t83 a040.70Lr+0.7501.41-1 0.808 0.808 +040.75OL40.760S+H 2.589 2.589 60+0.60W-H 01808 0.808 +D40.70E4H 0.808 0.808 +D+0,750Lr+0,7601,•�0.:450W+H 0.808 0.808 +-D+0,750L+0.7505+0456W+H 2.509 2,689 +D+0,750L+0,75054U2WE+ 2,589 2:589 40,60D+0.80iN+q,60H 0.486 0,485 +0.@0D+0.7QE+0.80H 0.485 0.485 0{only 0.808 0.808 Lr Only L Onfy S Gnu 2,375 2.375 W Only E 0y H Only McClendon Engineering,Inc P!cieat Title: Cascade Storkae E -1412 W,Idaho$traet,Suite 240 Fn�ineer: WT Prolecl.!D: 19611.16 C Boise,10aliu 83702 Project Desor Engineering link FN-m'rII1-bE ProiwisZ16 PmJecWC6116 egmaie Steel Beam ENERC&C,INC,'9113.201&QuIK&MV,Vet-6-15.6.7 I KW-06007747 LAcensee- MCCLENDON ENGINEERING , RoalEleam R132 CODE REFERENCES CaIculatians per RISC 360-40, 18C 2012,ASCE 7-10 Load Combination Set, 1113C 2015 Material_Properties_____ Arialysis,Valwd- Allowable Strength Design Hy Stool Yield: 50.0 x3i Bearn Waciq: Beam is Fully Naced NainsE late ai torsinr3ai buckling E Modulus 29,0ffl-0 ks! Bern.d.Ing Ails Major Axis Sending rocs ;512.8751 MIX-11 SO 3MI 0[blu 11 S*2 J761 ,V.Mmm Applied Loads Service loods entered-Loarl Far-tars will be applied for Beam 5aIfv,,eiqht caltulated and added to loading Load',s)for Spar Number 1 PoWl Lokd D=0,R10, L5=2,11-15 k r1 2.0 I'l,IR[31 Point Load D=0,810, 13r 2,375 k P 12A H. R5 Pnihl.Load D=0.1310, 5=2:375 k ft,22,0 4,'R131 Point Load D=0-810, ;S=2 375 k P,32,011,('RB`I DESIGN SUMMARY Mzximum Bending Stress Ratio 0.476: 1 Maxiniurn Sbear Stress Ratio 0,087 1 Section used for this span W16x36 Section used for this span W16x36 Ma:Applied 75.991 k-(1 Va,Applied 8,1196 k W)Omega ,Alloinable 159.661 k-ft Vrt;Omega:Allowable 93.810 V Load Gornlainatloa +'3+S+H Load Carnbinatlan +O-S+H Location of maximum on span 22.023P Location of MaXIMU-q Dn span DIZOGG I Span 4 where maxlmurn CQCurs Span#I Spar,4 whers maxim um CQQLir3 Span#1 ma'Ximuir Deflection Max Downward Tran$ieilt Deftedon 1.152 in Ratio= 426>=360 Max Upward Transient Deftection 0,000 in Ratio= 0<-160 Max Downward Total Defleotion 1.724 In Ratio= 285>=240. Max Upward Tot.21 Deflection 0.000 in Ratio= 0 <240.G Maximum Forces& Stresses for Load Combinations I Loao C4tribinaCon Max Stress Rkbs Summary of Moment Values Summary of Shear Values Segment Length Span 4 4 A"max ?Amax• ?Azi klax Mra MrWOrnega Cb Rm Va N-Im Vnx V.ix)0mega +0+[A D-san.L= 41.0 ft 1 0,186 0.0128 24.94 24-94 266,67 1 6S.6 a 100 LOD .1,63 140.72 93.81 4zj+j--+H Dsgn;Lm 41.01)q 0.1 1,026 24.94 24.94 2S6.67 169.88 1.00 i.00 2,63 140,72 93.8' +0+Lr+H N.nLL-, fl,')Oft 0.151) 0.Q6 24.94 24.9& 2U5467 159.68 1.00 �.00 2-GL3 140,72 93,811 +04S+H Elsgn.L_ 41-00ft 1 0,476 0.06? 75.W- 7599 263.67 1.59.65 11.00 1.00 8.20 140.72 93,81 -0t0,75()I,r+0.7153L+ D-agn,L= 41.OUft 1 0.156 0.028 24.94 24.94 266,67 159.65, 1.00 1.00 2.63 140-12 93-81 4l3+0.7&3L+0.7V)S+H risgr,L= 41.001t 1 G.ING 007 $3.23 63.23 2156.& 159.58 1.00 1.Pli 6.81 14012 93-61 +CA.'W1X+H 0-40n.1-= 4".U0tf I 0A56 11328 2494 24.�M 2f 6,6T 159.BB I.Co 10 2.63 -14Q,72 93.81 +D+0.70E+H Dsgn.l.= 41.0011 1 0-156 0.0221 2e,94 204 26687 159.68 1.03 11.00 2.63 140.72 +0A,750Lr+0.750L+C-.451AfQ-H D%gn,L= 41.00 11, 1 0 156 G1.028 24.94 24.5A 266 G7 159.68 1,V) 1.00 2-63 1.10.72 19 3.a 1, +[)+U 750L+0.750S+G.46G0-H D,N. n.L= A 1.00 ft 1 0.396 0.073 63.23 33.23 266.67 159 6 S 1.00 1.130 6.81 140.72 a3.a I 40.10 7501-4.75W 0.5)'Wc' McClendon Engineering,Inc Projocz Title; Cascade Storage 1412 W Idaho Street.Suite 240 Engineer:ineer: YvT Project ID: 1068,16 Raise,Idaho 83702 °ro�ect Oescr 208.342.2319 I q McClendon Engineering Inc Steel Beam »1.=ra:tunCEN--s NEProjocts',10% 6�.�� edeSlprapct�OacsS slpn,ec6� E6ERL'AX-INC.,1983.2018,6.ulld:6.16.6.7,Vu&16.5.r 1)007 Desorption: Rcof Beam-R82 Load GontinarmA Max Sims Rota$ Summary of Moment Values __ Summary of Shear Values Segment Length Span — P,S ..,_ -. Iowa# himax= Ma Max Mnx MWOmega Cb Rm Ya Max Vnx. VWOmega Dsgn,C=41 .-FO k 1 0.396 0.073 63.25— 6323 266.67 t59.68 1.00 1.00 6.81 14D.72 - 0361 460D+0:60''01+0.6oH Dagn.1.= 41.00ft 1 0.094 U17 14.96 14.06 268,67 f5Mt 1.00 1:00 1.58 140:72 93.61 #0.60D+0.70E-0.60H Dsgn.L= 41,0011 1 H94 O.017 14.E 14.9E 206.67 159.6E 1,00 1.06 1.58 140-72 93,61 Overall Maximum Deflections Load Combination Span 141ax."'coil Location In Span Load CoinNnaiicn tdax,'+'DO Locaton in Span _. _ --- +1)+3*N 1 1.7242 20.517 040000 0.006� Vertical Reactions 3upportnotailon:Farleltl�#1 Values In KIPS Load Combin—Ai .�_ Suppo,-1 t Support 2 Oaarall PAAXxnum — Overall MINimum 1,581 1,248 +O+k 21635 2.031 404L+H 2-636 2.031 +O+Lr+H 21635 2.081 +D+}`-rH 6.196 6.020 +p+0.750Lr+0.750L+H 2.636 2.081 +D+0.75OL+4.750841 6.86 5.036 +0+#1,6019'+H 2.635 2.061 +D+0.74E+H 2.815 10131 +PJ+0,750Lr4750L+0.450t'1+H 2.635 2.081 +D40,?50L+Q.75o5+0.45pW+rl 6.805 5.038 +0-0.-150L-m1,7509+11.5250E+H 6,805 5.036 +0.60D+0,QCW+0,60H 1.581 1.249 «0.600470154JAH 1.581 1.249 D Only 2,635 2.061 Lr QnI L Only S OC4 5.561 3.939 W Only E i� H Only McClendon Enginee(ng,Irlc Prc ecl Title, Cascade Storage C 1412'1d.Idaho Slreel,Suite 243 Engineer_ WT Project ID: 1068,1� M� Grilse,Idaho 83702 PrcJect D'imcf. 2W342-2919 115 McOa;don Engineefing Inc Steel Seam Fie■r,'dlPkE Ameata'e'1116°roonls'1088.18Ceawlle 8rcr4e'CdcstiKign.ec6 - '--_ EAEK&C,INC.13133261Q{'AJIW:(3.'BG.7.4a.G.16.B.7 1:11 t YRCC t•UNCOMMON Description: Roal Beam-RB2 CODE REFERENCES Calculations per 45C 360-10, IBC 2012,ASCE 7-10 - - Load Combination Set: 1BC 2015 Material Properties Aralysi9 Melhbd : Allomble Strength Design Fy;Steel Y!old; 50.0 ksl SCMM Brackng; Bum Is Fully Braced agalrtst lalera4-torsiupal buckling E:Modulus: 29,000.0 ksi Bending MIS_ Major Axis Bending cm 81) W O e 1) Bit)F.1I aloe n earn=41.0 1`i 13x9E /} Applied Loads _ Seryice krads entered.Load Factors will be applied for oaloellatioris, 139arn self weight ca'tulated and added to Ioadinq ---- - `--^ (.oad.(s)mr Span Number I Poittl Load: 0=H10 k 0 2.0 ft,rP131) Poinl Load: 0=H 810 k P7 Q,0(1, R13 i 1 Point Load; 0-4.8'Id k ij-q�22.0(1,(RB1'1 Paint Wad. Cy G6� 1rJ k i,320(1,(RB1) DESIGN SUMMARY •: • Maxie urn Bending Stress Ratio 0,166: 1 Maximum Shear; tress Ratio m 0.028: 1 Section used for this span W15x36 Section used for this span W16x36 Ma:Applied 24.935k-ft Va:Applied 2.635 k Mn 1 Dmaga .Allowable 159.681 k-ft Vnr4rnega:Allowable 93.810 k Load Combination +D+FI Load Combinalien +041 Location of maximum an span 22.023fi -r.'caiion of maximum on span 0.000 ft Span#where maximum crrurs Span#I Span'W where maximum oceu rs Span#1 (41aximurn Defleclion Max Dourn+uard Transient D®Aeirilon 0.000 11 Ratio= 0<360 Max Upward rransient aeffection 0.000 11 Ratio= 0<380 Max Dawnatatd Total Deflection 0.570 In Ratio= 1362>=240,4�- Tf. C.rQ L f �i F_z r spr•_1 Max Upward Total Deflection 0.000 in Ratio- 0<240.0 _Maximum_Forces & Stresses for Load_Combinations _ Load Combinadon _ sAat Sitess Ra Sunman alMamoid Vai.tes Summary of Shear Values Segment Length, Span# hi V^ m mx, hinex- Ma Max-- Adnx Gtnx1Qmsga Cb Rm Va Max Vnx 'JnxhDmega 0Sgn,L= 41,00ft 1 D.156 0.028 24.94 24.94 2%.67 159,68 1.00 1-00 2.88 140.72 93.81 +D+L�1 Qsgn,L= 41.00 ft 1 0.156 0-728 24 94 24.94 2B6,67 159.88 1.00 t.00 2.63 144,7E 93.81 +D+L--H Sin,L= 41,GO ft 1 0.156 O.p2a 2�94 24.94 i 6.67 '59.53 i.OG '.OL' 2.$3 14U,72 93.81 +D+ +H as911,I_= 41,C0(t 1 0 156 0.028 V,94 2494 256,67 159.68 ':.CQ 1.Gr 2.63 f40,72 t 181 +D+D,750Lr+0 750L+H Dsgn.L= 41.00 ft 1 0,158 0.028, 24,94 24.N 286.67 159.65 %00 1.00 2.63 140,72 93,81 -0+0,7501_+r}_750S�H !Dsgn.L= 41,00 f 1 G.156 0,028 24.94 24,94 266.is 159.E-6 1.00 1.00 2.63 1,4fi,7 7 93.81 +HD+0,G0141+H Dsgn.L= 41,W ft 1 0,156 0.028 24.94 24,941 266.67 159.bB 1.CO1 10 2.C.3 ,40.72 93.81 +D'U,7GE H Dsgn-L= 410,011 1 0156 0,C28 24.94 24 94 266 67 159,58 1.0 1 N 2.63 140,72 93.91 D�J.'S4Lr�.r.;aCt+0.450'a'1+1-f Dsgn,-_= I100'it 1 0.1E-6 O,C28 24.94 24R1 266V 154,68 iti) 10 2.63 140.72 03.01 �.-fl fr,1547L•�Q,75G5�4.45D45'-i;-! Dsgn.L= 4100 ft 1 0,1 6 O G2E; 24.94 24 94 266 67 15zs.68 1 i 0 11Jo 2.63 140.72 53,81 )10.191.10,M0S'u W00 'H McClondan Engineering,Inc Projer.L Tile: Cascade Storage 1412 W,I,daho Street;Suite 24D Engineer: WT ProjW ID: 1058,16 MC Boise, Idaho 83702 -Jrolec.Descr: 2C8-342-2919 f L� McClendon Engineering Inc Steel Beam File»r'dU1vE r {e�1i�11'6 f ralct i;if&9.16 Ceecode Stcr }sll afcsVV�a�n.0 6 ENERG4l.C,ING�993-2s118,@uild:616,fa7,V8+:6.to;6.7 r:rr s• Descriptlon; Roof Beam-RE12 Load Comhlnaucn Max Stress RAS Summary of Moment Vakms Summary of Shear Values_ Segment Length Spear4 td V 1vMk9c+ 6'rmax Mahlax hlnx fvbx,'Omega Cb Rm Va tVW x Vnx V+ntlOmega Dagn.L= 41.00 R 1 0.156 0.028 24.94 24.g4 M.C-7 459.68 U0 1.00 2A3- R40.72 9a.8; 460D•0.604Y+0.601-1 Dsgn,L= 41.00 tt 1 O. J.4 0.017 1 a_96 14.96 26647 15US 1-w 1.00 1.58 140.72 93.81 460D40.70E40.60H Ow.L= 41.00R 1 0.064 0.017, 14.98 14;0 2$6_67 15g.$6 1-00 1.00 1.58 140.72 9W Overall Maximum Deflections Load Combination Span Max.,,"Qefl Lo=10 In Span Lopd Conibinatlon 1,1ax,"+'Defl Lomiidn in Sppn 0 Only o.s7o5 20.617 0,1XIp0 ----a -- Vertical Reactions Support NOW:Far left is+1 Values in KIPS U0Coml dcn —5up5at t 5upW2 --_.--_——. ----- _ "OverdOlw�dl�tiiim - - --'--f-M -- Overall MINlmum 1-581 1249 +D++1 2:635 2401 404L+H 2.635 2.081 404U-*H -2.635 2.081 40+$yH 21633 2.081 4040.750Lr40,75DL4H 2835 2,081 4040,7501.40.7508+H 2.635 2.1%1 +040.60W+H 2,635 2.Oa1 +D+0.70E+ 2,635 2:081 +D44,750Lr+0,750L445GW+H 2.935 2.081 +p4750L+0.750S-4460.W+H 2Z5 2 l +D+i1 ML,0.-(50S+0.5250E+H 2;635 2.061 -f()-%140.60W+0,60H 1,581 1249 +0.50D+0 70E+0a6011 1.581 1.249 0 Only 2.636 2,081 Lr Onfy L Only S Only W Only E Only H 0" Project CaaeA�-�(­ folrof, go I- 0� - Pope: McClendon scOPe' Date-, �Wttp. — Checked by: Engineering Inc ItO BY- ROO*: -;p&F r- 7o ptr L Ipfa P,1 s YOO 0 16,Pr /V1 W A 16.rT. n qq �( tcpp 1si, a f Y.0 O 6 0 O NUJ Epp m i�0 O O Oi aOap� O 8�sy 6 %r a rn m ca rn 6 6 G d o e c r wO f~ 17 NS 6) 66 6 6 Od � hl i-1 L+i 66 O pp vv14 x 7 h I r- i0D h h "S Ll I � M N x '.y P rrdl `C.WI CmC�� CO YfFa 2 !s�7' rC N �' ni ci N cY nT c4 Sv sh YTL(7 Q L2 N ou ,n oa 4� F G1 J Opp! Q UqQ f� p Q 50 Q d �t�f�77l t� S*4R�] 06 h m 10 � "�.II p C d M V 6 frl cb Q s- � r, r m p ep tp CV p �t Q O 44 w 0 O u3 d cJ �61 t�D M 6 ,It•. p Lo O �'^ _R p, c 04 47 1� m C1 �h c0 m r4 h 50 Kl cq E c fo d c a c c c C, c c c c a u O _ m - 2 07 N t tNV Cis o n a w n N t0 UD © A* to C W m ®t W c d? (Y w q rn m w G} as ao w m t:7 m yr E I+ c? o cv r-: 1a (P rl� s r o m w ua o rr 4- a LuLu N Q SNC N th 0 10 A 0 0 tO ill M O n o o O o w r1� y€ u�r77 LL--77 mm a 0 n O O O w e 0 6 ¢ 6 O IMF 4 o a p p p p p p o +7 4 cj p @ 49 � sd7 �r r � � ii Fi 0 � W 0 � S! � v tr3 ® s7 c+i sg NY q' 'Q tt a Cf N N X x X K x M D_ ei f] 0 0 Cr i] O G O fl 4 0 r- Iti I- f� oG tq 4 £L Z V U L,Y 0 0 0 U 0 U J C)' G 0 p P S5 4 G 4 O ,ry r!1 vs 4*� P Q o 0 r `r x x sit x 15 � r=1 6 I� M1 L rl I- r- r� r- ga i p u M. ni 04 Oc V I s .5 S d ) n OA AI LA U Jam,o o f1 AvIA • XT ID- (D-- a :2 cc ., 1 4(-- %d (L 41: il 6 6 6 r4 6 MProiect* No, &Y-4-14�f Paae­._Z( McClendon "*Pl: z:�TO"u" — Date, $otp -Checkedby,, Engineering Inc Item: By- 1(/)r T_-Locmp_1 Fte4r,&wC-7 125 a,%F T-L T07-44- cc�.x 1: in. TOTAL SLAB DEPTH Normal Weight Concrete Maximurn Urishored Clear Span(ft-irt.) Concrete Properties Deck NoT ber of Deck Spans Darnity Uniform Weight Unwanuvolume Compressivo Gage 1 2 a 1Prf) (Psf) (yd1V1o01t%) Strength.t',(psi) 22 10'-0" 101-71 145 42,3 1.060 3000 21 1 V-81 121-11 Notas: 20 12'-4" 12'=10' 1,Volumes and weights do not Include allowance for deflection. 2,Weights are for concrete only and do not include weight of steel deck_ 183.Total slab depth Is nominal depth from top of concrete to bottom of steel deck 18 16 Shoring Is required for spans greater thap those shown above.See Footnote I an page 69 for required beating. Allowable Superli-ripaaed Loads(psf) Deck Number of span(ft-In.) Gage Dock Spans W-0 1, W-61. A.. . ; -. ;I --' -- - - ---- . 9 9-01. . 11-6 12'-0' 12A" 13-a" 13'-6" 14'4" IVA" lalm-oil 1 254 220 206 1 iio- t2t7 1C8 97 22 2 254 2219 200 190 175 5 108 97 do 79 12 65 65 45 39 22--2 208 too , 176 81 108 97 88 70 72 85 Sa 4a 39 1 274 248 2 5 208---1 1$i i 21 2 274 240 225 206 189 174 161 150 90 BE' 01 73 611 55 45 3 Z74 248 225 M 189 174 161 160 140 L 19. B1 73 es 55 45 1 294 205 24t 220 202 lar 15 180-' 108 5 ala 2 294 265 241 220 <�2PU 1a7 171. M --j�98� ao 81 74 61 51 .2 q 89 F,1 74 61 .91 a 294 -2SS 241� 220 02 M M 160 '149 4 1 331 3�3 1 274 250 230 212 410 A, 172 155 16 108 97 59 15 63 19 2 533 301. 274 250 230 212 1.91 172 155 11,4 C, 128 117 89 75 62 $33 301 274 250 2a0 217 i 91 172 159 140 126 1'5 104 75 Sa 370 334 3C4 273 255 232 2QU 1.57 1By 1134 -122­ 112 t63 80 74 2 370 334 304 278 255 232 208 187 i69 153 139 126 Ba 74 $ $70 334 304 ?78 2,55 32 2U 16? 0 1.52 —1 39 126 "15 aa 74 400 4CU 355 333 299 263 241 217 "97 178 M i A 3 132 111 96 16 2 400 4G0 366 333 209 265 241 217 197 179 182 149 135 113 96 3 400 400 365 333 299 268 241 217 !97 178 '62 148 -135 1.13 r 06 - See footnotes on page 69. J Shoring required In shad am.to right ofheavy line_ Allowable Diaphragm Shear Strengths,q(plf)and Flexil3ility Factors, F(in.'rib.x 106) Attachmant Deck Span(ft-in:) Pattem Gage i 4, V . I--— . .. - 9-0" 9'-W' 1 0'-C" I0'41" W-0" 11'4" 12'4" ir4" 13-0" 13'-6" i4'-0*l 16,4' 16'-0" 22 q I—GM- -1-5-9,4' 16-63 1*57-3...1-5'6'5- —155-0--'1—544- 1,5-3-8"* '1-532-- '1'5-2-7- 1523-, * 1-5*1-8- 1511 -1-5-C-,4- 21 q 1005 t 592 1580 15YC 1560 1532 1044 '53'? 1530 1524 -619 1614 14 1509 1500 1493 21) :1 1608 15133 1580 1560 15521 1540 1541 1533 1526 1520 1513 1E08 1503 1493 1485 19 Q 1616 1002 158"r 1673 1561 1650 1540 1.531 1.523 1515 15 0 a 1502 14H 1485 1475 JEJ q 1634 1615 1598 IG93 1569 '1657 154a 1 S�LE, 1626 1517 1 E.22 1602 1495 1482 1472 16 q 1679 1655 1631 1614 1597 1502 15130 1653 1543 1532 1522 1513 1504 14139 1476 ----------22 It1708 16B6 1666 1648 1 B33 1618 1-305 1593 1583 1572 1562 1555 1547 1632 1620 21 c 1729 1704 1083 1683 1540 1630 �6116 1602 '590 1570 1569 1530 1.551 1535 It 521 3614 20 q 1750 1724 170'a 1679 1660 1643 '-627 161's 1600 1S.5a I W I SW 1540 1525 19 q 1801 1770 1742 1718 1 B96 1675 1657 1640 1826 1611 1598 1586 575 1555 1637 18 fj 1054 1819 1757 1759 1734 1711 1590 1671 1654 11338 1623 -1 009 1597 1574 1554 16 q 1973 11029 1890 1111155 1823 1705 17B�) 1745 172a 1703 1 W 107 1651 1529 1 5D8 See footnotes on page 69. 70 VF5 www.vorrodock,Qom IY1 Project. `C � TCt�.� �C _ No: IN b. !4 Pane: i McClendon Scope: ST aocr tote: 9 / Checked by: Engine,ering Inc-, Item: By, 647 — fij�D SLO pS 63 10 � - TOO , ron3L = 3 q 0 2, Pt F �R 0 vi>c C � x -2 O/Z. X C�C�hJ � C ��Jl�a P.J 1�1 �41 y1V l6f .Fr- V� 71U 4 :,( c L W Pi ikr (in 41 Cn '�* L4 V 4 V V +I ,J :-1 -a M. � b 6 d a n b .7 O o G 0 �Zb o a 6 C M zs c: nnc� nn �rc1ca1� FnM c� C, nc0r N N W A A k] fd A W m L37 � Ov {n as On 3o Bp ,9a +J .I ti �I it M �l 4 q C L7 4 q G 4, 4 [] 4 0 g q q 4 Q o, x x x x x x x x x x x x x x x 'x `u'u m W W .Lti L] y v f.] N. Ph di u ;n W ry `'n µ) 1 Q O D i7 th to UI ;h F? O D O �O R7 r W a fh ,ta q P P P 4? � � � 0 O O O O 0 b <} O :, a O .'7 �' A � Cn 4a a � p p' rn pp m cn p w -� cri esa m V. cn o ou 0 .0 ��pn 1"' Sh ih O 0 ih Ah O sD :1'i ih 0 0 0 Ut a :G M ,� � �. �j .CD +� o rh � w N � Iw sa N cn ,d [J j fh w N O W y a V :.. W0f;J �-1 m 3 w ui ra CA m O SP OR m m -.r hJ m W V (h V W fkI !T W V IIi W V f7} j, C, 4 r n Q4 N �jcp -um $ in u ® of a '.� o ai F a ' a, 3 �( ® ha rl Ili epp at m, y -v =S QI O to .� W (A 0 N W fh 0 O w ih h5 �f �- a � g. 0 9 Q Q G7 .O Q 9 0 0 0 Q 4 0 "J O N 3' dD m ti b1 to -J W bJ tv ti W M m y .� w. s`la 7h e.`Ix �i g w `J T1 Lft � 41 pp 'm wW c I" ryy O W m U 6T A 6 47� J! w eQ 4 N cn w mG^I o sl W 4 U' "' O v h N w A w o as -i w w N v r cn W a ?' cy � �A �I � w C/7 ' w N W r11 .e "J�rK jj O D w to W N cNa rs q rJ .� .• W N .e a r a3 V d. � i5 63 m N �. o N [h P� 1h.F •.�, N 'm .�h ca w w w m :gam. Cali d1 V []Y m W m � h7 N D C1 A N m m N 09 0o 0 1� cc W G A G �' •[ � CA oo t, O -F i O T 04. A ..1 2 ti Oe i» ul .a Op Lh A W 1 6 L7i 'm W 0 th -11 �• Ls; ;b' a N to m a ww o ca a o a3lCmh pbppp ayp oW jl� qaq:� ?pn ..sqqa +pps �ppn A CA 113 k:,i I •1C 0 'G} 6 0 0 o O G C O e3 Q O O .('�S, '-¢,�, a pq Lai N In O@ 0 L:� �0e, 0 0 n C"1 n n Q n a � 3 cm ps i� p � N SP � � - o o a 'c a rx o 0 4 4 G o - o - y( x % x x A X 7t x X X iC A ?: x x � � W W W L, W N N N N P3 L'J N f4 'i fr th GI th O O O 0 ID (f1 in Lh O o o O ri3 � x o 3 t. k <a 9 O R d f;! 4 LJ R C1 C3 C ID R O Q 7 '�^ [� II = 5 M4 y o d o 'b a o o £} CS p o •� 1"' o Seri 3 V d 4+ V [h Q g�1y V kn cn O (fl V t31 d ffi (l[ in Ci NO fA !s O cO co N Af 0 O P S � ;o4 5A A W N i m m Ip cfi�, wp N en rt� .oQ o e5 91 � x� =w i Ln ;H Z�'" � is ,A mono a W adorOd �l J S '� n N u M m cn w b al w n a m w W (.+ cr 9+ Ce (b P 3l 06 W [_G7l �• � fP t3 twS O CY C) G Ch o L' o4 O F7 }7 NQ 't W (A -IQ cP W W c7 w ski( 4 W obi M o w w '� a r. s w Ci `" w c s a a; en as d, cr q� b G0 -tea A (Val 5p .' - (" a w a W m p m 3a '° hwi Ot) cp P O -' a D � n fD ,�, <h G7 �• (h W J 'g th W ,•• a LCI 4! -+ Q) 41L 9 m N 4 m N °�" m AD iN hQ J m 0D -J A Ch Oi co �Ol uv Ci1 IV A w r� A? A [A h5 \1 b R,� 43 [p W +cz -1 41 ti o o b. is 7• (n Z co ' x w ao iU o � W 'Wto o W�W ;a rJ�l 4�4**�I� a 0cl as 'y 4R Ou- Tn uNs fV Ga N [� (n N $ A K (yp k S .SD W Tl, 69 O O V V[ W tp + N V W ' J o 0 o a a � rs o r3 d a r o 0 0 M a, a w •a s t } i r. Ifp� is to N ref ur Ge sn c� p w J w +.(i �s p o o e5 m ao W o Oa CJG O[p•r j � '�' W 441 N Tn Project: McClendon Scope, e-K 14 A) Do* Checked by: Endineerin.g In c Ifern: By, z JT' w tz 'Fa aav , PL .�1120vf I z _67 S;pA 0 b. Spq,,J u,5eep.&;�C 1.cvj;�P4 16.9 LP 7C11I PL z x t ele DfIIAXlendon Engineering,Inc Projecl-1tla: Cascade Storm.° E 141 2 W Idaho Street,Sutle 240 Engineer �7T Proiect 10; �1068.1 rx Mc BNse,169ho B3702 Project Descr 208-342•2919 McClenftn Engineering Inc Fit=At1UhhE"w.;020iH?vato S03GtbcascadeSioro*0.ld4aslgrLad Steel Bern - -- _t;.rsale.mwtee$2lsas,eu+kt:e.ts.si.va:s�6s..r� 0.cr ra• Description: Flw Beam-FB3 CODE REFERENCES Calcatlatlons.perA15C 36CW 0,ISC 2012,rASCE 7-10 Lead Co rtbinabon S@t; IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy;Steel Yield: 50.0 k8i Beam Bracing: Beam is Fully Braced against lateral•uaslona,buckk g E;Modulus: 23.000 0 ksi Ber:d ng Axis: P/laior Axis Bending 1.]A ♦ ♦ 7 Epp=3U f: Vo-ex 1•1 Applied Loads Servlce lerjdb enlered.Lams!Fau[ots will bra applied for caluu1mLiwis- Beam self w®itlt•t KIOT internally calculated and added Uniform Load la_._31G, L=2.50 0t, TributaFi 11IA0-1!]it D1rEStGN SUMMARY • • Maximum Betiding Stress patio = 0.703-, 'i Maximum Shear Stress Ratio- 0.357: 1 Section used roT this span W12x14 Section USod for this span W12x14 Ma:Appiled 30.529 k_ft Va:Applied 15.264 k bin I Omega:f0lowablo 43,413 k-fl `nr Omega;Allowable 42.754 k Load Combinallon +C14-+B Load Combination PD•L+H I-ecat-ran of maximum on spar h,lrul0ft !.4catfm of meximun-or span 0.0G0 ft Span#whore maXimum acct ra Span 41 Span A whera maximum occurs Span#1 Maximum Deflection Max DovinwaW Transient Deflection 0.090 In Ratio 1,065>=3Fy3 Max Upward Transient Deflection 0.000 In Ratio= 11 e3&6rl Max Downward Total Deflection C,137 in Ratio= 698>_243. hn a 1, a„1 ra - n nnn m fo W1 t.ip4VzlTu �aai 3i`W'•Lsipli U.UUv Ifl n tip- Maximum Farces&Stresses for Load Combinations Load Corribinakian h'ax SIYesS fia<i a� url a,f pfltirnerit 8koes SUrnmar7 of Srfear Values marl Segment Length Span# M �--. ?SMOA 1• Aimax- rlia R46x rvinx 011•094 Cu Rm Va Afar. Vex s'WOinega Jsgn:L- 8,00 ft b,243 0.'23 10.52 1C•53 72.5e,' 43.E+1 1.,): -1�) 5.25 71.40 42.75 +D+L+H Osgn;L= 8.00 ft rQ.7C3 3:37 3043 3(,53 72.50 43.41 1.011 1.u0 15,26 71.40 42.75 +D+Lr+H Osgn,L� 8.00 It 0,243 0,`2s 10.53 10.53 72.50 43.41 1,00 1.00 5A 71.40 42.75 +D+S+H Js n,L r 8 DO ft fi�243 D.?`L3 10.53 1t.53 72.50 43.41 1.00 1.00 5.H 71.40 42,75 +D+Q.750Lr+0.750Lt11 ,)sin,L= 8,00 R i 0.vc3 0. '9 25:53 25.63 7290 43.41 1.00 1.00 1218 71.40 42,75 +D+C.75Ls.L�750�+H 0s-On,L= 8.00 R 0.11;�5 0,2t9 25.53 26.5a 72.50 43,41 1.00 1.00 12-75 71,40 42.75 +0+G.60w-#H CS911.L= 8.00 It i 0.243 0.173 10,53 10,13 7 2,:aJ 434+ 100 1_DD 5-26 71,40 42,75 +0.+G.T0E+H 0srrn.L= 8,00 it 0.243 0,123 10.53 io.53 12•.50 43,4= 100 1 Do 5.25 'l1,40 42.75 w4-1„0.T5QLr+0 75CL-0.450W+1'i Osgn.L= 8,00R =E 0.5819 0.299 .5.63 25,53 72.57 43,4' 1,00 1,00 12.76 71A0 42.T.5 i0-s0.P60L4.750S+0.450'N+FL Dsgn.L= 0.00 R j O.W 0.299 25.13 25.53 72.8L1 43,4, 1 U0 1.00 12.76 71.s0 42,75 :10+015CIL4 7505+0 5250E+H Dsgn.L= 800 R 1 3.586 0.290 25,53 25.53 72.50 43,41, 1,00 1'M 12.76 71,.40 42.75 Dr,gn.L-, 8.00 R 1 0,46 0.074 U2 B.32 72.50 49,41 i'Lld 1'00 3,19 7t.4G 42,75 1:S0i1+(3 70'c i(l$OH WGIendon Engineerfng, Im Project Title: Cascade Storage MG#_ 1412 yV.Idaho Street,Suite 240 Engirw-w- INi Proioct ID: 106a.16 FWse;Idaho 83702 Project Dessx, 208-342-41:19 176 McClendon Engineering Ioe Steel Beam - - - - Fde-kk:,GAcE Ftcjec eS2013 PraeciodGB&i8 C2scada Sfcra9e4Cdc871eeF�r es6 L EIIERCALC, 1S63.2318,EuIId:6.t 6.8:T.Ver:6.16.G.7 r.rr - o• r � Description Floor&am-F&3 Load iombinadon hoax Stress Raft Summary or Fdomenl Values Summary of Shear Values Segntenl Length Spank 141 V foirrrior+ Wax• A<a Niax Minx W1W0rrRra Cb Rm Va Max VpX Vnyornep 0sgm L= a.00 r 1 0.146 OWN 8.32 6,32 72 5C 43.41 100 1.00 3.16 71.40 42.75 Overall Maximum Oefiections Load Combinafan - Span hlax.' Del LoceWh in Shan Load Cembinaticn klm W'Oa0 Lorallon In Span 40+L+H 1 - 0.1375 s.023 0.0000 0.000 Vertical Reactions Support:,otajon:Far let Is#1 Velues In KIPS Load Combination Supood 1 3upport2 ---- Cverall VMimum 15.264 15.264 _ -— Overall Mirmurn 3.1!6 31158 PD+H 5,264 5264 +D+L+H 15,264 15.264 •0•Lrt i 5,261 5264 jM- +H 5,264 5.264 •D•0.750U,0.75001-1 12.754 12.764 +D+0.750L+0.750S+H 12.764 12.?U +D+0.50W4N 52264 5.264 PDA,70E+H 5.264 5.264 +D+0.75DLrA.750L+0.450WH 12.764 12.764 040.7501-4750S+O45OW-1 12.764 12.764 +D40.750L+0.750S+0.5250E+H 12.764 12.?64 10.600+0.801V40 60H 3.158 3.'Sa +6.60040.70E+D.60H 3.15E 3.158 0 Orgy 5264 5.264 Lr Only L Only 10.00D 16.000 S Only 4h'Only E Only H Only MJDMcClendDn Engirloering,Irz Poled 71tie: Cascado Stri-M.96 1412 W.Idaho$17eet,S;Ate 240 Engineer: %NT Protect Ira: 106916 Boise.Idaho 83702 Projmt Dwr: 208-342-2919 McCiencion Engineering Inc 4iNINK Frjek-A' 016 Pq$00--058 16 CXCI)de F.�Lteel Beam ENERCALC, INC.I M,2DK6UlJd:6A6,6.?.Ver:6,166.1 KW-0607747 LicPhace MCCLENDON ENIGINEERINM Descripficn: Floor Beam-rB4 CODE REFERENCES ­ ---"*--------------------Coiculatioris per AISC 360-10,IBC 2012,ASCE 7-10 Load combinaltia n Sel, IBC 2015 Material Properties Analyst hMhod Allaviat)le,Strength Design Fy:Steel Yiod; W,0 k i Beilra Bracing Beam Is Fully Braced against bucklm.9 E,klocl&,s: 29,OGO O ksi Bending Axis: 1%.1ajor,Axis 13eiiding D cS S)L i I t i T amn=,23r H Applied Loads Servace Inads enterad.Load Fac-tors will be applied for calrij lations. Bearn self vidqhi NOT inlerpaily calmlated and added LoadN for an Numbar I Prjit,L Load: D L-- 10 Q k� 10 0 11 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.599 1 Maximarn Shear Stress Ratio= 0.102 . 1 Section used far this span W1 2x36 Section used fur this span VV 11205 Ma Apoked 76,500 k-ft Va--Applied 7 e50 k rvin Omega:Allowable 127.745 k-ft VNOrnega;Allowable 76.0 k Load Combination '0'-L'H Load 3ombiroicn -O+L+H Locabon of mainnum on span Lccaiion m annul-on spar 0.000 h I Span#where maxmum cocurs SGal1 iJ I Qpan m4vinaro maximum o=-.rs maxilnuin Deflection Max Downward Transient Detection 0-350 in Ratio= 6 8,5>=3 6 0 Max Upward Transient Dafteclion 0.00U in Ratio r 0<3K Max Downward Total Deflection 0.535 In Ratio= 448>440. Max Upward T0121 WWiOn 0,000 jr, Ratio z 0<240.0 Maximum Forces & Stresses for Load Combinatfons Load Gomc�mation Wrx Sims RaWs Summarl o'4,11ament.VaW5 Summary of Shear Values Sqmidni Li m)th 18 P.9 n Ivq v k0nax r"Gcmaga Cb PM V8 Max vox vnxfomego +04H Osqn,L= 20.00(1 0,207 0,035 26.50 26.6G 213-213 127-74 1.00 1.0 2.65 112,-50 -11511)0 404L4,H Osqrt L z 20.CO R G,.5 G9 V02 76�0 76.56 213,33 12T74 I-C-i 1-00 7.65 112.10 7.5100 Dsgn.La 20.r.10 It 1 0,207 0.W5 2b.5-'1 265D 21333 127-74 1.aO 1-00 2-65 112,00 15-w �D,-S-#H Osgn.L= 20.Wd 1 0,707 Gk36 2ti.50 25.50 21333 127.74 1-OD 1,DO 2.55 112.4C 75-W -1347501.rs0 750L-H Dsgn.L- 20.00 ft 1 O'Wi 0,085 5400 6COD 213-33 127.74 1,00 1.00 6.40 1 QAG 75,00 tolo.M5 +O?50$-H Gsgri.'-- 20.0011 1 0.15r41 01)85 6410 6400 215,33 t27,74 1.0C fUC 6.60 112.K 75:00 '040.60W41 Dsgn.L7, 20.00tt 1 0,207 0,035 26,�O 26 50 211V 27.74 1.0G 1,00 2.65 112.50 76,00 4D--0.70E+H, Dsgn,L 7 20 00 ft 1 0-207 0.1315 2F..SG 26-.50 213,33 12T.74 ',,OCR 1.CQ 2,6) 112-50 7 5-00 Nga,L= 20,00 0 1 0,501 0.085 64,00 64,00 23�326 127,74 1,00 'LCO 8A0 112.50 75400 +D I)sg P.L 1 0,501 01085 6400 CA.ao 2i20-3 12-1.11 VO 10 6,40 '11150 75.OG +()+O'750L+0JH1S+G.5250E-H-i 1),eqnA= 20,00 It 1 0,501f cl.C85 (34.C 0 6q.LG 213).33 W-14 71.0 .10.13 6 40 112.50 75.00 +0,60D+0,601N+0.6Dh' Dscn,L= 2,010 fl 1 o.124 0.021 I5.3J 15.90 213-33 121',14 1.00 1 9n 1 59 112.50 75,CO McU-andon Engineering,Ina Pmjml Title: Cascade Storage �DE 1412 W.Idaho Street;Sufte,240 En ineer: 'f pr sect ID: 106$_1! Balse,IdahL)83702 Pro�ec Descr. 209-3�12-2519 McClendon Eng[neering Ind Steel Beam F116=u S.lh>G Frge�l ip16?niea .la E61@ ea3ca le 8soesq�Ca�3rc gn.eo; ENE 863.2016,SU11 8.13.6.7,Var.6.16.67 - os DeSCnpiion: Flora Beam FH4 :.aad Combination Max Stress Ratios_ Summary of Moment Vauas Sumlriarry of Shear 1i dues Segment:s4ng01 S1aan rF M V MM� wax• r4a PAax fAnx f,4nx Omega Gb Rm Va Max Wx WYJOmega r0.fi`004 70E+0,60H — — ---- Dsg n.L= 20.CO A 1 0124 0.021 15.93 15.9c 213.33 127.74 1.00 1.00 1.59 112,60 75.00 Overall Maximum Deflections Load 4u bloatlon Span Max. Dell Locab on 4r Span Laad Qomivliatlon ?Aax.W Dell U.Cation in Span +64L4 .. 1 0,5364 10A30 OA000 Oboe Vertical Reactions Support notaliprl;Far left 1%#11 Values in KIPS .Aad Combinalica Suppod 1 Support 2 -- Ovprall MINImum 1,590 1.590 +04H 2 650 2,650 +OIL+11 7.650 7,656 +D+U4H 2650 2.650 +D+S+H 2.6�xo 2.660 +0+0.750Lr+c,750i.+H 6.4C9 6.400 +D44J501-40.7508+1HI 6A00 6.400 +0+9.60W-H 216M 2.650 +0+0.70E+H 2.650 2.850 +D-t9.T5�JLr+0.75OL+0.A501h'+H 3.4flp 6.404 +040.7501,+0.750940AS 001-1 5.400 6.400 +D+0,750.L*0.76MS 0.5250E H 6,40U 6.400 +01tdrl15+0.$01,V40:t 11H 11590 1590 +00D+010E-+3,60H 1.590 1. a Only 2:850 2.65t1 1.r only L Cmly 5.000 5.ND S Only W Only E Only H.Oniy McClendon Engin-tiering,inc Project Title: I Cascade Storage 1412 W-Idaho Street,Suite 240 Engineer: WT Project ID; 1068-M 11 Boise, Idaho B3702 Ora ec*.Descr: M c e rt U-J 0 If-1 Engineed'i-ig Inc lie W.M(cE PialecW,209 PqoD1006&160,4me Sira 00 Steel Beam ENERCAL:,11KC 16133-2D16.600:0.166.7.V016,111c, A:KW-06007747 Licensee:MCCLENDON ENGINEERING: Des oription: Fov Elearn•F35 CODE REFERENCE,S Calculations per Al SC 380-10, 1 BC 2012,ASCE 7-10 Load Combination Set:IBC 2015 Material Properties Anal'ysls Oofelbod Allowable Strength Design Steel yield 50.0 k3l Bearn,Bracing: Beam is Fuliy Braced acafflat WiesaHvs1bial buairg 'Z:MDdUIJS: 29,00&0 ksi Bending Axis: Major Axis Bending It'C.R. R751 11.53 ft VA 2.JG Apolied Loads Service loads entered Load Factors vAl be applivolfor calculations_ Beimsell v;eiqht NO11-internally calculated and added Unifixal I-cati: 0 r 1.,W, L=1-875 kA TeibinafyWift it DESIGN SUMMARY ■ f0aAmm Lending Stress Ratio - 0.961 : 1 Maximum Shear Stress Ratio 0.317 : 1 Section used f&this span W12x16 Section used for this span W12x16 Ma=Applied 48.189 k-ft Va;Applied 16.761 k MR I Omega:Allowable 50.150 k-ft VnlOme92,Allcloial;)le 52.80 It 1-nad Combing on 00-4-+H Load Corr,b nation �D+L+h LDcatian of rn virnum on spar) 51750fi Location of rnaxlrrurn cn span 0 Wo It :Span#1 where maximum occurs Span I I Su.-in;T;Mere maximurr,occurs Span A I Maximum Deflacklon Max Downward Transierit.Deflection 0 248 in Ratio= 656>-360 Max Upward Transient Deflection 0000 In Ratio= ()<360 Max Downward Total Deflection (),38C3 in Ratio n 358 >=240. Max Upward Total Deflectloi-, G.G00 it Ratio= IJ Maximum Forces& Stresses for Load Cornbinations Lcad Cornbinalion Max Stress Ra6vis Summaq of Monenfvaluos Summawy of Shear Values Segment Length Span K 41 V Mna-x' "Irn6x )h Va-� Mnx NinvOnega Ct, Rm va WX WX vnxiomNa Dsqn.L= 11-50ft 1 0-143 U13 17-19 17.1 63 75 5015 1.03 1.00 5-98 79,2G 5230 *D+L+H, Dqn.L= M50ft 1 Mki 03 17 48.'9 48-19 83-75 50r15 100 1 OQ 10-76 79.2Q 62.80 Dsgn,',= I 1,50ft 1 0,343 0.113 17.19 I7.19 611"M 50.15 100 100 5,08 79.20 52.60 Dsgn.L= 11.50ft 1 0 343 0.113 1719 17.19 8136 50,16 100 1,00 5,96 79.20 5280 Ngn.L-- 11.50 R 1 0 No 0,86 40,44 40.44 83.115 1'00 1.00 14,07 79,20 52-89 D,sgr1.L= 11.50ft I (1146 U86 40.44 40A4 83.75 a0.15 1.00 11.07 793,D 52AG [)s,qr,.L= 11,50f' 1 Q.u42 0113 1719 17.19 83,75 j;fj.15 %QG 1Alo 5.q8 79.2 52.80 Dsgn.L;: 11.500 1 0.343 0,113 17.19 17.19 83.75 57.15 1.CG 1.00 9,38 19.20 52,80 +D+0.75 OL r+Q.74L+re,460414t 41 Dsgn.L ft I G.806 Q-266 4G,44 4G.44 83.75 59.15 1.0 IM 4.GQ 79,70 52,80 1 G.806 UK 4G,04 4o.44 8175 50.15 I.00 1.CI9 14.07 M-4 52,K3 +D+0.750L+0,750S+0.525rrE+H 0svA= ',1.50ft 1 re.806 11266 10.44 40,44 $3.75 50.15 1.03 1,00 14.07 19,20 52.81) +G.B0C+G-6G'0.'+G.60H Dsqn' 11,60 It 1 G.206 CWH 1110.32 110,32 83.75 50,15 1-03 U0 11,59 79-20 59"A •IQ 60D McClendon Engineering,Inc Pro,ectTitle: Cascade Storage C 1412'N.IdahoShpel,Sub243 Engineer: 1��T ProleCOD: IU�816 Base,Nano 83702 Proled Decor McClendon 208-342-2919 Engineering Inc Steel Beam Fi»=1d dltdaE J oe;nt27`6 PrCJectsSl 6916 CeeCLda Slorepd�CalGcida gn.ao6 ENERCkW,INC.'993•2U1r%Wild.&1647,Ver:6.1641 Descslpharl; Foar Beam-F95 I I r• Load Combination Max Stress Raks Summary of bforrlett Values _ Summery of Show values ScgmenI Length ,pan 4 NI Y7 tSmax+ Nlmax- NI MAX Mnx hlnx mega Cb -'Rm VO MOX VnX Vn*Ornega Osgn.L= 11.50 i 1 6.206 - 0.f�68 .32 10,32 83.75 50.15 140 IZ 3.59 79.20 57,80 Overall Maximum d'eflectiorts___ _ Luad Gese 4fivlfnn Span 11ax.'-'Clef! Locaffon in Span Load Combinadon Max- +'Dell. Loaat+on In Spy '�' 1 3•r O.00W 0.600 Vertical Reactions Supportnetalim FaraftIs#1 VaiosInKIPS Load Combination SupoorlI Support 'N7erall tAXimum 16.761 -- - - Cverall MIN onum 3.688 3.586 ►D+H 5.980 5.980 +D+L+H 16.761 16.761 '-D+Lr+f+ 5.990 5.980 +D+S+M 5,980 5.980 •D-0.7501.r+0,7XIL+H 14.066 14.066 +D=a.750L+G.750S+H 14,066 1 066 +&OWN+H 5,980 5,.0 -DAI L-H 5.960 5.90 +D+0.750Lr+G,7S01_+0.45G0+H 14366 14066- A)A,750L�07508-oOANM+H 14-a% 14.086 +D-�D.7581-+0,750S+0,5250E+H 14.06E 14,066 +0.60D-460+0.60H 3,588 3588 +0.50D-+G.70E-i0.60H 3,508 3:586 0 Only 5.900 5.980 LrOnly L Only 10,751 10.781 S Only N fitly E Only 14 Only W2 Project, NO, 31% McClendon Date, Checked by, Engineering Inc Item: By /0,Ow, r Yr-j, SPA-P) z 6' psrk Pr2,oy, C�k4 McClendon Ergineorin8,Inc Rrojeui Tiil'e: Cascade Str+r,,4 � E 1412 W.Idaho Street,Suite 240 Engineer: 'Arr Aroiect 10: low16 C Boise,lcaho837t02 -ralec:Descr. McClendon Erigineering Inc Steel Beam rile=r NICEI'MIO nt2013PrOeels,103E.13CascadaLicensee sOGva�e+�Zlcs'dsSY3n0.6 E11ERC4LC,11iC.19032116,fluiid:8:i&0.1,Vett&1o,fr.'/ Ds N ENGINEERING Descnpflon: Floe,Beam-FOr ODE REFEREN Calculations per AISG 360-10,iBC 2012,ASCB 7-10 Load CorrnibInation Set; I BG 2-01 J Material Properties Analysis Method; Allowable Strength Design Fy:Steel Yield; 50.0 ksi Beam Bracing: Bean is Fullt Biaced against lateral-larsional buc,,IlnR E;Moaulus: 29.000.0 ks Bending Axis: Major Axis Bending u,m rria s;, "- spun is c n @1W-z Applied Loads _ Service loads entered. Load Factors will be appiied fbe calculations. Beam se4f weigh(NOT intemally ca,'(Vated and added _ -- oad.fsl for Span Number 1 Pan I Load; Li=6_0, L=10.80 k 104 H DESiGN S UMMAR Y •- • rufaximum Bending Stress Ratio = 0.765' 1 Maxini(Lmi Shear Stress Ratite r 0.175 : 1 Section used far this span W12x22 Section used for this span W12x22 Ma :Applied 5&920 k-ft Va:Applked 11 20 k Mn:i Omega_Allowable 73.104 k-ft Vn/Omega:Allowable 63.960 k Load Combination Load Combination Location of maximum on span 9.986ti Locatirm of-roOrnurn en spen 1fJ.029 ft Span 4 where maximum cccurs Span#I Snan#where maxim irn occurs ;pan#1 Maximurn Deflection Max f)ownward Transient Deflection 0 250 in Ratio- 718>=36G Max Upward Transient oofleetlon 0.000 in Ratio= 0 060 Max Dciwnward Total Deflection 0.390 in Ratio= 462 -241). Max Upward Total Deflection 0.000 ir` Ratio= t1<240.0 Maximum Forces & Stresses for Load Combinations_ Load Combination Max SIM%Rados Summary of Momeni, aluas Summary of Shear VakEeS 5agmontLarmlh Span; 14 V -A?max+ ldmax- 'Ma Max Mnx Nln:c' mega Ob Rm� VaMax Vnx VulOrrega 40+ - - ----_ Ds,n.L= 15.O6Fs 1 0,273 O.Ohs t9.97 i99" i22,08 73,10 1,CO 1:C0 4-co 95.94 096 +04L+H Dsqn.L= t5A0 M 1 0.765 0,175 55492 55.92 122:08 73.10 1:Ca 1.0t7 11.20 95-94 63,96 i3O+Lt+H Dsgn.L= 15.00 ft f 0,273 olc*93 10,97 19,97 122.08 73.10 1,00 1,0D 4.00 95-94 63.96' Dsgn.L= 15.00 ft 1 0,273 +0,C63 19.97 19.97 '122.08 73.10 11Z 1.00 4:OD 95-94 63.96 +-D+0.750Lr4-7%L 19.1 Dsgn:L� 15,00 Ft t 0.642 0,147 45:93 45.93 122.08 73,10 100 100 9-40 95.94 63.96 ++D+0.750L+0.75004-,H Ds. L w 15,00 It +rD+0,fiO11J-�1 ` 0.642 5147 46.93 46-93 122.4 73,10 1 0o 1:00 9,49 95494 63.98 Ngn.L= i5.Dp ft I 0.273 0,N3 19.91 19:97 12z.06 73.i0 1.00 100 4.00 9v.94 63:96 +D+0.70E+H Ov.L= 15,UXIft i 0+273 0-063 -19.97 19.97 122.08 73.^O 1.00 1.00 4,00 95.94 63.96 +D+0:7S0LrA 750L+0,450')V+H Ds9n.L= 15.CU ft 1 0.642 0.14? d6,S3 46.93 122.08 73-10 1.00 t.00 5+40 95.94 63.96 +D+0.7501-+0 756S+0.450 P1+H osgn.L= 15,Cn ft i 0.642 0.147 46.93 46,93 12208 73.13 1.00 1& 9.40 95.94 63N +-D+0,750L+0-7 50S-HQ5250F+H Qnn_L= 15,00 H 1 1642 0-147 46.93 46.93 122.03 73,10 1.06 5.00 '40 95.94 93.96 +{1:60D++7.6C1'J+O.6OH Dsgn.'_= '15.00 f1 1 0,164 0-038 1198 11:98 122D5 73-10 1.00 1:00 2,40 95,94 63.96 0McGlei,A- t Engineering,Inc Proiec:Title: Cast:ado Storage E t412 W,;lotto S1r©cat,Suite 240 Engineer. WT Project ID: 1069.16 M C Boise.Idaho 83702 Proect Descr: 2W-342-2s19 ` McClendon Engineering Inc _. --- Flo=tiQ:'h1oS Prtlecls-i0r 6 PrcJecrsS(t63.16 C3staic Sroragc'rvoYa'dealpn,ec6 Steel Beam ENERCALC,INC.'99.'lM,8u114:15AL61,Ver:6.161 -11c,It:KW-0600774'7 Licermee:MCCLENDON ENGINEERiINJ Descdafor: Floor S€aam-1`86 Load G6mboati-m Max Sass Ratios S_um_rnary a:Moment Vsi-j a Summary of Shear Valuos Segment Lenglh Span*' M V (ohm+ Wax- �h4la hvlsx k1m MnxlOmaga Cb Rtn Va f W Vnx VnxlOmega +0-fiOQ4U-70E-C:6tyH _ — gsqnAw t8,0011 1 0,164 0.034 11.98 11,0a IVA 73.10 140 1410 2.40 95,94 63.9E Overall Maximum Deflectlona Load Carphina0ort Span Mart,'="Dail 004on In Span Load Comloatign Max."+•Den Locaton in Spart IDAM i 0,3895 6.11116 — ��- - ---- O.0000 0.003 Vertical Reactions Support rataiicn:Far telt is'*1 Va';tes In KIPS Load CombinaUtln Support t Support 2 Ora�ai(i4fAXlmum — - — 511200 Overall MI Nimum 1200 2 400 +D+H 2000 4.000 +0�+H 5600, 11100 +04Lf+H 2.000 4,000 io,4+14 2-000 4-500 +0+0,760Lr+0.730L-H 4.700 9.400 +D+t),T50L+0,7505+H 9.700 9.400 +0 sS1;6tFJ+#1 2A00 4.000 +o+O.PQE+I� 21000 4.000 �0+4,73flLri0.7 i0L+0.450'N+fi 4.700 SAW �+0.7a€7L+0.76t'�5+0,4a04'I H I 4,700 9ACO +D4T50L+0,7505+0-5250E+1; 4,700 9.400 -0,60040.6WJ4+ ,COH 1,200 2.000 +0,60D4] D.70E+0A0H 1.200 2.400 0 only 2000 4.000 Lr Only L" 3.600 7200 S Only W Oniy E Only H Onty MoClendon=rrgineering,IrL. Project Title: Cascade Storage �DE 1412 VV-Idaho Strut,Suite 240 Engineer: v�r Protect ID, 11568.16 Qols.,,1daho 83792 'ro ec Descf: T-p McClendon 20"2-291 d Engineering Inc Steel Beam `Ile*u:t''ticE Ihej"20151i'gocto"03B to,C*Cada BtCraaeY aka'deaigneab �r�.�• i:i�- EYERt:�r.C,Ike 131k3.nK 6013:6.16.6:7.Ver 61 ti 6.7 Description =WrBeam FOT C011E REFERENCES Calculation per AISC 380.10,iDC 2012,ASCE 7-10 Load Combination Set: IBC 21015 M__ateriai Properties ,analysis Method: Allowable Strength Qesign � Fy:5teef yield. 50.0 ksf Beam Bracing: Seam is Fully Braced agak+st S.10oduius: 20,000-0 ksi Bending Axis. Major A S Banning vi'2xZ� Applied Loads _ Service loads antered:Load(Factors will be applied for calculaticins. Beam self wepht NOT inlemaliy cal,2utated and aadea UlOorm Load : D=1.3X, L=2-W k'h, Tributary)1Vtdtli 1.0 i1 DESIGN SUMMARY R�ex''mum Bending Stress Ratio = 0,941.1 Maximum Shear Stress Ratio= 0.358 ; 1 Section used Farthis,$pan W12X22 Sectfon used forth!s span 1xWlW2 Ma Applied 68.760 k-ft Va;ApPlieii 22 920 k Mn 7 Omega.Allowable 73.104 k-ft Vn,[Omoga : Alloviable 619130 k Laid Wcvnfrn�llibn -O+L+H Load ColnMation +D+L+H Lccatlon of maxlrn;d(n-n span 6.0W. Location of nta imum on span U 000 it Span It where ma:.imum cocu:s Span 41 Span ft%vhefe max;mum occurs Sp.1rr#1 Maxirnusn Deflection Max Down-veard Transient aeft®ctiori 0.259 in Ratio= 565>=360 Max Upward Transient Deflection 0.000 1n Ratio= 0<360 Max Downward Total Deflection 0,396 in Ratio= 364>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Cambinakn Max lres9 Ratios summary of titonlent Values _ Summary of ShmrValuos 5egm t L2ngtti Span M V 4,imax 1, alrnax• Mla Klax Lim t'IWC)rnaga Cb Rm Va Max VAX VnxlOmaga Dann.1,= 12:C0 if 1 0,325 0.124 23.76 23.76 122,08 73.10 IN 1,100 7.92 95.14 63106 +D+L+t1 Dg jn_L= 12.C41 fi 1 0.9Q i 4.358 88.78 60,76 122108 73 10 10 1.00 22_32 95.94 63,96 +-D 1-r+ M1M1 Dsgn.L v 12,00 FI 1 tr.325 GJ24 23,76 23,76 12108 73.10 1.00 1.00 7.92 95.94 63,96 Dsgn_L= 12.00 h 1 0:325 0.124 23.76 23.76 122.06 73.10 1,00 1.00 T92 95.94 63.96 .p P4,750Lrt4,75-0L+H Dsgn.L= 12M ft 1 0.167 a,3co 57.51 57,51 122.08 73.10 too 100 19,17 95.94 63.96 �n+0:754L+t1,750S�H Dsgn.L 12_ODft 1 0.747 0.300 57.51 57,51 122.08 73;10 100 1.00 10,17 -95.94 63.96 Dggn.w = 12.G0 ft 1 0125 0.124 2176 2176 122,08 13,1C, 11,,10 1,00 7.92 9524 63.96 +D+O;70E+H Ds ,L: 12.001t 0.325 0,124 23.76 23.76 122.00 73,1 o 1 00 1 A0 7,92 °5,94 E3196 *0+0:75QLr+0.7501,+0.450)hl+H Di6n.L= 12,00 it 1 0.787 O.-M 57,51 57.51 122.08 73.'0 1 00 ''.00 19:17 95.E 63.96 +D--0.75DL+0,75G5 tG.45GW+H Gsygn,L= 12.00it 1 0.787 .1 IV)0 5751 dT51 122,08 73,10 1.00 1,0 19.17 95.A 63.96 +D+0.750L-f0.7b0S+0.5250E+t1 G199n,L= 12.00 ft 1 0.787 O.ti00 57.91 57,51 122,08 73,13 1.GG 1.00 19.17 05.94 03,96 A.613D4160i'v-10.60H Dsga3,l-= 12,00 ft 1 0.195 0.074 14:2c 14,26 522,6�3 73.10 1.0i; UO 4,75 95,94 vm96 F-0.60G`0.70E•�r,.801-I McClendon Engineering,Inc Prolecl Title: Cascade Storage E 1412'A ldaho.Streei,Suite 240 Engineer. *T l ec 117: '1068,16 MC Boise,Idaho 837D2 Project Cescr. 0 78-342-2919 S4 McClendon Engineering Inc Steel Beam J Fie=bt:rgdcEftajeca4o15P�esla,l0E8,16�ascede9lor eCakslde �.ecd cK2kgA.G.INM 1983 ZUt$,Sulld 6,16:6 7 Verb.'C�5.7 r rr DON ENGINEERING Deecrlptlon: Flaor Ream-F37 wad Combinailori kku Shays Ft*A Summary 04 marn ntWiUbs. Summary at Shaer Values Si�gnuarrtLength Spam M V Amax+ lolrrar- lida .laic hlnx t<4nztOms)a Cb Ran V2P,tax Vmt Vnw'4nlega I)sgn L= 12,00 It 1 0.195 0.074 1426 14.26 122.09 73. 0- 100 1.00 4.75 96,94 63,96 Overall Maximum Defiectione _ Load CAmbinaWn Span Max."Def I _Dragon In$pan Load Comhlnalbn Nw,'-,'Dail LQcdtbh 0 Span -O+L+H 1 0.3958 61034 Q.QOQo 0.000 Vertical Reactions Supporl notallon.For Isri is,fit Values fa KIPS — — Load CombinaUon Supphrt 1 Support 2 5Vu 46 MAXIMUM 22.g20f2.920 INL-all N11Nimurr 4.752 4.752 +D+H 7,920 7,92Q +D+L+H 22920 22.920 +D+Lr+H 7,920 7,920 •D+S+H T: 20 7.820 +D+0.750Lr40.?50LrH 19.170 19,110 r0+0,750L+0.750S-H 19,170 19_'t70 +ID+0.60w+;i 7.920 7.920 -FO+0.70E-+l 7.920 7,920 �010.750Lr10.750L10.450W H 19.170 19.170 +t7+q,750L+0,750S�0,!15t14�1+h1 19,170 1`9,i70 +-0+0,760L+0,7508+0.5250E+H 19.170 19:170 {4,fi0Rt0;C V+O,E(�H 4. M2 4.752 b, UQ«I1;70�10.50H 4,752 4.752 a Only 7-�20 7,924 LrNN L Only 15.000 '15,000 S Owy, '14r.Only E Only H Only MDJMcClendon Engineering,Inc Project Tllle: Cascade Storage 1412 VV-ldoho Strwk,Suite 240 Engineer: A7 projw ID: H)68,16 Qo[v.ld�!ho 83702 Project Descr: McClendon Engineering Inc Steel Beam F11ii 'Lic.N.KW.06007747 ensee Description: Rau Beam-FE18 Lic MCCLE'NbON CODE REFERENCES ---------- Calcutations per AISC 3613-10, 113C 2012,ASCE 7-10 Load Cembiriatlon Set; IBC 20115 Material Properties Analysis Method; Allowable Strength Design Fy Steel Yleld: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-lesional,bucklillq E:Moduliju 29,000.0 ksi Bending Axis, Major Axis Bending 20,42 VOJ5, LT Gran=12 0 1 Apiptied Loads Service loads entered.Load Factors-oJI3 Be applied for calculations- Marr,sziff wclqht NOT internally calWated and added Uni,(orr-,)Load D--0,6250, L= k6l, 11'rihuwrlt Width=1 0 it DESIGN SUMMARY Wximum Bending Stra;5s Ratio = 0.402: 1 Maximum Shear Stress Ratio= 0,144 : I Section used for this sped W1 2xi 9 Section used fn r this span W12x19 Ma:Applied. 24.750k-ft Va:Applied S.250 k II/In I Omega-. Allowable 61.627 k-ft VnlOmega:ALlowahla 57340 k Load Carnbination #-D--,L+H Load Combinalicri +D-+L=H Location of maximum on span 6 030ft Localion Gf m axi mum or spar Sparc#where maximum occurs Span 10 1 Span'I where maximum occurs Span Maximum Deflection Max Downward Transient DeVeGtion 0.003 In Ratio= 1,544>-360 Max Upward Transient Deflection C.000 1,?) Ratio 0<,16p, Max Downward Total Deflection 0,171 in Ratio= 842>=240. Max Upward Total Deffaction 0. 000 in Ratio= 0<240.0 Maximum Forces& Stresses for Load Combinations Load ComWallion Max Siress Ratios Summael a(MamenFV-al-ues 1-u-musty d Shear Vakies Segment Length Span# ?W( v AMOX+ WWI- Na IAPA Nlnx kbulOmaga Cb Rm Vih-lax- Vnx VrWOmep -0-H Dsgn.L 12,00 ft 1 0.163 0.065 11.25 11,25 W2,92 61,0 1.00 A0 3.75 b6,01 87.34 by�LTFi I)b-grL L 12.00 ft 1 0,402 0,144 24,75 24.75 1(Y2,92 61,63 1,00 %G0 8,25 56.01 57.34 -D+LrfH 1)3gn,L= t2.00 ft 1 0.183 0,065 11.25 1 11,25 102,92 61,63 1,00 1.00 3.75 86.01 5734 qQ+S41 Dzign.L 12.00 ft I 0183 0-085 11.25 1'.25 'i n 2 In $1,63' 1.00 10 3,75 86.01 6731 +D+Q-75Wi0J50L4,H Dagn.L 12.00 N I 0347 0.124 21,38 21 38, 102,92 8163 1.00 1D) 7.12 86.0.1 57,34 [)Sgn.L= 1 0,124 21.3$ 21,38 102.c-2 61 fi3 i'm -1.00 7.13 86.01 57,34 +0+0=601JV+H Dzgn.L= 12.0011 1 0.183 0,066 1125 11;25, 102-92 01.6 1.00 3,15 $6.01 57.34 +D-0.76E+H Ngn.L� 12.00ft 1 Q.183 0.065 11-26 11.25 102.92 51.0 1.01 1100 3,75 1315-61 57.34 D+0.750LT40,750L+0A5PN+ OsgnA= 12.00ft 1 0.347 0-1V 21,38 21.3,P 10292 61.63 11'40 I-Do 7,13 86,01 57.34 +D+0.750L+0J50W.45"f}H Dspn.L= i2.CO It 1 0.347 0,124 21.38 21.313 102 92 13'.63 1.M 1,00 7-13 86,01 57.34 +D+1750L40.750S+0.6250E+�J DsgnJ,= 12.00ft 1 0.347 0.124 21.38 21,56 102.92 E.63 1.100 1.00 713 86,01 57.34 +0L0D+0,601•.-H160H [DLsgnA= 12,C0R 1 0.110 0,039 6.75 6,75 102.92 135,83 1-00 1,00 2.25 86,C11 57,34 4,60M 0,70E+13.011 DJMMcUendon Engiwring,Inc Pro1ect Thle: Gasrade Storage 1412'W.IdahoStreet,Suite 240 Engineer; wT ProjectID: 1068,113Boise,Idaho 837D2 Pro ecf Dew:: 208,14245 rg 19 McClendon Engineering Inc; Steel Beam :le=a4fi WF Pfaroals~2116 PM)OCIS113E8.16 C=ada SWra6ntCaMa�aoNgn,taf—� ENEKAI.C,ING f983?016 81n4f.Ei16,67,vpr6,16.6.7 KW-06007747 • o lDMdpiiUll: riox 9"in-FEB I-nad Gamhinallon M8a Strom Ratios SuTnmery of r0am©nt 5laluO4 Summary of ShorVplues Segment Length Span R fiA V lOrnax+ honex- tla Mex Mnk 1106rdOmega Ch faun V8 Max Vrix VnxX)mdga Dsgfi.L= 12.g0 R 1 .f1p 0 9 _ 8.7 - d,76 t02 02 o"1.ci3 1,00 1,00 2,25 U.01 67-34 Overall Maximum Deflections Load Combination Soon Mom.'."dell Location Ir1 Span Load ComhlnaWn Max,"+k Delf LCCgDp k +D+Lt}i---------- Vertical Reactions Support-iota flan:Far left fs-,#1 Values in KIPS Lead 0ambina lon Support 1 Support2 era.w4murn 0.250 6.25U -- - — — — — Oueral MINimum 2.250 2,250 +D+H 3.750 3.750 +D+L l+I &230 9.25C +D+Lr4H 3.750 3.751 +17 +41 31750 3,750 +D+0.750Lr+€1.7WL+H 7.125 7.123 +D4750L*0.7W8,LH 7.125 7 t25 JD-10.604Y441 3,750 3,75G +D+0.70E+H 3.750 3.750 •d"J•a0,750Lr+0.7$0L4.450W+H 71125 7.125 4M-75X+0-750S+0A50W4H 7.125 7.125 445+0.75(k+0 750S-0.625MA 7,125 7,125 +0AGD+0.6G446GH 2.2W 2:250 +0 0Dr0,70E+00H Z250 2,M D Qni 3.750 3.750 I.r Only L Only 4.500 4,500 S Only W Only E Onty H Only M,:F Project- CA&K—A ZIE SICNI(A,(--4 NO: 1066- 16 Page: 4JO M Scope:._ Date: E1114e cClendon Checked by: Engineering Inc Item: By. 4-JT" L. f IOP%—FL -A bL (S-lkl� p&; p 2 ei ZSO bc- S.?�,aq v0Z. ME-Oondon Engineering,Inc Prge0l Die: Cascade,Stcvage E 1412 W. Idaho Street,Suite 24n Engineer- WT Prsaivd ID; 1Ofik,'16 MC Ool- .Idaho83702 Provi'�ssar: z08-342-2919 McClendon Engineering Inc Nasonry Beam r'1o=V:'dIIMEFr edi,201@ProjectE'1c6a.6Case�dessQrPps'fdraCesyn.oc& ENERCALC.INC.'BK-2016,atd+.d:6.14.Q7,Vwi.16.G7 0,r0MCCLENDOMENGINEERING DescrlpUon: Lintel-Li Code Referer+cas Calculations per ACI 530-11, IBC 2012,CBC 2013.ASCE 7-10 Load Combinations Used ; iBC 2015 General Information - fmi 15M.0 psi Qsnr Span tt Rebdr Size 6 Fs 24,000.0 psi Beare Depth 2.0 q n Bars OF 1 Em=rm 750.0 Thickness 0 in Top Cloar 4.0 in Wall Mult 1.0 End Fixity Pin-Pin Btm Cr€ar 4,0 in Block Type Medium Al Equ;i Salid T hick i,61`n #Bar Sets 2 Lateral Wind Load 15.0 psf V'7all Weight 78,c.�ps' Bat Spacing 4.0 in Lateral Wall Weight Seismic Factor 0-330 1. 25,0 ksi Shear Rein;Bar Site # 3 Calcul ale v�dical beam v+eigh17 Yes n 25.776 Shear Reinf Bar Spacing 16.0 in Novel Shear ralculaled at'dr2'from edge of boom r-Ld-#t D 0.9G �1.250)S{0. -)__, Beam Support Beam Support 1 - 5 bars calf.2 sets used Uniform Loads - - - � - --- aloft X- Fri Read Load L_F15or Line Lr. 1 L e ;��Snaw :s:Wknd E:Earthuuarc #1 0.0 If 8667It 0.90 1.250 10 C.'250 0.0 Ox kill nz 0_0 ft a.o ft t',p 00 a.o 0.0 0,C as km 01,0 ft. 0.0 n 0,0 0.0 0.0 a,0 0.a 0.0 k'N ,0 it o.o ft 0.12 0.0 0.0 0,0 0,0 0 On km ✓3ESfGN SUMMARY ` • R&z1n stress atioa... Venial Leta Ccm-W Maximum Moment fish al Al 4k k.tt 1 OLD Vertical Lads 21.69N4-ft 21,784k-ft tv+Fv G'I'r9 G,"2r^S`.:It? 9.9,�74 ;1.06 tof Load CamSinaEon:+D+L+H }orteral-pads 0.3302 i fi 6.30 for Load Cornisination: Q,OJOEiH Maximum shear Actui Allowable Vertical Loads 53.136 psi 64.391051 for Lced r ambinadon: -+a+f,{1 Mimmum Mri =13`Frc' = 7,9317- k-ft Latprol Loads 1,119psi 381.730psi for Lead Gomhlna;lon: +W-% C E-PH VeOical Strenglh Lateral Slrenglh (Checking lateral bending far sljari) .As 0120 In62 As 0.620 in^2 rho 0004066 0.004444 np 0.1048 nnp 01146 k:ii'npj"2+2npj,:,5-np 0.3649 k (n?'`2+2np)^5-np n 1779 j=1 -ki 3 0.8784 f=1 -kr3 08741 K.rnas=Fh k j h d11M, 27.492 kA Msnas=ftk j o 0212 7.528 k-i1 M;531=Fs,4.[d 21.784 k-ft M:Sll-Fs As J d 6.30 k-it MCCI"don Engineoring,Inc Project T.Ve: Cascade Storage MC 1412 W.Idaho Street,Sucre 240 Engineer- INT Proied ID: 1088.16 Boise,Idaho 83702 Prciect Deser. 208-342-20..19 q z� McClendon Engineoring Inc Masonry Beam - Flr:=u:l,11 EI'%esls'uUl6'roAcUs',1��ti Fi asarxieslor�aVCac�L spnai�e�� Ek'cRC,4,G.IMG.tl�A3•i01s.9uih:&18.&Y,�er,8;16.6.P OPIZOW Desa7pt,an; Llntel-L1 j Dolailed Load Combinedon Results Load CombinaOn Verbal Minas Mallow €v:'Vert Fu;Ver. mactuai btallciu � fu Fv k-ft t-t pal Rai ff k-ft psi psi ..C+H 9,92 21.78 24.33 54-N 0.00 6:80 0.00 38.79 40+L+P 21,65 21.76 53.14 54.59 10131 6 30 01W 38.73 +D+Lr+H 9.92 21,78 24,33 54.39 0,00 6.30 6,00 38.73 +D+3-+-H 11.04 21,78 27,21 54-3g 0,00 620 0.00 $.73 +D+0,750tl r-+0,75aL-4i 11312 21,78 46,N 6f.39 0,00 6.30 0.00 38,73 +0+0,750L+0,7508+►1 19.60 21.78 49.10 54.39 0.00 6,30 0,00 3a.73 +D+0.60W+H 9.92 21,78 24.33 54.39 0,17 8.30 U6 38,73 +D+0.70Ei•H 9.02 21,78 24.33 54.39 0.34 330 1.12 39.73 +D ,750Lr+0.75DL+U.450t^f+W 18.72 21.7a 45,94 54.39 0,13 6.30 0,42 38,73 �D+0.160L+Q.?5aS+0-45pW+H 19.60 21.78 46.10 54,39 0,13 6.30 0-42 38.73 +D+0,154L+C 750S+0.5250E+H 19,60 21.78 46;10 54.39 0,25 6.30 0.84 38.73 +9.6pQ 9,nD'N+O.>;0H 5.95 21.7E 14,60 54-39 0,17 6.30 0.56 38.73 �i.60D+0.70E� 1,6t3H 5.95 21.78 14.60 5429 0.34 6.30 1.12 38-73 Project A !z ---- No'_ Psi McClendon scope: S7d2t�Ct "�t„S..l�e,��_.�-�_ Date: Checked by: Enoineering, Ir;c item- By: �Jr S5`,� += ' r,�2.0 is i McClendon Engineering,Inc Prgect Title: Cascade Storage MG 1412 W,Idaho Street,SuitA240 Engineer WT ProjecA IL: 'fQGB.1() Bois4,Idaho 83702 ,?escr. McClendon Engineering Inc Masonry Beam - _ - Flo=)V tt2.Frr4eo,.�,2018p%Skis,l0E8.S8CasaaCe5pr lCatns�tuseri,ea7� Fl`=RCAX INC IM-21116,RolldA,16.8.7,Ver..ri,16.&7 r.rr D• Description. Lintel LLZ IN Code References Calculations perACl 530-11, IBC 2012,CBC 2013,ASCE 7-10 Laud Combinations Used: lBG 2015 Ger?er8 nnation fm 1,500.0 psi Clear Span 10,0 ft ReLar Size 5.0 Fs 24,000.0 psi Beam Depth 1,333 fl A Bars E.F 1 Em=Pm' 750,0 Thickness 8 in Top Clear 4.0 in W'ai ,M?Ault 1:0 End Fixity Pin-Rln. Stm Clear 4.0 Ir, Block Type Medlurn Wt Equly.Solid Thick 7,60 in 8 3ar Sets 2 Lateral Who Load 16.0 Ps" 'Nall Weight 78,0 ps` Bar Spacing 4_0 In Lateral Wall'^i4d Soismic Feder 0.330 E 1,125.0 ksi Calculate vertical beam-weight? Yes n 26,77 S Ld#1 D(0.50)S 0.1250' Bean-Suppor, Geam Support . 1 -N 5 bars elf,2 sets used iGr_@bsra�rar.. Uniform Loads Stan X Ens1 X Q,e•da Ln3J L.Floor Lloe Lr.Raul Uve S:Sncw W.Wine k.�arthnuaxe #1 0.0 ft 1 1,0 tt 0.50 0,0 0.0 13-1.250 0.0 0.0 Wit #2 0.0 ft 3.t7 1 0.0 0.0 9.0 C.0 0.0 0.0 lot 93 0.0 ft 010 It 0.0 0.0 0.0 C'.0 0.0 0.0 kfft #4 0.0 R 0.0 ft 0.0 0,0 CIO G.0 G.0 D 0 kr`N DESIGN SUMMARY .-• . • 1 a m+amUosaffattos...-Ledai aleret Combined Nlaimunl F1Jamenl +r «abb k-r flab 0,7339 0.0526'j 0.7857 :1.00 Vertical Leads 9 112 k-ft 11 624 k-fl for Load Gambinavon: +C.-+S+;, fVIFv �tJ.'3"1}6 0.0:?3.J5 0.9152 :1.00 Lateral Loads 13CO,k-ft 5.697 for Load Combinatbn: +04.70E_H l0aximum Shear Actual 8liseYa� Vertical Loads 311,548 psi 41571 psi for Load r ambinam. n: +D+S-H Minimum Mn=1.3`For a S = 3.523 k;-ft Laterai Loads 1.292psi 38,7Xpsi far load Cambina?ion: +D+v.7 0E41; Vertical Strength Lateral Strength ;Chocking lateral heMtl ng for span) As Hal +n12 r;s 0.620 in"2 rho C.006778 rite 0.006668 np 0.1747 0.1719 k:((np)"2-2np)^ k-S-np O.A417 (np'-"e+2n0),,5-rip O.A391 i=1-kl3 0.B528 j=1-k.13 0.8536 Mras=rb k i b 0212 11.624 OR I41:mrr=Fb k j b c,1212 5.697 k-h NI-Stl=Fs As j d 12,685 k-it V,:8V=Is As j d 6.153 k-ft McClendon Engineering,Inc Projoct Title,: Cascade Storage E 1412 W.Ideho Strout.Sidle 240 Engin©er: 'NT Project ID; 1068,15 M C Boise,Idal o 83702 Project Descr: 2C)8-342-2919 145, McClendon Engineering Inc Mason Beam --- -- - -11e=MIM13ralciw3t2ol5p(tlec!.iC89:18Cs9tadeSloreg� CCSdeiipr.ec6 nl E`1E ZCr1LC,IyC.�9332116.b+rt0:518ra 1,Vey:&1&6.7 00 :a D• Descrtpglan: Lintel-12 Detailed Load Combination Results Loud ContApl Mdns 'yer':icut Lateral Mmax Malloy) fv:1+ert Fv:'vert lolactuol I EMMV Fu k-5 k-11 psi psi kit k-tt p* psi' +D+ji 7,56 11,62 33.02 43.57 O'N 8,74 0.00 38.73 +D+L+H 7,56 11.62 33.02 43,57 0 W 5,70 0.00 38,73 +D+Lr+h 7.55 11.62 33.02 43 57 ODD 5,70 0.00 X73 NC H 9,11 t 1,62 39.85 43.57 0.00 5.70 OL Oi 38.73 +C+W;,75OLr-?O.:r50L+j-t 7.55 11,62 33-32 4157 3.00 510 0.00 3813 +D+0,7FY9L,t{}:76G8-+-1,i 8,72 11.62 38.14 43.57 0,00 6.70 0.00 38.7, 3 +0+0,00'N+H 7,55 11.52 33,02 43.57 0,15 5.700 0.65 38,73 +D+0,70E+H 7,95 11,62 '3.02 4M7 0:30 5-70 IZ 38.73 +D+0,75LLr+0.750L+0.4E01)V-H 7,55 1162 33,02 4.3,57 0.1" 5,70 0.48 38.73 +D+O.750L+0.750S++3.450W+1-I 8.72 11:$2 3114 43.57 0.11 5,70 0,48 38.73 +D+ .750L+O750S+05250E+H 8.72 11,62 38-,14 43,57 0.23 5,70 AN 38.73 +0.60D460Y-J'6GN 4,53 11,62 19,81 43,57 0.15 570 0.65 38 vi 4j.60D+0.70E+D'60H 4-9 11.62 19;8f 43.57 0.50 5,70 ;,29 38.73 and Project:__( � ' S�� ._ No:_� " Page: 4f ce _ C � C��f?�l Se�pe Date: 8j�� Chocked by: Engineering inc Item:.___._____. — By: e4r i t nJ mz� (1:1 Cam) //L-J' L �jy �' T S-0 L,. TUT-AL f 2 5t PLF 1 ) sr lb-Fr 'P2oyt f��:- (7) /CC X Z-'/z- V I Z-'qA Sox GfArfe L md� 1-1 ST4CkZJ'4C r N Prf4'TXk' Project . -W-. McClendon ""'P" S raucr Dote; Checked by. Engin6ering Inc Item. By: GJr4u— F 3s,C) fo e) -z J PAX 14 L, 41 �e Z /ST 'PT'z0K I AL /0 PC F 'y 'pt 19 20ill 6C V/7- K S:ry Zt *T Load Bearing (Nall Members Combined Axial & Lateral Lead Tables Refer to Important Table dotes on Page 9 6 Psf Lateral Load Wall Spacing 4VQSG350 G.SG200+nJilFj1 "1 - 9 I f 12 110.361 i1899 21.4t 4.38 1 Ill 6,58 10,88:1316319OB 6.34' 9,60 12,881b.8724:8513,1617,1928;82 3,94 6 16 10 28 16.90 21.02 4.30 5,64 6.15 8.50 10,80 13.5619,02 S:28 9.51 12:5916.76 24.57 9.60 13:Q7 17A 1 26.73 33.86 24 10.12 le.73 21-M 4.18 5.`61 5.96 8,34 10.GS 13,42 1S.89 6.10 9.33 12.42 16:62 24,41 9.34 12.91 16.95 28.57 33.70 12 9,U 16.-.1 20.67 4.30 5.64 6.14 8,49 10.79 13,55 19.02 6,26 9.50 12.68'.16.777 24.666 9.60 12.77 16.7T 28.08 32.65 9 16 9.78 16.00 20.48 4.20 5.56 6.03 8.34 10,64,13.46:18,93 6.15 9.39 12,4716.6624.A5 9,291112M te.60 25.97 32.74 24 9.5.7 t5.78 20.24 4.01 5.38 5.&1 8.17 10,4%'13.27 18,74 5,94 8,15-12.24 16.43 24.23 9, 7112.4.5 1S.39 25.75 3453 12 4:35:116,18.19.13 41, 5.56 0.03 8.38 10,6913.4516.02 6.16 9.39 112.1416.2823.81i 9.40j123215.1325:2231,57 10 16 9,22 15.04 18:99 4N08 6.44 5:89 6-24"10_S5ji31118,00 6,0219.23 11.99 16,12 23,74 9.25 12.1816.00250931,43 24 8.97 106 18,72 3,84 5.22 5.60 7.95 to.18 13.07 10.65 5.74 8.9.3 11.7016.6223,46 8,9', 11.9115,7324,8131,15 L 12 8:27.13,14 16.08 3,96 5:33 5.72"1 5.06 10.37 13.16 18.62 5,06 6,$8 11,G0 14,69 21 59 884 t1,23 14.79 23.27 28,58 12 16 8.08 12.94 15.89 3.?7 5.1'S 5.49 7.82 `.0.:4 12.93 18,441 5.88 8.35 10,78 14,66 2t.31 8,42 153 14.58 23,05 28,37 24 7,72 12,55 15.62 141 4.s UP 5.05 7.37 0 12.51 17.993 6.24 7.91 10.315 14-2 20,68,8.01 10.0314.18 22.62 27.94 12 0.97 10.60.13.01 3:62 4.99 4.91 7.03 9.13 11.73 16.90 6.20 7,A'1 9.75 113.03 18,53 7.60 9.97'13.36 20,67 25.21 14 1R 6;'74 10,36 12.77 3.35 1 4.73 4.61 6.72 8.82 11.4216.58 4.91 7.17 9.46 1272'13,53 7.32 0.6913,0720.3624.91 24 6.30: 9'91 1 2.34 2:P46 4.26 4.08 6.15 .8,24 110.85,15.97 4.38 1 6.61 8.89 12.13 i 17.94 8.79 9.17 112.52 19.76 24.32 12 5.70 6.44 10.40 115 4.50 3.98 5.75 7.54 9.79 14,2C 4.29 5.30 8.43 i10.96 18.02 5.51";81-62 111.70 17.72 21.68 16 le 5.A4 8.18 t0.16 283 4s`17 _3:88 5.4• 7,19 9.43 13;82 3.96 ;5.94 B.Ofi 10.IS1 t5:64 6.17 i 2-i 11..-34 17.33 21.29 2'4 4,97 T71 9.68, 2-M 3.60 3.'.d' .4.81 i 8.67'B.ZO 13.13.3.39 5.3 7.40 9.94 t G.85 5.68 7.65 10:67 16.61 20.57 Load wall Spi3ciliq 1SG1G2-(w.ilsj 6li i 11 kl 12 4,28 6:18 6,17 9.f2 11.66 14,49 211.32 8.34 9.55 13:37 17,74 25.92 9,58 13.04 18,37,2&54 GM 8 18 4,21 5.12 6:10 9,04 1149 14.42 20.25 6,23 Q.43 13.28 17.66 25.65 9.50 13.56 18.29 28;A7 30.12 24 4.N 5;99 5.95 8.89 11.35 14.29 20,13 8:09 9.32 13.13 17,50 26.70 9,39 13,41 18.14 28.32 35.97 12 421 6..12 6,i0 9:04 11.49 14,42 20.25 6;23 9.47 13,29 17:861268"4 9.51 13.58 17.94 27:90 35.26 3 16 4.13603 6.00 ' 8_94 11.39 14.33 ".20;17 6,14, 9,37 ; 13,18 17,55 25.74 9.41_ 13,46 17.84 '27.80 24 3,97 5i87 5,01 8.73 11.20 14215'20.60 5:95 ' 9 7 12.971 12,34- 25,5S 9.22 13,26 17,64 27:60 34;96 12 4.1A �6-04 6.01 8.94 11,39 14,33 2017 6.16 9,u8 .3.14' t7.53 25.74 9.42 13,33 17.43 27,13 34,13 10 16 4.03 5,93 5.88 8.81 11-27 14_22 20.06 6,02 9,25 13.00 17,39 25.81 9,30 1320 17.30 27,00 34.01 2' 3M2 5172, 5,64 8..54 1'1,02 t3,98 19_84 5.75 8,139 12.72 17.1.2 25.35 9.05 12,94' 17,05 28:'Zv,33.76 12 3.95 s83 5.77 B-66 11:12 14:08 19.53 5112 3:12 2.V 14,27 23.75 9,18 1 12.34, 16,14, 25.31 j 31,43: `�� t6 3.78 1 5.0$ $.57 i:8.44 10";92 13:89 1974 5.74 8:91f ' -90 16.05 2.3.55 8.99 12.14 45.99 25:t1 31,23 4 24 3.47 1 5;33 5,10 5.03 10,51 13,50 .19.37 5,38 8.50 11,49 1663 23.15 8:60 11.75 16.61 124.72 1 M134 t2 3,88 1 5.52 5,41 8;01 10.4.0 13,34 1€,19 5.60 S.A2 10:85 14.73 2124 8.53 11.15 14.78 23.21 26-30 14 16, 3:45 5.27 5.12 7.70 10,10 13.04 18,83 5,33 0,12 ' 10:56 14,42 20,95 B.25 10,86 14.50 2292 20_01 24 3.03 4-81 4,61 7.12 9.52 12.47' 18.30 b.83 7:58 10:02 13.84!20.40 7.72 10.36 13,0$ 22136 27-46 _12 3..3 5;09 4.69 6,77 8.83 , 11,431 16.67 6.00 7,27 ! 9.62 1 12,73 18.53 7_.4_6 9,84 13,28 20.30 2+9,91 16 16 8s04 4.7.6 44.35 6,41 i 8.47 '11.06 16.19 A.67 6.91 9.25 12.35, 18,15 7.12 9;50 ,T-Z9 2d,00 24.54 24 2.52' 4.17 3:75� 5,76 7.81 11%) 15.48 4,08 B26 U-58 1.1.86`. 17.46 6.40 6.86 ' SZ;25 19.29 2.3.83 Latoral ■. 1 Wall Spacing ' 1 :11 1 i 6 1 12 3,51 it ,38 5.56 1 9.48 1213 1737 2473 5.90 1 9.00 1 12,Be 118,48 '3016Y !U6 13:25 19.03 32,87 43.12 8 16 3,42 5.34 5.5! 8.43 12,08 17.32 24.68 5.85 6.05 112.03 18.41 !30.62 9.20 13.20 18:98 32.82 43.06 24 3;40 4,27 6.42 6.34 11.98 17,21 24.59 5.76 0.85 12.73 18.30 X).5' 9.10 13.10 18.08 32.71 42.94 12 3.48 5.35 5.52 8.44 12.08 17.32 24.69 5,66 18,95 12;831 18.41 130,62 9720 , 13:21 18`.99 32.82' 43.06 9 16 3.44 5.30 5.46 8,38 12.02 17.25 24.62 5.80 8.90 '.2.7'7"i 18:34 I30,65 VA 93.14 16.02 32.75 42:98 -24 31.34 S.20 5,34 8.25 VO 1 17,11 24;50 5,68 $77 12.64 18.21 30.40 9.02 13.01 18.78 32,00 42,83 12 3.46 5.31 5.47 8.39 .-2.03 17.26 24.64 5.81 8.91 12.78 18.36 30.66 9.15 '13.15 18.93 32.76;42.99 10 16 3.39 5.26 5.40 8.31 11.06 17.17 24.66 5.74 8.83 12.70 18.27 30.46 9.0E 1 13.07 18.84132.66 42.90 24 3.27 5.12 9.25 6,15 11.76 16.90 24.40 5,S9 8.67 ' 12,53 18,09 30.27 8.fl2 12.91 13.67 1 32.47 42.70 12 3.36 5121 5.36 8.28 11,89 17.11 _24.49 5.10 B.78 12.64 18.20 30.29 9.U3 13.02 1838 32,59141.3% 12 16 3.27 T 5.12 5,25 B'.t4 11.78 16.97 24.37 5:58 6:661 12,51 18.U5 L322d 8.8". 1289 18.85 32.43 4-1.16 Zit 3.09 1 4s93 6.03 ` 7.91 11;51 10.69, 24.12 5,38 6,42 ! 12,26. 17.7E 129.03 8,68 12.04 18.38 32.13 40:86 t2 3.24 6.09 6.21 0.09 11.69 16,08`24.29 5.55 1 8.61 12.45 17.98 29.69 8.67 12.84,18.58 3tu 39,03 14 1 S8 3.1.2 4.95 5,05 7.92 '1.51 16.87 24:09 6.39 8,44 12.26 17,78 129.46 6.70 12.65 18.38 30.91 38.81 24 2.67 4.69 4.74 7.58 11.13 -15.26'23.71 5.07 8.10 11.69 17.37 29,01 6.36 12.29 17:98 30.47 36:38 12 3.10 4:92 5,01 7;86 !'1,42 16.66 23,97' $.36 8.39 12.19- t7.6J 27.E4 _8.65 12,59 16:28 29.26 36.35 16 16 2_93 4,74 4:80 7.82 11.15 78.24 23.88 5.14 8.14 11.92 17,38 27,22 8,4? 12,33 17.90 26,94 36,00 24 2.61 4.39 4.39 7,15 'Q.63 15,64 23.1'[ 4.72 7.88 f 1.40 16.7? 26.61 7.90 11.02 17,42 28,33 36.45 1•Deflection Exceeds Ul20 i=Deflorllkin Exceeds 43E{i 7•Detler:con Exceeds L1720 2=De[lectlon Exceeds L,1240 5=Deflection Exeer?ds IY,07, f net ranted,delactlnn Is;ess than 4r7`LU The 51eei Netwook,Irw, 10420.16 Load BuaOP P Nah r-Aemhers I PaML!10 1 I Load �f.�..:..r. lJllAil �/� 4,...�� f"n,rr kiinnr^i vial 9�. i �fara� i n�rf Ta�la� 1..oad 1 'e-al"Ing 1rVQ11 mlem iJa=13 ♦wara�aa,e�aa�,s+e a-sasas..ea 4x a��mti.a aaa 7,�'aesusee asa a✓�ti.,a Important(dotes: 1, Allowable loads are based on weak axis and torsional bracing at 4g"o.c.maximum for axial load calculation and continuous support of each flange for flexural calculation. 2. Sections are punched with a standard punch-out 1.5"wide located along the centerline of the web 24"o.c. 3. Allowable loads are based on checks for punched section under axial load,flexural,and shear conditions. 4. weak axis and torsional bracing should have sufficient stiffness and strength to resist the axial load. 5. The allowable axial strength for distortional buckling is based on an assumed k =0. 6. Lateral loads have not been modified for strength checks:full loads are appliej. 7. Listed wind pressures represent calculated design wind pressure(1,OW based on 2009 or.0.6W based on 2012 I8C). S. 15 psf and higher wind pressures have been multiplied by 0.7 for deflection determination,In accordance with footnote"f"of IBC table 1604.3.The 5 psf pressure has not been reduced for deflection checks, 9. 5 PSF is classified as live transverse loads,not wind loads,per 2009 18C Section 1607.13 and 2012 IBC Section 1607.14. 10. Strength increase due to cold forming Is Incorporated In calculating allowable loads as per AISI Specification Sec,A7.2. 11, Moment of inertia for deflection is optimized based on the maximum moment at service loads for the listed spans;therefore;span values may be greater then spans based on an effective moment of inertia listed in section property tables. '12. Contact The Steel Network If web crippling capacity values of SigmaStud'are required to check lateral end reactions, 13. Loads in tables are in kips/stud(1 kip=1,000 pounds). MW Spacing 1 i a } ! 1 f2 2,96 4.19 6:82 7,10 10:41 3,22 4,82 &50 8.30 11.99 8.95 14.50, 18-29- 3.07 4.47 5.$7 7_58 113;08 B 16 2AB 4.10 5453 7.10 14.32 '3.1A 4.75 8.41 8.21 11:90 8.87 14.41 18.20. 2.99 4.39 08 7.49 10,49 24 '2,73 4.A4 5.37 6;99 t0:i 2.96 4,55 8.22 5,03 11,73 5,69 14,Z2 1&02 2.04 4.23 5.02 7_33 10.72, 12 2.71 3,W 5,12 &54 8.d9 2.96 4.44 S;94 7.5.8 10.97 &42 13.62 16.82 2;52-1 4-i0 5,40. t?W 1F,A6 9 16" 2184 Ult 5.01 6:44 9:313 2.86 43T 583 i 7.47 to-'gig 8:31 13.S0I15,71 2,73 1 400 &28 9;85 9.97 24; 31 61 01 6.24 9.,16 247 4:12 SAO 17,25 110;66 &V9F 13,26 t6.48 2:65 1 3.81 1'5;Q9 &66 9:76 12 2A4 3,50 458 f &.87 8.52 2.68 4.04 5.34 6.83 9.90 7,00 12.49 1528 2.57 3.7, 4.90 6,29 &[,12 10 1 18 2.32 3.38 4.46 5.75 8.39 2ti7 3:,91 5.20 8.69 9.77 7.76 1.2.34 15:15 2.45 3.59 4.77 6,17 8.09 24 211 $16 4,23:j 4:51 8,13 2.35, 3.66 4.93 6.44 9.52 7.45 12051 14.87 2.24 3.36. 4,53 5.93 S,T>, 12 1,,88 2;69 3_52 1 4;54 6.59_ 2-12 ! 3.,16 14.12, 5i32 7.76, 6Es'9 19.92 .1216 2.02 2,60 31,W 4t93 7A'6 12 1G 1;75' 158 3:37 '4,$g 6.43 1.57 3;00 _ 3.96 5,16 7.60: 2 J 8,74 1'.96 1.86 2.75 3:U 4,76 7,00 24 1.50� 230 ; 3,11 4.2 _La. t,72' 21J1 &.05 4.85 7,29 6i115 9;38 , 11,64 1,0' 2,49 3,40 4,eoo ism 12 1.40 2.04 1237 8.413 $,07 1,$2 2r40 3.14 4.09 6,02 5'au 7;-,a 9,5E 1.51 2.21 2_92 3.00 5,53 14 1v i_26-: 1:a9' 2.52 9,S2 4;00 1.471 2,23 2_- 7 $,52 5,aB 5,08 7.677 7r�d 1,a71 G VO 2:7fl J,63 9:3 24 1-U1• 163b 2.250 3,04i 4,59 1;20r 1.934 2.46r 3.50 S.52 4;89 7,18 8-19a 1,1i@ 1;79*, 2A77 3.34 5:03 12 1.03° 1,521' 2,O# 168 1 4 1,2,54 181 2,40 3::17 . 412 4.13 8.15 719 1.101118' 2,23 2,94 14.31 16 18 1 0_so,` 1,:39a 1AV Z 3.77 IMP 1A4` 2,23' 2,99 4,63 3.91 6.93 7.a8 0:98'11,53! 2:08' 2:77 4.13 24 o'65° .131 tG21 2,264 3.461 OAP 1.W 4,92` 2.66' 4.21 3:82' 5.53: i8,,99.,0.1, 1; ? 1779' .2.481, 3:80' 1 ON(milsl 41 y 12 3133 5:00 6:79 T8.75 12,83 9.36 15.12 VUS 3.38 4:95 6,52 •B:fiJ 1246 8.84. SAS 7.36 9,92 14.47 8 16 3.25 4191 6,70 18.66 12:54 9.27, 15,03 1914 '129 4:88 8.44 B-52 T2:52 3.66 5.36 7.28 9;03 14,$5 24 310 4.74 $,52 6.48 12,3.$ 9.10 1.4.85 16,98. 3.",4 4,72 0:29 8.37 12,35 3.42 5.2'. 7.10 9,65 14.22 12 3.08 4,64 C.26 iOS 11.83 8.79 1410 17.79 3.15 4.63 6..11 8.07 11,478 3,42` 5.15 7:01 9.30 13194 9 16 2:99 A;53 6.14 7-93 11.52 &58 i4,12 11,68 3,06 4,53 &01 7.97' 11.67 332 5.05 6.89 11.13 13,44 24 2-80 4.32 5.91 7.71 11.3t 8.4.7 i3,88, 17;.4i 2,66: 4,34 Br8.4 l 7.77 iiA6 _1 is 4:85 e,D8 &v .t322. 12 2.82 4.25 5.88 7.30 10.58 8,26 16.30 10,27 2.91 4„27 6,fl$ 7,48 1p,87 3,17 -";EO 8:65 B.03 12.54 10 16 2.70 4,12 5:54: 7.17 10-65 8:13 13;;s ss:t3 2.80 ' 4.15 5:53 7.36 18.74 ;3, Q;�O 8,42 3.49 Q-41 24 2.48 3.07 i 5.28 8,90 10.19 786 12-66'15.88 2,59 , 3.92 5.30 712 MAO 2,86 4.4a 6 1%5 19,U 12.15 �D 2 2.25 3,40 4-0 5:77 RAT 7.05 1 10;73: 2,-39 3.50 4,67 6.17 18.94 2,5s 4.04 5,43 T,1"7. 1(1,41 �' 12 16 2.11 3.23 4.31 :Sa30 9.24 6.87 ' 10.54;12.97 2;25 �,34 4,5i 6,0: 8,T6 2,50�3.87 5.25 '6.96 10,23. 24 1.85 2,93 3,M 1 5,28 7,93 e4i 1017 '12.61 1.!alj 3;06 4:21 "5:89 842 1 2.2w (3.66 4411 5,63 9,89 12 %74 2,60 3.43 1 4.4131 555 5.75 8:44 10.37 1.89 2.73 9:G'@ 484 7.D4 1 2:'! 3,21 4.30 5,66 8,28 14 16 1-SW 2.42 3;24 4.27 6.37 5:65 8.22 TD;16 1.72 2.57 3.&1 4.06 1334 1.94 3:02 4.1Q 5-45 8,D$ 24 1.31° 2.11's 2131 194 6,03, 5.112 7.62 9.77 1;44' 2;27' ma 4.32 5i'�a 1,660 2.87 3.73 5.07 7.69 12 1.33' 1;R Z03 3,46 5,14 4;60 &68 814 14V 2;12 2:88 3;78 S.V 1.85 149 $'.37 4.43 6.55 15 16 1_tr 1;'81" 2.45 ! 3,27 .4,96 4.27 6;45 8.02 I.W. 1.05' 2.70 3s50 5.32 1,47" 2.29 3,14 4.21 6.11 2'4 tli909 1,601` 2.1;3'•2.94' 4_01 3�88 6i0k 7-&` 0;9s' 1,€5, 2:37d 3.2i3' 4.94 1.17" f,SS" 2,T8' 3,83, 8m- =0et1 action��t Ls l/120 3 x L1e cdlon Ucee&1,1360 7 oeflectlon name (,WIZ0 2-Cie$ecfion EmEeds 1.240 If not natuc,def!ecdnn-i loss than_�P20 Page 9 1 I,=oad 1)Par1ng v a1I.1Ylcmbers vYWW,steelnetwork.com 1-S8s3-474-�1876 042016j The-Steel t4etwJrk,Ina, PL ,,.. . .... ..... .. ..... ...� .r 6 .. .. .. . .... .. .._. . ... .. ........1.. .. ... .n.....4. . ............... �-- a- . ..... .. .... . r� . . ........ tJ LL . . . . . ._.. .... ,. ... .� �' it .. .. ... ......... . . . � .._ . « .................•. .... 1r1 l:J- � . ..... . . ..... .... .. .. ...... . .... . .. . .......... ............. .. . �}.. ..............• ....r.. V: LaSF) Project.. — NO: Porte." McClendon scOPe.' Date: Checked by- Engineering Inc Item: By: c,%)r F7 &JT TYP A 444c-L- ps* 1 ,3" 14 44!; F'17-0v N;: Rcc)F /J310pi- tC /Z 9'0ZELF- 4-) Lp and Project A SQA i6&-_ [� Noe P i.��c page:_ _S?- McClendon Scope Date: //!r Checked by: Engineering Inc Item: _ By Wr 1,U74:r-,l_ro2 T�eF7 c-iAu- Tip. Roc(-- ( t0 t Z5'psr_� ( S, = f 7-S"p�_r Fly WA c.c. C as�`� 33'� - Z 30 pLF T/_ 0 ZS c F I-J R�G�'p = 6f07S pc� �Zoc ps.F Z, 0 I t Rf WO ,I MC '* CD Project- L��q S C V-)-C"i E: STC*WZ 43 r,8- Pqge-, 51 McClendon Scope:. Date. Checked by: Engineering Inc Item: T- Aj 7-. SXU� t,� I L u t r-rq -s t- A)rr. S-ru a r CJ 4. C 0 Z.zi ry 4� MJ Project: - NO: 1069,A& Page: Sq ZILZO - 2112 McClendon Scope: -be,&K,;%3 Date: Checked by: Engineering Inc Item: By.. PAC D'O (/w t4x Z/1 0, z z -------------------------- M c� Project: S��?.� `�tt ��C _..._ .__._. No:._ I4G�>=i• �� — Pgge:—J 5--- McClendon Scope: S t1A1' `l��stc,,.�� _ Date: [r Checked by: Engineering Inc Item:.--_- F1 Fag s C.- - 'Z r q V- 4 IF ML( 7-C. F flo✓ �r� , ���d�r S ac J�.rf � FT(> Projeci,- Cr4scAtL:�- z No: 1066,1( pqge: D 1p McClendon ©ate:-- Checked by-, Engineering Inc Item: By: 1017 + rL, = ?-r6arA 144 Fe'v IQ fur Fq- t Ot,5 K mjPrniecf, (fVA-r,.C.AL--L-- No, McClendon IcOPf-" Date: Checked by: Englneering in C Item— By, 6ir Fs- - K L v 4K JV�Oil� 4 (S K 14K' x 'T. I -SQ K r?-". J), 'FTC) DL 0 Z 'rL Mj Project: 3'�SC-�t�t SrQRAf F _ No: al p r[F _ Pogo:, Sco e: �rc r- �=5Ic .� �/ clod b McClendon P a fore:._ �� cue y: Engineering inc Item: By; T OC1� 1T1 � S fS l� ksF y UP =VI C McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK Project: — No, Page., S9 McClendon Scope, S"-,Qr-T- hC-11c,/0 Date, 21114e Checked by: Engineering Inc Item- By:. 411T F L rA,-r e.t-. 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F���'i�.�A.- 7 L:1/''/'�'ly..� l .!. ��.'L`p�d 3�'• � L�' �tf.'�� l /✓ MBE Project: CAS C A BB -- S"C o N h hl;- No:-14 6%•t(Q Page: A1 McClendon Stop�,__ fR�C'� ��ytC.,*1 dote: _ ?LA -- Checker! by: Engineering Inc Item: By: %I r L,P►T"11u- At44V51c, w i�lali G C6 �FtCt�4JTS l USG Design Flaps Summary Report User-Speclflecl input Report Title Cascade Stomge TJc� A.J�U-,L 16, 7016 tA:5S:22 U_"C Building Cade plefelrence Docurnent ASCE 7-10 Standard lnti)Cn 'I.illzrs USGS hazi rr. cats awi!]Lble in .2.00113r, Site Coordinates 48.17$250N, 122.134560W Site Sail Classification Site Class D-"Stiff Soil" Risk Catiegory IM III Stanwood • _ 4F'1:A4sZfjR�KK �t3f„R4/� - I Arlington O '3 HIVarill Beach T;4��+�STbN 1!4'I1lr4+Ra?4T �►r �' Granite Falls " USOS—Provided Output &,; = 1.061g SA,= 1.141 g Sris= 0.761.g SAC, 'tr S, v 0.4.12 g SM� � 0,65$ g Soi = f1.437 For Information on ha.W the SS and S1 vaiues:above have been calculated.frorn probiblllstit,(risk-targeted) and deterministic ground motlons In the direction of maxkmurn hsariiontal respanse,please return to thti application and select the"2009 NEWRP"bUildina code r0erencra docurhent. MCEA Response Spectrum Design Response spectrumn,sri Les 0.96 0,6J 0.94 0,60 � 0.Jd G 4d 0.3� r3.�S o.ae 0,2J 0.16 0.12 0.09 0oQ 0,2P PJ6 0.iA 0..9d 5.�0 Y,2ro Y.J9 1.G0 1.90 3.00 0.00 0.20 0.40 0.6-0 0.90 1.001.:Za k.J0 1.00 1.90 ..Qo Iwi*A T(me) Pe[604 T U40 For PGA,.,T. C_and C_ values, please utetiv the detailed ronort. ... ....... . --N- J It iA OL- 7-T ---------- cl� P rol e c t: C A Wi t; SmV(t A t,- tr No: -XR-ficr 9//0 McClendon Scope:—:F. - Date- Checked by., Engineering Inc Item:--- By- LqTz�rzA..t— - 'D ta:S,I C, C � 340 v lovo roLF 4.P z PS F- P t-jt4f-t- 9- P 10 4- C,.?5 PLr- C, 7 S;-psrr�( I- q s j 10L pe- rc OMC Project:_ Page, McClendon 11"W-� L)c Daie: Checked by: Engineering Inc Item, 900 pl-F z- 4- z WALL Tpsf: 10' Co,(u = 5'5p.SF (01� 562 pS F &Cl'\ 0,7�'( 17 SPSF'Ytev) (-J A L IL 1) P4.) 4,JA4�L LF 71 f v�'ps .Cn-'I) r r C' L.f� r psi( 64 L PS9 r- c ps F tv Kcf� 7 r?P 11,72T I -�,017Y_ �30) /Z 2 It 21 No:--/'O&'63'* Page: &'T McClendon "'*Pl: er r arTZ tz;st!�,' Date: ----4? 4 —Checked by-. Engineering Inc Item: By: iL)T- AJ4 Rex 0,4 an 1p �j T 4� Z -6?psv� l '45") + aa.� I? p i.,r.N r.�. s _)� t4A(L 7 11714 CmL) z 1-7 0 E-Wj blrzt'-r-Tv"') 'der, 57(e psr-C 12e + 0.7 4J/A(-(- ZtJt, 4- C).?S 1j)A t.(- PS-F (I L/ PLF I I--- -E) tYt /'�.,,,,, S / - C/� PCOI2Ct:s.t!�SC.�l7.� .sT�(t'�,f'+.�� I`I0; l �P�.1 McClendon scope: ST�t l.X_T Lu tc,� Date; 9��c<� Checked by; ngineeringInc Item: By;_ GJ► _— - rA Zh McF Project: CC44scem5L., STrxe_ockc,t-: No: !C&O. l�c Page: McClendon "'Pe*. Date., Checked by: Engineering Inc, Item- By: OL VCPZ_T-I C) Ta k MIN (2 CIO Hr FK eq qs*c PLF 73, Z-5-0 0, 1 UAJ "Lw al;x-T-100 Hr I-I'm HIT W-7 Fx I'T a)8 0 pc_r Oil ts 7,10) cl�61 0.Z9 41? Z9(O'IrCLF �, fi 1� f` IF fD- j, mid project;. C►�SU_�Ca�. S'1��tr C No: i0(9.1G Page: McClendon Scope: _ Tec�tr . G�.+�? ..__.. baits: /fir- Checked by: Engineering Irie Item- By; GJr y� �C�JSE�2r{1v �tiTi -�. pp r v! r-0 AqL4- ywtYl MCF Project: to k&6o6, No,- Pr-yge:- 71 McC Date: Checked by, lendon scOPe:--r' Engineering Inc Item: By: Gq 13ooF 't>p;pmr.-,,-Ae,,Aj Aa-,1 (9' Piz v 7 -4 ly u r_7 ESR aoa ! ,Mast Wide!/ALCe tee and Trusted Page 7 of 14 TA0LE4-M[NI-V-BEAM1M DIAPHRAGM SHEAR CAPACITY 77(q)(plf)AND FLEXiB1Lf71'FACTOR(F) WITH ITW BUILDEX TEKS OR 1,C.H.TRAXX SCREWS"(Continued) GAUGE SIDELAPATTACHM TRMPATT SPAN ENT ERN A't1" 5-0" 6`•D" 7,411 8'-0" 9'0" IVA" @ t2`a.c. 4 q 294 4 240 277 i7b 273 e72 F 9.42 +2HR 8.52 +206R T9 +172R 7,45 +WR 7.1 +429R 6:82 +1t5R 6.6 +103R q 204 198 193 190 19B 1B6. 185: 13 o;c, 172R 8.8, 1R 8.1B �029R T99: +115R 7.07 +103R F 11.6 +258R 10:4 +2Q6R 9.5U + '+ +14 24"at. 4 q 100 154 150 147 145 143 142 F 13,6 +258R 12.t +FAR 11 -172R *2 +147R 9.6 +129R 9:11 +115R 87 •103R Mtd Spar 4 q 160 128 107 91 80 71 64 F 43.6 +LBR 137 .206R 13,7 +172R 13,8 fi 14712 13.9 +129R 14 *115R 14,1 +103R &Third Points 4 q 225 180 15€7 126 112 100 90 F 10a +258R 11 1�20611 11 +172_R 15,1 +147R 11.1 =129R 11.2 +115R 11.3 +103R 22 ( Quarter Point. 4 q 299 232 t93 16`a 145 129 116 F 9.42 +26SR 9.47 .20SR 9,51 M 172P 0.56 +t47R 9,5 +129R 9.65 +115R 9.69 +103R 124o.o, 7 q 302 293 288 253 250 27B 276 F 9.Z9 +32,2R 6.45 +26,8R 7,87' +21,�R 7.44 +18.4R. 7-11 +16.1R 6.85 +t4.3R 6163 +12.QR @ la,o;c. 7 q 1 215 207 201 397 194 101 189 F 11.3 *32.2R 102 +25AR 9:41 -42t,$11 14,62 +1R.4Fi 8.36 -16,1R S �,1.1. R 77 +12.8R a 24"o.c, 7 q 172. 163 157 153 150 148 146 F 13 +32,7R 11.8 +25.8R 103 �215R 10.1 +IBAR 9,53 +16,1R 9.06 +1'4.3R 8.7 +12.9R @ fdid Span 7 q 172 137 114 98 m 76 fib F 13 +32.2R 13.2 +25.8a 18.3 +21 11 13.4 +19.4R 13.5 *16.IR, 13.6 +142R: 13,& +12lR @ Third Points 7 q 237 18r IV 135 118 104 94 F 10.7 *32.2R 10.7 *25,0 10.6 ?1,5R 10,9 +18AR 11 +MIR 111 +14;3R 111 +12:QR 4ludreer points 7 q 302 L41 201 172 150 133 120 F 9.29 +32.2R 935 + 5,8R 9.41 +21.5R 947 +18AR I k.53 +16.1R 9.59 +14.3R 9.66.. +12.9R a 376 If 3F6 75 360 3S5 352 349, 347 --F1 7.63 *194R 7.11 *155R 6.6 +13OR 6.23 +111R 5,114 +97,2F1 3:7t +MAR 5,53 +777R @ 18'a;. 4 q 12,07 257 250 248 242 239 237 F 9.59 +194R 8,52 +155R 7.93 +13DR 7,41 +17112 7.0'. +97,2R 6,69 +86AR 6A3 +77.7R 4 q 212 202 Iss 191 t87 M. 142 F 11.1 •194R 9.09 +t55R 9.15 •«Ρ laR 851 +111R 8,02 497,2R TV +66.4R 7,29 +77,7R hilit 5ren 4 q 212 10 141 1;!r "05 93 84 s 1 11.1 +194R 11.2 +155R "13 +'130R 11.4 +114R 11,5 +97.2R 11.5 +.86AR 11.7 +777'R @Third Flints 4 q 204 235 195 167 146 In 117 /�/� F 9.03 +104R 9.0'3 +MR 9,15 +130R 9.21 +111R 9.27 a•e7.2R 913 ,h8$4R '9.39 +77.7R L O QliBrtw f 1 fi q 376 301 2150 214 187 166 1413 F 7,03 +194R 7,86 +156R 7:93 +130R 7,97 +111R 8.02 +97.2R 8.06 +B6,AR 9.11 +77.7R @ 12"o.c, 7 q 394 3B0 371 395 3tv3 356 353 F 77 *24.311 7.04 +AR 6-B7 +l&2R 6,22 +13.9n 5.95 +12.1R 5.73 +41 8R 656 +9,7R ,g lF,o,C, 7 q 284 271 262 265 250 247 244 F 9.3 +24.3R 8.45 -if.4R 1 7.63 •16.2R 7,36 +1,'DR, 6.99 +12,1R 8.60 +1s7,8R 645 +9,7R 24'ne. 7 q 230 216 207 200 195 192 189 F 10,7 +24,3R 9,68 +19.4R 8.96 +162R 8,4 +13,9R 7.96 +12.tR 7.59 -10.8R 7,29 +917R @ tRfx1 Span 7 q 2M 193 152 1$0 113 1m 90 F 10.7 +24:3R 10.8 +19-4,R 1Q.9 +16.2R 11 +13.SR 11.1 +,,1IR 11.2 +1tf,8k 11A +0,7R @ThIrdPoints 7 q 312 240 '407 177 154 137 123 F 5.79 +24:3R 8,67 +19,4R 5,96 +16,2R 9.r'4 +13,9R 9,12 +12;1R 9.2 +10.8R 9.27 +9-7R rfa Cuarb�ri'cints 7 q 394 315 252 224 As i73 154; F 17 +24.3R 7.77 +19.4R 7.83 +',6.2R 7.89 +13.9R 7.96 +12,IR 1 8.01 +i0.8R 8.07 +9,7R mJ Project. CAS- NO: McClendon Scope., STOOCT- -ht-.*.°,", /O Date., 2/840 Checked by: Engineering I.nc Item: By: Z.Jr 73co F 2 I-ID SL Zq S 60� R2 rv,0�a &,4ps, T-yp S&rl S. JZ 6-S- Thickness ® Steel Components Weld Capacities Steel Thickness TablesM115199691117MIZIMMIMANa s TT zz 1@ 9.13M 0.0?8B 8.01M 25 43E09 3.0400 57 1 06 059 1105 696 $49 ?,7 0.020 ow 0.096 22 43 0.0451 d2 45 ) 48+ 544 6@3 pi0 0.0170 00188 tea" 21!-Dpwdl 54 O.CM 50 68 IM 10fi8 9S3 1202 30110D U223 0.gfm M20 20-Drooll fa 0.0713 04 0 16Bj 072 1* (b.4 3o d.0296 0,d312 0A7@1 20-Ory%dl 97 0011 54 65 rM 12, 33EGS 8.0* 0.0245 4LA790 28-stra atal Ile its* 04 @4' 131q l0i 33 0.0321 U346 0.0764 20-StkclWal I CIS" 97 Sr, i 1660 1r>511 43E06 O.6k 0.0400 OA 4o 712, 18 rlbJe 7tas 43 loos 0,0451 C.0712 13 r, Copntulto h4lad on AYSI SS02.07 54000 67.t W N t%aids ar'd t2.4 for flare v=eove.,cldt. i 1-When connecdn,raor als of dl0arerh AtK thk,invatxs v tanlhr ttlf"Owc,us•U•e.41.4f tnat +t 9,0538 015E6 9,00t9 16 _orre•tpand tod'e mama,at,lowofy clafrateo4l. 3, capnotlas are*niied on+ulo%ablest ertt I D4s150(atD:411C Inckrta 1ppapl Nu Waly ntc:*rs 69 C 0577 jD.Orq 4.id05 1 t q, elot:cwplrtn cc nr S.icod on oaMr•ti'o•W ctamato•Et:x:70 tf bodes,tor trtrror 97 0.008@ 91017 0.1525 ;2 MR wrinh,4-?37•09.71 dearettrw o olvoro:W u+.tr ro .rde Rev.tas.Atc. S, pwallnl crpulitr I tcrsldorad ko to londrt In the di-ecear ct d•eTenath at the%tId. 11@, Miff) 0.1242 1101:3 is-SSW% s- ►a%illsl blear of than I,,wtutalomaa-tnnar,,A-2r•�;toa:hltud. fi fo-•Ia-•ytaera Ionics,in*affoetnC tlfe%t of%CId IS talfatVatillt e7!Ynted to YIee1 thnl L% 1�T 0.127Q Ow 0A05 10-SCAFCO d. •p�eifOtC'N tic UklMif!for mMerintwitnvtU'wnt.ld•ratta,asanSiniming:wSa,ean 5 -' datre•r,r+laq of"Ids;'A',and Vil.I. rt?I))F MnC'd$ •Illntr'4m frlclmeu rr7dsorKs Sd plrctnt at tab d4Npn thothns ARM&Cal Antrum accaptahk I hlttTtlf&dnlvatad tO:ho;MXIIn badcd oh Serbs'A2.4 Ct A1S1 StOe-aT, The t4nles In thh cal are ule,"ad hard o,Asada m an, adi listed In ha wite.The Intire r"rtr tddnNo d•a Inadrr4nn or I,,-t•13 or L.R.trunuted aher nix•ourtl datlm4l protd(t. datlgp Mletness G41 line opnd radar 4 cap.i4t•d nr xfArg nAf o!urn dotl0n tlltl{ntxs to IbaW urral red ea. Screw Capacities Allowable e e per 1@ 3$ 4S5 60 31 06 39 71 46 70 62 91 uC 27 45. 11t BO 122 69 13? SB.. 131 78 t60 90 020 V 66 37 40 95 91 1 102 65 1C'0 75 117 67 :OECA 10 85 1 E[3 }33 n 1�.3 82 lug !14 1B4 i00' 39 33 45 129 56 qi 65 11 70. 13`1 96 ill Ve &It 67 d6 f71 75 ;9f $� 7L- 9 21;� 1},7 231 fm 33 33 45 151 G1 54 72 177 84 100 05 1 26l 116' 43as 5}' 55 2;'O, 102 Lm5 I•.i p17 140 3J9 16& J81 104 �{� 1 13 45. 224 78 244 94 1463, 109 124 .102 144 �0 65 A5 94 44@ iTt hA 146 Z25 Gib 26t 70 65 575 Lai 634 216 756 25C WS 2a 066 320 9i6 '1311 354 tiy8 40.6 IC4 448, lie so 156 1145 X6 192 3rs "381 4q3 1e63 414 13I6 571 127 30 gg 1079 3A0 t283 104 /48� qCe 1699 532 1365 GI5 L Callao ins papa,[on AfLl st?0.07 5oct7en C-,1.Sao title an Cara s'*f detlon thtkpev%m d. . 0a„C.'Wity Is*sail on tr,e taster of;Loolit capacity I,meat closet,to urer•Ip,or pultwor 1, When oalnottlnA matff1416nr tlp'afall steal Michas..".n,ertdl•tlrblgl1.l,}to tr,*Ivhsst-Mum Capxlty lot sheet aoreeaa tCTbW hetrl;+wRU M,Road d4,ral*t mesa)."It toY.for all tm:ien lebrdmol'i r*lawk asu:rna 1o,*st'atu':I equal U,ICWxsd a%Co*aected. v411W1 411eNa In Eta 111:14,WIOvm which have zw,'eel ci d t!p Sp ports"(q•Nrinq•er•01na40y 3. C490CAlet arc bred Oa'Nlogtlble strendtn Dpsivrr(n%U;•Ve irej Al safacq 4ele of 3.0. loaced colnectlom tutor pfodgrt a rna rifat r a,n•Cva/:efce an too Ibttandr. *, wh.vR Irpllry,•feHene t 11*uud,too„s are Sttumrl to na+:a tentrtG-ce1M. dyrinv nt 11 7, r1911or Uar+41,04,:491V fer*Clan stlthipom May)e 9lfalood by-0009050 sdrowit lrnrr a•poato, ["P;1 mi the nominal drlmmer(41 manifamr4r.SR4 Tenofacl.rer'r r•la for j..,4r a5e4a*ta oahiat arc Inwastation Inftfut!tplf. F. SnrnIo♦•aW"ttptp,rd to haft s C4nler•Of•dCreN to ad4e•or-ste9 clihen•.l*n rt at lMSt 1.9 tunes iml mmrmel dam412r(d)M lot.Jr.,". Load Paths All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural Members.The 2007 edition(here after referred to as simply r'NASPEC-), illustrations of load Instructions are amongst their wi relative product load tables located throughout this catalog. Figure to the right demonstratiss different types of load directions mentioned In this catalog. > I`T = Out•-of-plane lateral load .;, = In-Plane lateral load ; �-3 = Direct vertical. and uplift load Ed 5C:4FC'Ci • • Project: rfl-SCAUC STMOC)C No: 16YO8;, 16_ . p'nge- 7s .2//4" Checked by: Date:— McClendon 111P"Engineering 417- Inc Item: By. nlo Ce P(,r- I -e 04 ovy �0 0 rprzovf CK.C_ WT 5 In. TOTAL SLAB DEPTH a. Normal Weight Concrete Maximum Unshored Clear Span (ft-in.) Concrete Properties Dock Number of Dock Spa if 'Spans Density Uniform Weight Uniform Volume Compressive ve Gage 3 (pen (pst) (yd31100 ft2) Strength,V.{psi) 22 101-01, 1Q'.7" 101,71, V145 42,3 1.080 3000 21 101-111, 1 Not". 20 11'-7' JZ-V 121-V' 1.Volumes and weights do not include allowance for deflection. 2,Y"ret his are for roncreja only and do not Include weight of steel deck. is 121-1 Ix-9- 14'-2" 36 Taia?sfab depth is nominal depth from top of concrete tDbottoon of steel deck. 18 12._511 141-10' 14'-7" 16 134, Shoring is required for spans greater than.those shown above.See Footnote I on page 69 for required bearing_ Allowable Superimposed Loads (psf) umborof $pan(ft-ln,) Gage Deck Spans -61. 91 9A 10,0" 104" 111-01, 111-6 1 13'.6" 14!-0" 1514" 1GT-0- .1 254 220 2D8 190 178 79 72 65 513 48 39 22 2 254 229 208 190 175 161 1 108 97 8,1 70 72 65 68 48 39 A 254 229 208 1510 176 1 1 109 97 89 79 72 65 68 4a 1 274 248 225 268 1,09 14 1 120 iOR J 98 So 81 73 66 M 45 21 2 274 248 225 206 189 174 101 7160 98 80 611 73 66 55 43 274 24a 225 206 180 174 '161 160 140 as 81 IS$ 65 45 .--- __ - _ ______ I a 1 294 2B-5 241 220 202 1137 1733 I TO go 89 B 1 74 61 51 26 2 2t4 265 241 220 202 167 173 1IRG 145 96 89 81 24 61 51 3 294 205 241 220 214 s87 173 160 0 140 BE, al 14 61 51 1 333 201 274 250 23C 212 191 172 5- --f' loi 67 19 2 333 301 274 250 23C 212 191 '72 155 1413 126 ,is laq 76 63 3. 333 301 274_254 250 212 191 172 155 140 1 a 115 75 67, 7 4 _3_ i �� 334 30i 278 255 232 208 187 5i­j 1134' 122 112_102 88 74 18 2 8;r0 334 304 278 255 232 209 187 160 153 139 1213 1115 U 74 2 370 334 304 278 265 2$2 20B 167 laq 153 139 121 115 so 74 - ' '' �78 1122 143 132 113 sis 1 4�O 0 M 333 Y 09 2-54—241 217 f97 1 16 2 40C 400 366 333 299 26.5 241 217 197 17a 162 146 136 .1 13 3 -4,00 400 - �166_ 333 _299 268 241 217 197 178 162 148 1.�5 115 r-95 S-.e fbil—�Z"on page 61K I Shoring requilred In shaded areas to right of heavy line, Allowable Diaphragm Shear Strengths,q (plfl and Flexibility Factors, F(in.111b.x 106) AMchinont Vieck Spati(ft-ln.) Pattern Gage- 9 fw 9,.6,- 1tr_o:�A0I_4" IIA" IV-15" 12'-0" 13.0" 13',S" 14',V 15-,,0'- le-&- 22 q 16t16 1594 1583 IS73 1565 1557 1550 1544 1538 '1'53 1527 1 6 2,J 1616 f6li 1 S(A4 21 q 1605 1 CM 1580 1570 150 1552 1544 1537 1530 1524 jfjIg 1514 1509 150r, 1493 1 1 ( 3�613 F) Q 1606 1563 Isan -.sea 1659 6?0 1541 1633 1526 1520 1643 160$ 150 1493 t4$6 19 q 1618 1602 1587 1673 5 5 0 1$40 1511 1523 -515 -1-508 1-;C2 1496 1485 1475 18 q 1034 1515 1$90 158$ 1669 1 SE7 '1646 1535 1528 Irl 7 1 S 0.4 15132 1499 1402 1472 16 q 1670 11655 1033 1614 1597 1582 15,36 1566 1543 1632 1522 159 15011 1489 1475 22 q 1708 IGN 1646 11648 �_633 -Isis 1605,7597 115 1 u� 5`ii 1520 21 q 1729 1704 1683 1663 1646 5630 1616 1602 159E 1575 1660 156C 1551 j535 1521 364 20 q 1750 '5724 1700 1679 1,303 1643 1027 151$ 1600 1580 �577 1567 1557 154G 1525 19 q 1801 171C I*?42 *718 1-396 1676 1657 V40 162-15 loll 159a 1-5s(3 1.51,5 1555 15-37 18 q 1854 1819 1787 1759 1734 1711 1590 1511 1654 1 41a0 1 V1 1609 1597 1574 1554 16 q 1971 1929 1090 1856 IM 1795 1769 1745 1723 ',733 11304 1607 651 1 C)2:3 1.59a See(obtnol-ag On Page,69, 70 : VFS DF.C'KING.NC. wwwvorcodeuk.corn Project: P(2ge. McClendon "'P':- Date: Checked by: Engineering Inc Item: ZA)6 F-tcxx?— I'D, �J)( Zip.z so ZCZS' C11i i 70,Z 105-4 1431 �00 '1010 17-01 z (0019 qVI '&'0 '20.0 C$ia, 0 eta 71-i (CO,I q,q Z10.0 0 4AS -S-?or, I q A C) q ell,011 3�) 2A,f (Os 7 2 zcr? 6�0, 76 .0 30810 ?2ey, 9A lop, 3! cln' )OS pet,) j 2-4 0�l'i 0 Z lo,0 761 1 17-5 ST Olt/ -L117 7, 481 Protect: (QtC4L, : No' Pa McClendon scOl" Zrfz OcT' Date: Checked by., Encgineering Inc Item: By: irA P+j(p(4c, W K YFT- x r Ij iq A, 0-115 101 0 cl 1, c lq(n� 7q 4-1.0 / 10. 1 5 2-1 )s C, es 116) 4 Z-1 /01 50�7 RC, O's 2 /811 3 20el & 66, e-le-g, 1 / 9 Z. 5 7,0 21-x -19 A- q3-1 0 20, 2 4pe) e-/ ,7 e) t(61,5- ZSS C.9 Zoo,0 eo.0 Ll 3:1 620-0. 70,1 6.01 6T1,O ?-Iza 0 0 2,112> z C� e 7 .DE mc Project: Na. P,9,: McClendon IIIPI` Date: Checked by: Engineering Inc Item BY: ZO F1 mv-- rb,,,, 6JAtL Y9(2(-.A LJ K Yr-T h"f4f11 Alt,.0 0,0 zca 30 z Zed Z Lit),0 d 0 L) 0 Ff (C)e0 571 rl s 0, (IP I �Lj 0,8 F 6o,0 ZZY101 P11 12 3 oc vz '0 3 Z q ly, 01 ley, 6� -4- Z9 29 C, SaT 2 11 II i Cl 'Z'I 14 r 2- ROO Project, Srm -4c, No: page, Scope: Oc 1- h�-S, 14 r3 Date: McClendon Checked by: Engineering Inc Item: By: L K XF yr-1- 5 2 /02 5.0 0 1 mo: Page. M Date:— Checked by., cClendonGT t1ir Engineering Inc Item'. By, ort-,te- o F 11A r4 i Fl.ev�'a elo 6 7?r 5-410 5/1 7Lfv S6.0 el 5' S/000 1 -4 Wdo m� I Project No: McClendon Scope: STOOUr "N ttoid Date: 2ZAZ Checked by! Engineering Inc Item, BY! (_j 7- 71 Ooz 4fo AAS: Q, OP A-fr1r.4 14, Z 9 McClendon Erigineeting,Inc Title- Cascade Slo,rage Job A 106816 1412 W.Idaho Street, Suite 240 Dsgnr: VdT nate: Bois Idaho$3702 Description �DJ e. McClendon Socipe: Rigid Diaphragm Analysis Engineefin_g Inc 047*,WA-a user M-06077 47,Vet 5.8,0,1-Ouc,(105 Rigid Diaphragm Torsional Analysis (c)Ifkal.21003 COWRIZA-1 C.ErKina"liv Description Second Floor-Rigid General information Axis Center of Mass 140.,50ft Y-Y Axis ear 5.00 -A X-X Axis Shear 412;00 k Min.Y Axis Ece 5.00 % Y Axis Center of Mass 46,90ft ...Shears are applied on each axis separately Max X Dimension 326.00 Ft Max Y Dimension 104-GcLft Wall Data Label Thickness Length Height Wall xog Wall Ycq Wall Angle Wall End E in ft ft ft it deg COW Fixity 1 8.0100 100,000 11 000 0.330 50.000 90.0 Fix-Pih 1.0 2 6.000 39-330 11.000 20,000 20300 9010 Fix-Pin 1.0 3 6�000 57.330 11.000 20.000 74-800 90,0 Flx-Pln 1'0 4 6,000 39.330 11.000 40.000 20,300 90.0 Fix Pin 1-0 5 6.000 57,330 11,000 40-.000 74.800 00;,0 FIX-Pin 1.0 6 6.000 39.330 11,000 60.000 20.30.0 90.0 Fix-Pin 1'0 T 6-000 57.330 11.000 00.000 74,800 90.0 ri),�Frn 1.0 8 6.0013 39230 1111.000 80000 20.3D0 90-0 Flit-Pln 1,10 9 6,000 57-130 i1,000 8-0,000 74.1300 90.0 Fix-Pin 1.0 10 6.000 39-a30 11,QOO 11010 0010 20,300 90 G Fix-Pin 1-0 11 6,000 57.830 1 1;00G 100-000 74-800 00.0 FvPin f'O 12 6.000 0 30.330 11.000 120,000 20.300 90.0 Fix.-Pin 1-0 13 15,000 5M0 11,000 120,000 46,600 Wk fix-Pin 1.0 14 8.000 12,000 1 LOGO 119.670 57.000 90.0 Fix-Pin 10 15 6.000 39-330 11 ON) 140,000 20.300 90.0 Fix-Pin 1.0 115 6,000 9,330 11-000 140,000 $0.670 90,0 Fly-pin 1.0 17 8.000 7,330 11000 140-330 58.830 90.0 Fix-Pin I'D 18 6.000 39.330 1-000 100.000 20300 90.0 Fix-Pin 1.0 19 6,000 9-330 11.000 160.000 50-670 90.0 Fix-Pln 10 20 6=0 7,330 11.000 159.670 58-830 90.0 Fix-Pin 1.0 21 6.0,00 39.330 11,000 180,000 20,300 90.0 Fix=Piri 10 22 6000 5.000 11,000 180.000 48.500 90.0 Fix-Pin 1,0 23 3-000 12,000 11,000 1110,330 57.000 90,0 Fix-Pin _11,0 24 6.000 HMO 11,000 200,000 20.300 90,0 r1x-Pin 1-0 25 6-000 51000 11,000 200,000 48,500 90i4 Fix-Pin 1-0 26 8,000 39-333D 11,000 190-670 70,670 9010 rix-Pin 1-0 27 6,000 39130 11.000 220.000 2D.300 90.0 Fix-P1n 1.0 28 6.000 36.830 11.000 220,000 64,000 9010 Fix-Pin 1-0 n 6.000 39,330 11000 240.000 20.300 90.0 Fix-PIn 1.0 30 6,000 27500 11,000 240.000 59,830 90.0 Fix-Pin 1'0 31 6.000 39.330 11,000 260,000 20,300 90.0 Flx-Pln 1.0 32 6.000 18.830 11-COO 260.D00 65A00 90-0 Fix-Pln 1'0 33 6.000 39.330 11 000 280,000 20,301) 4910 Fix-Pin 1.D 34 6,000 10.330 11.000 2410.000 61,200 90,0 Fix-Ptn, 1.0 3� 6,000 39,330 11:DOO 290.000 20.300 90.0 Fix-Pin 1,0 36 6.000 14.330 11,000 30,0.000 7.830 90:0 Fix-Pin 1.0 V 8,000 14.670 11.000 306.670 0.330 0,0 Fix-Pin 10 38 6,000 293,830 11,00(l 147.33D 20.160 0:0 Fix-Pin 1'0 39 8:000 10-670 11.000 204.070 43.870 010 Fix-Pin 1.13 40 6000 30200 11,000 264-830 49 830 0.0 FIN-Pin 10 Al 8.000 30000 1 ton 185.000 50.670 0.0 Fix-Pin 1.6 McClendon Engineering,Inc Title: Cascade Storage Job 6 1068 16 MC 1412 W.Idaho Street,Suite 240 4sgnr: VVT Date: F)L' Boise, IdalIdaho. iJescript€on;83702 �-- f McClendon Scope; Rigid Diaphragm Analysis Biyineerinsecao2g Inc �� --- U" MfOW1747,V�5s0 1.D,r.2m i Rigid Diaphragm `Torsional Analysis ,;xa,aarl�Ac«.caltt;gtiM.� c)i5U3-snU7 ENERGaI.0 kMrnoer�4 SOtlwa,o «`� � Description Second Flour-Rigid 42 &000 10000 11-000 115.000 50.670 0.0 Fix-Pin 10 43 8.000 11,330 11.000 164380 55.670 0.0 Fix-Pin 1-0 44 8,000 11.330 11.000 136-50D 56.670 0,0 Fix-Pin 1.0 45 6.000 613160 11:000 224,830 59,830 D-0 Fix-Pin 1.0 46 8:000 20.000 11.000 155,0100 62.830 OA Fix-Pin 1.0 47 8.000 10:000 11.000 1 t5 000 62.830 0.0 Fix-Pln 1.0 48 6,000 100.000 11.000 59.830 74.160 0.0 Fix-Pin 1.0 49 9_000 9.33C 11,000 5,000 75,330 0,13 Fix-Pin 1-0 50 8.000 52,330 11.000 110 330 77.830 90.0 Fix-Pin 1.0 51 8,000 44,670 11.000 189,670 72.670 90.0 Fix-Pin 1.0 52 8-000 12.830 III= 195,250 93.000 156.8 Fir,-Pin 1-0 53 8,000 22.750 11.000 289-830 52.750 156.8 Fix-Pin 1,1) Calculated Wall Forces - Load Location for Maximum Fords Direct Shoars k Torsional Shears k Flrtal Max, Label Wail Shear X R Y Length Thick Length Thic]€ k 1 •1.577 0.wO 106,835 -0.005 2 549 -0,666 109.384 2 -1.577 0,000 28.691 O.D01 0-577 0.000 29.265 3 -1.677 O:.fl00 44,307 -0,001 0.891 -0.000 45-196 4 -1,577 0.000 28.691 -0.001 0.468 01000 29.159 5 -1-51111 0,000 44,307 =0.00, 0.723 -0.000 45,030 6 -1.577 0 000 2E 691 -0,001 0.359 0.000 29.050 r" -1,577 0,000 44.301 -D_001 0,564 -0.000 44.861 a -1,577 0,000 28-691 -0.001 0250 0.000 28,941 9 -1-577 0.000 44,307 -01001 0,386 -0.000 44.693 10 -1.577 0,000 28-691 -0.00.1 0-141 0.000 28.832 11 -1.577 0000 44307 -0.001 0.217 .0-000 44.524 12 -1.577 0.000 28.691 -0 00.1 0.032 0.000 23-722 13 -1.577 0,000 0 490 -0.000 DAM -0-000 0,490 14 -1.577 0.000 5,743 -0 001 0-007 -0-000 5,760 15 31.023 1040 28.691 -0,001 16.27 -0.004 30,217 t a 31,023 0,000 2,451 -0.000 0.130 0-000 2.581 17 31.023 0.001) 1,607 -0,000 0 098 0.001 1.906 18 31.D23 0.000 28,691 -0,D01 3,673 -0-004 32.364 19 31.023 0.000 2.461 -0,000 0314 0.000 2,765 20 31,023 0-000 1.807 -0 000 0.220 0.001 2.037 21 31-023 0,000 28.691 -0.001 5.820 .0,004 34,611 22 31.023 0 000 0.490 -0.000 0,090 0,000 0,589 23 31,023 0.000 5,743 -0 001 1.172 0.002 6.915 24 31-023 0.000 28 691 -0 001 7.966 -0.004 36.667 25 31.023 0.000 0-490 -0.000 0,136 01000 0,626 26 31-023, 0.00a 38,254 -0-002 10.575 0.011 48,829 27 31.023 0.000 28.691 -0,001 10 113 -0:004 38.804 2€8 31.023 0,000 25.582 -0.4D1 9.017 0.003 34,600 29 31-923 0.000 28,691 -0.001 12-260 -0-004 40.961 30 31,023 0.000 18.060 -0.001 7,717 O,b02 25.778 31 31,023 0 000 28.691 -0.001 14-406 -0.004 41097 32 31.023 0.000 10,128 -0.000 5,085 0.001 16,213 33 31.023 0-000 28,601 -0,001 16.563 -0.004 45-244 34 31,025 0 000 3.101 -0.000 1.789 0.000 4.890 35 31.D23 0.00 28-691 -0.001 17.626 -0.004 45-317 McClendon Engineering,Inc Title; Cascada 5wrage Join# t068'111 1412 W, Idaho Street,Suite 240 Dsgnr: WT Gate: M4E' Boise,Idaho 83702 cesariptIon: r? 4 McClendon scope: Rigid Diaphragm Analysis Engineering Inc _ - - - - Rer !+8G( 2 uarrr KW-0607747.VrerSAO,1.Otc•2003 Rigid Diaphragm Torsional Analysis rNERCALC Etrpneesing$arcxarn -:near WV`411-n'(:u'!1011- Ddscription Second Floor-Rigid 36 31.023 0.000 6.177 -0,000 4,026 -0,002 10.204 37 0.000 •1.261 -7.441 0.000 •0.023 0.000 -7.48�5 38 0,000 -11261 -206,569 0.003 -0.347 01000 -206.916 39 0.000 9.139 -3.840 0,000 -0,001 -0.002 -3.841 40 {).000 91139 -17-817 0-000 •0.065 -0-OG2 -17.882 41 010 9,139 -23.412 0.001 -0:006 -0.002 -23.508 42 0.Ow 9.139 -3.315 0-000 -0.014 0.000 -3.329 43 0.000 9.139 -4.383 0.000 •0.030 -0.000 -4, 13 44 0.000 9.139 -4.383 MOD -0.030 -0,000 -4 413 45 0.000 9,139 -32,938 0,000 -0.297 -0,003 -33.235 46 0.000 9.139 -12.B$3 0.000 •0.137 �O.D01 -13.019 47 0.000 9.139 -3.315 0.000 -0.035 0.000 -3.361 48 0.000 9.139 -69.163 0:001 -1.153 0.003 -70.337 49 0,000 9.139 •2.822 OMO -0 D49 MO .2670 50 ,1.577 0-000 53.3559 -0,003 0.167 -0.001 53.516 51 31.023 0.000 44.509 -OXG2 10 638 0.013 $5.1141 52 0,000 9139 5,226 2.223 0.223 -0:02a 5.460 53 0.000 9.139 14.460 6.164 0:61$ 0:205 16.078 Summary i X Distance to Center of Rigidity 12E777ft Controlfing Eccentricities&Fonaes from 4plied Y-Y Shear Y Distance to Center of RKsidity 42.961 ft Xam+(Nlln%'(VlaxX)-X er = 31.023#t 'Parsion= 30,526.51 k-ft Xcrn-;M[11%'4Aa4-X-cr = -1.577 ft Torsion= -1,561.89 k-ft X Ac ental Eccentricity 16 aoo ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 5.200 ft Ycm+(Min`;:"h1axY)-Y-cr = 9.139 ft Torsion'` 3,765.07 1(-ft Yrrr-(1Vjn%*MaxY)-Y-cr w •1.261 ft Torsion m -519.73 k-ft G t 125 ;a •11 OD k - -- kC 1r1. f 140.51 415-90) T ?T T T y 16 M4� Project: No: page.,—�n Date: Checked by, McClendon Engineering Inc Item: BY- Sk IJArf-L 7-Li ri a Rm. Pc; Hrr = iz, Z-, tr Teo C,A "PiJU' �)A,,4 7DI �r G7 a L t� of Z, �s sr- Pq I �") (' ya t m E C Project: No, )c Flage.. Scope: Checked by,. McClendon r Engineer'ing Inc Item- By-- 12, 0A, Ra tZ /2- P'Y, 92OV16c ar�ov, �I a TABLE 12--ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' 8'.10'"Ll" PANED 1� 3145E !'FICA). g10ELAV $HFAA EHFAR SHEAR STEF3 YkiIC1G.FSS CE"PA50 FRET NER- Nw VALUEpW VN.UE�7i STIFFNE88' PeoolYpe Gouge 11rL1 060 BhACIN!a(INCHES) SOU11C(PLF) NNIlIWV1 Qt4pa par lrd11 29 0.0133 4(Wz-0" 12 6 256 272 2.292 29 0.0133 264-�Ir 12 3 153 15.3 1.621 "u"Panel 29 0.0133 30T4r 12 4 182 193 2.106 29 0.0133 W-40" -12 6 246 261 2,M 29 0,0133 206'-0" 12 3 123 13€ 1.012 29 0.0133 402'4' 20 5 24t 256 2.292 29 0.0133 204'-0" 20 3 14.4 154 1-921 "U°Panel 29 0.0133 3Q3'-0" 20 4 171 182 211fl6 29 0.0133 562-0- 20 6 231 246 2.865 29 0.OM 2®6'-0" 20 3 1€6 123 1.012 26 0.017f� 407-0" 12 6 375 309 31033 0.0176 2 4'-q 12 3 (::9D 239 2.145 "U"Panel 25 0.0176 3 -0" 12 4 267 28a 2.706 26 C-0176 662'-0- 12 6 360 363 3.792 0-4176 2CE&L 12 3 190 191 2.398 26 0,0176 'M1i' 20 5 353 376 3.033 4B 0.0176 2W-0" 20 3 212 225 2.140 "U"Panel 26 0,0175 303'-4" 20 4 251 287 2.7138 26 0.11176 6t�2'-0" 20 8 339 3fii 3,7s32 28 0.0176 1 205'-0" 20 3 170 100 2.398 TABLE 13-ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAF AND SHEAR STIFFNESS' 15'-16'"Ll" PANEL BASE 1YPICAL SIDELAP y 01% SHEAR *12- STEELYHIC3t41ESS fjRK SPW FABTENEW N0, VALUE"' VAWw-*" 3TIFFNEW Pefl@ITYpv G�.q6 'i" 0-r* 6PACIWj1NC.1'F;FII SEMPACWL5 WIN4IPLP) GJW#AoorWh} 29 0.0133 saw a. 12 6 164 174 3.6C�9 29 0.0133 326'-0" 12 4 109 tie 2.718 "U"Panel 29 0.0133 W-0" 12 9 230 .245 4,684 29 0.0133 4Q4'-d' 12 5 128 135 3.242 4 0.0133 6®3'-0' 20 6 154 164 3.509' 25 0.0133 305'-0" 20 4 103 109 2.718 "LP Panel 29 0.0133 802-4- 20 9 217 231 4,684 29 1 0,0133 4W-0" 20 5 120 12B 3.242 26 0.0176 5@3'-0"- 12 6 24C 256 4.644 26 0,0-175 50,5--0" 12 4 160 170 3.597 "U°'Panel 26 0.0176 802'�C" 12 9 336 369 6,087 26. 0.0176 4§44' 1 12 5 188 1 19H c290 -�- - 26 ui-76 6@3'-a' 20 6 �!z6 240 4,544 26 0.0175 30 -0" 20 4 161 160 3,597 "U"Panel 26 0-0176 802'-a' 20 9 310 338 6.067 2e 0.0178 4Q4'.0" 24) 6 177 1.08 4.290 jcw L TFY- 01- L-L tA 9z A* Ft 0.1 ----------- MiEf Project.——(fAS.CIAL� ;7r-V(?-0,C Page- No: McClendon IcOPI Date: Checked by: Engineering Inc Item: BY' 7' ILI, A y rA L d(j 4( HT Z-K 3A 01,3 4-8 Sr 0?-- T—T e h-f 4 -f r IpF F 6 0,4PH Y4 IjTA,u v s— C �JT-t f"OZOVI bf 04 ESIZ-24D151 f Most Wdoly accepted and Trusted Page 8 of 14 L TABLE 4-MINI-V-SEAMTm DIAPHRAGM SHEAR CAPACITY(q)(Elf)AND FLEXIBILITY FACTOR(1) 1A11TH ITW BUILDEX T5K$OR I.C:H.TRAXX SCREWS'"(Continued) GAUGE SWELAP TRAXtF SPAN ATTACHMENT PATTE4.-O.r 5.0.. B,-0., 7.-0., $,-0,. 8,_Q,. 10.Ar, 12'o c 4 70 560 537 527 5Zfl 515 511 5,85 +125R 5,33. +99.9E 4.97 +83,3R 4,7 +71.4E 4:49 +62AR 4.32 +.55.5R 4.18 #%R 18`C,c, 4 411 391 378 369, 562 351B 352 F 7.08 +125R 6.42 4-WAR 5.94 +83.3E 5.68 +'71.4R s.29 +A24P 5,06 +55,5R 4.87 +50R 40 24"a e 4 q 332 312 299 290 383 277 273 F 8,13 +126R 7.37 +99,9R 6,81 +83.3R 5,38 +71 AR S:D-d +62AR 5.75 +55,5R 5.52 +5OR q 332 284 220 '188 164 145 130 �Mid-Span4 F 8.12 +126R 9.22 +00-yR 5.31 +83.SR 8,30 +71,41R 8,48 +62AR 8,56 +55.5R 8.65 +MR { Third Points 4 451 Z99 256 223 198 178 F 6.69 +125R 6,75 r 99,9R 8.81 a B13R 6.87 +71 AR 6.93 +62AR 6.99 +55.5R 7-05 +5OR QuarterPaints 4 q 570 455 376 323 263 261 225 8 F 5-85 +125R 6.90 +99.gR. $,`g4 +83 3R 5,92 +71 AR 6,03 +62AR &08 +55.5R 6,12 t 5OR / (a 12"o.c. q 604 577 559 546 536 629 S23 ___J --` F 5.72 +15,6R 5.27 +12.5R 4.94 +10AR 4.69 +B.gR 466 +7,8E 4.34 +8.9R 4.21 +6.2R 18"O.C. 7 q 446 418 400 1 3B7 378 370 3$4 F 6.81 +15.6R 8-26 +12.5R 6.65 +10AR1 5,53 +&,9R 5.21 +7.6R 5.07 +$,OR 439 +5.2R 24"o,c. 7 q 307 339 321 008 298 291 285 F 7.71 +15,9R 7.1 +12.5R 6.63 +10.4E 8.27 +6.9R 5.57 +7,8PR 572 +6.9R 6,61 +6,2R Mid-Span 7 rq 367 292 242 206 179 159 142 7.71 +15.6R 7,82 t 12.5€� 7,94 �10AR 8.05 +8.9E 8.16 +7.BR 8.27 +B.9R 8.38 +e.2R @ Third Paints 7 4t36 3B7 321 274 239 211 1,90 6.47 +!5AR 6 55 +12,5R 6.53 +1l).4R 6,71 +8,9R 5,79 +7,8E 5.47 +6,qR !VC QUarlerPp1AIS 7 604 482 400 342 298 264 5.72 +15,6E 5.79 +12.5R 5.85 N 10.4E 5.91 +8.9R 5.97 +7.BR 8.03 +S_8R 6-09 +6.2E Fos SL 1 Inch. 25.4 rnm,1 foot=304.8 rnm,1 plf=14.694 Ati m. Table Was: 'q=Allowablo diaphragm shear in pounds per Ilneai icct. 2R=Ratio of verbal load span of the deck to ler*of each deck panel 'F=Fie db lity Factor The average micro-Inches a diaphragm web vtlll deflect in a son of I'.or under a shear of 1 pound per fo-v, Taitems of TEKS&ICH TWAXX smv fostonings to supports mombers are shown In Figure 2. 'The spacing of screws,a.In feetlbih fasbaning shaiWo strultural frarnlr.g d,cntg a Ilutp trans'eningshaur to a chord,strut,or oitpr otwnwn parallal bn the flutes must be: =25,000N 11,1 q(11t-fq)Ix No,2$garage darks and a=22,000tra l q(I,Sfr 01q)for Na 24,No.22,No:20 and No 18 gauge decia, where. t=thickness of dock m inches q-required dasgn shear(altoraahte stress design)at shear trensfor,Ir plr No Increase 0 stress is pmtWd for v end or eelsmic forces. rrEKS&ICH rRAXX screws must to type 012-24 for Oieet tofrarning and'w12-14 for sheet to sheet 'See Table 2 tardiaphragm textb3iry limitations. TABLE 5-HR-36rw AND BOIL RIB rw SEC-=N PROP ERTIF-8" ' BASE METAL DECKWEJGHT POSITIVE POSITIVE NEGATIVE tJEGAYII(E= TYPE GAUGE (pgfri THICKNESS (in,) HR-367" 29 .0.74 0,0139 0X62 0.058 0,055 0.059 26 D.98 0.01815 0,OgD 0,083 0,084 0,084 Rpx Rin-M 1 24 1 0095 1 0.9I83 0,056 0,067 0.055 0.071 For 81.f Inch=25.4 rnrm,1 psi=6894 Par 1 pst=47,i 8 Pa- 'Tabulated values ere based on a 1-foot-wide section. 'Properties are based on 75 Percent of 80,000 psi yield strength. (Terslte strength=82,000 psl) 'All section properties are net values. M Project-. C19 No:-106L Page; McClendon Date'. KAO Chocked by: Engineering Inc item: By: p 41 L L; r,7- k4,. (-IPSF Project: e,d No- c)(,t Scope'. STOP. LI Date: 9/14, McClendon Checked by. Engine,wing Inc Item: By_ 6--A4U 4,)4L4- D(--S hC4 A,3 "raor- 55pur S L ?,�psr- 26 1.;,-F Fe Z) z 2-(s6�4rt)( 5te C 10 LF CIO&, PLF CIO 0 NIcClemon Englnee�irg,Im Prcaect rifle. Cascade Storage E 1412'N.Aaho Street,Suite 240 Engineer AIT Project ID: 1068,16 M� Soise,Idaf*83702 Project Descr. 2DO-342.2919 McClendon Engineering Inc IMasonry Slender Wall FIl5-WdINK3(of0o�4.2316Pryec�st106B,18Coaeade9lorageRCa dcslpnsc6� - _ y F.NERC�LC. NQ.19 �7 6,tlulld;8,t6B,F,ti'w8.t6.6.7 M , ►♦ Descripiion: rCNIIJ wall Code:References -.._...._....._._ .. Calculations per ACI 530-11,18C 2012,CBC 2013,ASCE 7-10 Load Combinations Used : I8C 2015 General Information Calculations per ACI 530-11,tBC 2012,CBC 2013,ASCE 7-10 Construction Type;Grouted Hallow Concrete Masonry FM — 1.50 ksi Nom,VNall Thi*aess 6 in Temp DItT aaross thickness = deg F 5y-Yield v 60.0 ksi Actual TnIckness 7,625 in Min Allow:Out-of-plane Dvfl Ratio= 150 Fr-Rupture = 61.0 psi Rebar"d'distance 3.a125 in M[nlmum Vertical S.tael% = 0,0020 Erin=I'm* - 900.D Lcwer Level Rebar... Max%of p bal. = 0.1112 Bar Size # 5 Grout Density _ 140 pcf Bar Spacing 32.0 in Block'Afeight Medium Weight Upper Level Retry. 'Nall'Neight 55_0 ps1 Bar Size t`k 5 Wall is grouted at rebar cells only Bar Spacng 32,0 in _Two-Story Wall Dimensions A 1 st Stoiy Height 11.0 ft — IR 2nd Story Height - 12.0 it C RW AsKlmrMt C Parapet height = 1.0 ft I—I 'ldall 5,tfpportditlon Top&Bottom Pinned i i Mel Laboral DIsp:Q Top uuppo4 Irr i B 2i�c liltee9mnnt ' i A --Fmr SIIavlrtir� _ I ' _Vertical Loads Vertical Uniform Loads f aPpkOd r,w Wj o(8Np WtN'# 11:Dead Lr:Root Lire Lf,.Flodr.Liam S;Snow ^'VOld Ledger Load Ecwntdcity in 0.0550 0,1380 idlt Goricentric Load Wit Mid-Heicht Vertical U niforrn Loads...r inn'+i'rrar rrr a'srr r,v14% OL:Obad Lr-Roof Lila _l;Ftcor Livd S Snavr VV•,N N Ledger-Load Eccen*lly 6.0 in 0,560 '1.250 kih Concentrld Load �ft Lateral Loads -- — I ind roads: Seismic Loads; Full area'MIND load 15.0 psf 'Mall Weight Selunic Load Input A49Ihod; Virect entry of Lateral Wall Weight Seismic Ala ll Lateral Load 14.0 psf FP 1.0 = 14.0 pat McClendon.Engineering Inc Prcjeet'rAle; Case de Storage MCE 1412 sty,Idaho Street,Suite 240 Engineer- WT Project ID: 10G8.1r Bosse,Idaho 93702 Protect Casa 20 8-3 42-211 1 9 McClendon Pngineeling Inc l Masonry Slender Wall _ ^- - die=M511A1.E?njeCl�i2l1i6Proj�1e117fB.I6C�aedeSlor�lCaheSidasgn.ecfi ENER.ALA INL IEV-2016.BLi4:d.13.67.VarB.la.6.7 Description; CM1.1 Wall j DESIGN SUMMARY - Results reported for"Strip Width"of 12.0 in Goveming Load Combination... Actual Values... Allowable Values,.. PASS Moment Capacity Check Maximum lnen&i Stress Ratio m o. s; -- +1.2010+0.5011-r+1.601-i-1-OON Max Mu -0.5845 k-R Purl*Mri 2,106 k-K PASS juice Deflection Check Actual Defl.Ratio iJ 1,796 Allalvable Dell.Ratio 150 'N Only Max.Deflection 0.08018 In PASS Axial Lead Check Malt Pu i Ag 62.745 nisi Max Allow,Cerl. 0,960 in +1,20D+1,60L+0,5uS+1,00H Loca=,ion 10.8171 U'rm 300.0 psi PASS Relnf itcing Limit Check Controlling A.sdbd 0-002541 Aslbd 6,1112 rho bal 0.1116 Maximum Rewlcns... far Lsad Cwn6raN6r.,, Tcp I-lodzcntW W Only D G8295 is Base Hvizontal +D475 L+0.7KS+0,d250P+H 0,08745 k Mid•Nl Horizontal IN Only 0-2193 k Vertical Reaction +Dq�+H 3.185 k Design Maximum Combinations-Moments Results reported for"Strip Width"s 12 in. Axial Load Moment Values Load Combination Pu 0.2"fm'b`t Mcr Mu Phi Phi Mn As As Ratio rho bat +1.40D.+1.60H at IRK to 11M 1 W, fTW DA6 0,36 1t,90 2.34 Q,`1S 0,0025 0109 +1.20D+0.50LY-1A0L+1,GQH at 10153 to 11. 3-620 17640 0.46 173 GAG 275 0,118 0_'3C25 0.1103 +t.2i1D+t.60L+{].fOS+t.6 1 ai 10,63 Ro 11.0 3.6a9 17,640 0.46 0,73 %1,90 2.77 0116 0D025 01103 +`.2CD+S,6GLr+0.5flL+1,60H at 10.63 1a 11. 2.245 17.840 1146 0.66 0.200 2,43 0.116 0.0025 0,1108 �1,20p 1,Ot Lrh0:58'Pf�1.60H at 733 to 7,70 1,83& 17.64C 0.4c 0.22 DM 2.33 GJ16 0.0025 0.1109 +1.200+0.001-+t SOS+1.60H al 10,63 to 11,0 2.466 17:640 0 46 D,55 010 2-48 G,116 0.025 0,1107 +1,20D+1.605+G.50411+1,60H a',7,33 to 7.70 2.059 17.64C, 0.46 0.22 090 2 B 0,116 0,0026 0,1109 +1,2Q0$0,5t16r r,60L�1N*1 0H at 6.97 to 7. 2,467 17,640 C.46 0.41 0.90 2.49 0.116 0,0025 0,1107 +1.20D-3.SU1-+G.50S-av+1.60H at 6.97 Io 7.3 2.556 17.640 G.4Gr 0.41 0.90 2.50 0,1'6 0.0026 0,1107 +1.3521)+U.50L+0,7GS•�E+1.60H at 7.70 to 8 2765 17.640 0.46 0.44 0;90 2.55 Q.1'5 G.0025 0,1106 O.sOD*Nhrp.9AW, at 11,00 to 11,40 0,693 17,640 0,46 0.27 G.9c 2.05 0,1116 O.'3025 0,1112 +1]-7478D+E;+0-90H at ti.co la 11-4o 0476 17,640 0.16 0.26 0.00 2.02 0 116 0,0025 O,tf12 Design Maximum Combinations- Deflections R©sults raportod for"Strip Width"=12 In, Axial Load Moment Values Stiffness 0efteetions Load Combination Pu N1cr Mactual I gross I cracked I effective Deflection Dail.Ratio +D+H at 15.K In 1.6,23 0.506 146 0.01 342.40 213.08 342,405 0.006 I t,449,3 al t6,20 ki 16,00 0,484 0.45 0.12 342,40 31,08 342ADD G.076 1,906.7 +0+=r+H at '.5.80 to 16.20 0,606 0,46 0,01 342.40 28..08 342.4-00 0,008 17,449.3 +0+5+H at 15,80 to 16,20 0.844 G.46 0.01 342.40 28A2 342AM 0.0018 17,411.6 •D+0,790t,r+9.760�_+H at 15,8+0 to 16.20 0.5C6 0.46 0.08 342.kl 30,38 342.400 0.049 2,919.4 Dvdi,750L+0,15CS+h at 15.80 to 16.2D 0.610 0.40 0.08 342.40 30.63 342:400 0,00 2,92`9.8 +1)*0.00W-tH at 17.80 to 18.2E 0.3% 19,46 C.08 342-40 27.82 342.400 0.038 3,828.5 +D-,0-7+01F+H a' 17.80 0 18.20 0,396 0,46 QA9 342.40 27,42 34Z400 0,041 3,494.3 +1)+01750Lr+0.750L+GA50'kN+-H at 6.60 ID &9 2.510 0.43 0.43 342.40 'XG9 342,400 0,026 5,0611 +D.+17,750L+9,7Y95+0A00'V#,+H at 6,60 to 8.97 2,613 0.46 0.43 342AG 304:13 34.2AC0 0,026 5,089-3 +D+0750L+0750S+G.5250E+H a1 6.60 w 6.9 2,613 0 46 0.43 MAD 30,33 342.40D 0,02G 5,0171,5 +0,80D+0.60W+G,50H at 17.80 to 18.20 0238 0.46 0.06 342.40 28.20 342.400 0:043 3,346.6 iG.50D+0,70E+0,60H at 17,80 to 18.20 02,18 046 0.09 342.40 26,2D 342A00 0.047 3,074.1 D Cniy at 15.80 t: 6.20 0,60ra GAT 0.01 9+1>,40 28,98 342.400 01C13 17,443 0,000 0,00 100 0.00 MO. 0.000 0.0010 0.0 McClendon Engineering,Inc Project Title, CaUoade Storage E 1412IN.Idaho Street,Sulte 24D Engineer-. M!r Prol�t ID: 1068.16 M Boise,Idaho 83702 Project Cescr 2f,%8 342-2919 i McClendon Engineering Inc Mason Mender Wall F�=t�1,orlaE a oe�ts'11<6 PCALC,I C68.�8 Ccsoa)B"15.16,5 ,Vdr*116.63 ry EMERC.4LC,INC.`.�J93h1i6,Bui;�6.iB.b.7,Var;&16.6? 0,00774T Licensee:MCCLENDON ENGINEERING Description: CNIU Well Design Maximum Cain binations•Deflections Results reported for"Strip Width"_12 in. Axial Load Moment Valuers Stiffness 0'ef ections Load Combination Met Mactual 1 grass I Ctacked I effective Deflection Defl.R do L Only at 15.80 to T8.20 0.01DO 0.40 0.0 34140 25,96 342.401 0.031 4,70i,7 01000 0.00 0 }0 0100 0.00 0,000 0.000 0.0 IN Only at 1740 to 18.20 0.000 0.16 0,14 342,40 23.6J 342,400 0.080 1,7ilur,g E Only at 17-aG ho 1820 0.600 0.46 0,14 342.4G 2168 342,400 0.076 1,893.8 0.000 0 ko 0,130 0.00 100 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"�12 in. Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical Q Walt Baser +D»H 0.0 0,022 0.00 1.935 +D+Li4j 0,1 0.045 002 3.185 i +D+Lr+4i 0.0 0,022 0 00 r.935 +D+5+H O:0 0.022 0.00 2,013 +D+O 750L-0Y50L+H 0,1 0.046 0,01 I 2.873 +D+0.75QL+r7.T503+i 0:i 0,046 . 0,01 2.976 +0+0.804'd+H 0,1 0,109 0.Ma 1,935 +D+O.;OE+H 0-1 10,121 0106 1,935 +-D+13.?3GLr+0750L+0 bV+H 0.1 0,048 0.03 2.872 r0,75GL}0,15W-+0,4501N+H 01 0.0411 0.03 2.976 +C1+U.78GL+1,f 505+0.5250E+FI 0.1 0,055 0,03 2.9.7 B +O.fiGD+p.t3fYVV'47.Q?H U 0,118 0.D5 1:181 +O.fi00+0.70E+O,BOH 0.1 0-120 a,05 i,18 i 0 Only 0.0 4022 Q.00 t.935 LrQnty O,C 0.000 UG 0 000 L E3t6�' 0,` 0.045 0101 1.260 so" 0.0 01000 0.030 01138 UV Only 0.1 0.219 04,118 0A00 E Only 0.1 0.204 0.0+8 0.000 H Only 0d1 31C00 0.00 0.000 i Mc Project: C/ �C �c,i_, ' �`I'C ,r - No: Ao aiq•/!,. Page: 100 McClendon Scope: __sraOc-r ��St<.�) Date: 9//& Checked by: Engineering Inc Item:. _ By:- _ 1 ems, P FR-4, n 7?i 4�p b����1`�i r ►,� ,�y� $ apiy"T'w/. . V 2-4 fl X 6 vq ;{3t1a e)e-p A+V. 0t r' lq� Strong-Bolt' 2 Design Information - Masonry Carbor-Steel Strong-Bolt"'f tension and Shear Leads In 8"Lightwo.ght.MOdUm-01eicdht and Norval-Weigh:Grout-Hiles CMU r r Amber Imaged in IN Face at the CI11UWall(See Figure 11 i;th 4 12 12 a 1,160 40 1,4do am (g4: 'fit 0% 15.4) p.05l 005) 6,1' CtJ IL?; It.9} 4t 2% 20 12 t2 2185 436 3.875 775 071: P27.1) N-51 . ?i V.-It074 t3•4l s$ 3-b 35 12 i2 8 2,645 530 5,056 kola (12.rl ? I 142.5) :Y;S: :306: (M)� 01.3: ('Lit 02.51 (4;51 % 55 20 20 6 - 4,400 890 8.815 1.785 p &T . (14.0 508) PSI :1a8} (4.C) t�T (7 9 too 20 20 8 5,240 1,050 12,456 2,490 35.fl} f,506) (Fyrll3l qq 1`21; ;�4.� ',5.54 01..) rra 1&D,Je ed ettawabtc rt t* a eatery rwtx sir 5.0 rcr In3MIZ lcn ur:rr:,a':5C < arc;=C. .1 rl`'ThUr Ornleatacpl c-slants ',L'�iod Isms atryre:ipFv:ea so ir5starancrrt cis c s rarer of u e<hAU vrJl sl Is t'Ia in,h d.�a> eilae JFsbnoe Isre 11>NiMMFi Inslambon from In IIIIS uea 3_Vytue*to(0+r.hw✓d%wr4i ie rrasmy u-IL3(Garin wri.s rrin rrr.m sprrificcl a rri:rrx sov n r Rao. slienglh d.vimanry,r„as sits dwya is i.fC as: ! ekaresit .0 d,Embi:Owril dgJ1h Is,mtiuurcyd bull 11`10,w-ld-mce:rr:ne coneram masonq u-It. _ loaf aaaclC/ (� S,Ton9i,:n end st?fyryr lords rr�y oe:nrctinx using rre paraeca=mlera�etlbn s�.etMn at=Sq. nrTlPr In vl4vwrY1R MPn»rJi wl nP"rtrmrp.b>rra dislnnte arw arm-Im:on rum 103, e U 7.AIwv3tl3 cabs may lie Raraasod 33 YA for"rl-rm n lo:xing C to V...;+swirl fumes cl 3`l5rlc t Irtrimum tweet ow"4ermn¢ed by cello. '—-rd lisraer,;. Crilinel osd �— dlsurce (se9 loan-.011! qe nratanaQou wRhlll of Uoai errs In8:3ijIulluU,01 ItIls'arW'ar lull allav Alo luir capa:llJ Flgurg 1 (carbon-Steel Strong-Bolls'7. Tendon and Shear Loads In Eel�� 8"Lightweight,Medium-weigh•:and Normal-Wlelght Grout-Filled GMLJ ro Mchar Installed In Cell Opening or%Veb IToo at Wall)(San Figure 2) 4?. +4 3 VE 3wJ 11/4 12 6 2,00 419 i,185 225 3,380 670 ;2 (A)7,li) 1,451 130E} 131151 lNAI r;z,Z 11.LTt (1i,3 MO: 55 149 12 8 3.200 640 137v 275 3,845 77O 0 115: (1111 ;7�I.riF :4v} ;?05j 105 ,'41r i,7Tw?r .ls cif dlmvaoia G,eds are riaKu tx'a aafujly fac`.br ne 6.0,V rrz.(NW on w)de.ill 'zv wd Z 7bltbw ro,8-kch•rvca gn-):,%m:rrwil:y tr-rll((;Lttt!', 1Ft e Ir,flm..rri erxe�inei aarnnresgir, Vrmf FlIat+msmry,".."V:.a9lwtisI.9t ."Ad.. IV1 Er,)go i,7FA bon aid sryw lords rray sa ccrrbftc using vi Ler=dtX-41w ntemfion ea-titan fn=b. .L Hale-ic allawable bad adlu5r!Mi7t Mctcrs'or itge distance end�ractn7 em Fabe 013, 6.Akma'ol*i laada may�e ncneau J 33 A%for s-Trt,tern lucid r^9 tar-I titre,!tOy u:x 50 rlu fro cis where pa mitttd b}'.ode O ► 0� ° 0 Ov .�., '0 - �a Ss ae�s'.2 fcraanafianu th,caz:.ib curs. figure 2 ns<pl 162 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK GKAPF—iIC SCAL1= E � Cus 5.� -.ey Feet Ov O 4 O v a�, CONNECT (3)0OWNSPOUTS TO NORTH zo sO tn Ln BUILDING INFILTRATION GALLERY V) Ln (ROOF AREA CONTRIBUTING TO 3 z'a DOWNSPOUTS MAY NOT EXCEED 5,600 SF) Z Uti ROOF AREA DIRECTED TO NORTH NORTH BUILDING Q BUILDING INFILTRATION GALLERY INFILTRATION GALLERY 2 w AREA = 4,780 SF - 2 ^ ®--SD SD SD SD SD SD SD SD SD SD SD 0 SD SD SD SD so SD SD SO SD SD SD . SD W •` � -_ — � '— �•— It I D . v Az r;' f � � 1 D ILI L Ln i L__:� J Received U m JUN 6 2017 \` � J z PLAN VIEW Up SCALE.1"=40' v Q ^' A CASCADE NW SELF - STORAGE DOWNSPOUT EXHIBIT DATE: JUNE 23, 2017 JOB NO. 2016014 1 ARLINGTON, WASHINGTON FILE Pse Project�2016014`DWGsl_SHIM2016014 ecl SP.dwg SHEET 0 1 1 OF 0 1 Prea r a t o r Work b others 11. For non-masonry hoistway construction with f loor heights exceeding 4,5m (15f t), p y structural support at 2,4m (8ft) to 4,5m (15ft) above finished floor level for entrance strut angle attachment. Installation work shall be performed during regular working hours of regular working days 12, For masonry hoistway walls at entrances, provide rough opening of 203mm (8') on each after hoistway(s) and machine/controt room(s) have been properly prepared as described in side and 203mm 0) on top of clear opening for installation of doorframes and sills, the following items, All items must be performed or furnished at no cost to Schindler For drywall hoistway walls at entrances, walls are to be built after doorframes and Elevator Corporation ('Schindler') by the Owner or General Contractor or their agents in sills are set in place, accordance with all governing codes, The price and installation schedule of Schindler is 13, Grouting around entrance frames and finished floor and grout to sill tine after based on these job-site conditions existing at the beginning and during the installation of installation of entrance, the elevator equipment, 14, Construction barricades (per OSHA requirements) either outside of elevator hoistway s All work must be performed per the latest applicable revision of the national (ASME A171 or or between elevators Inside of hoistway(s) as required, Barricades to be freestanding CSA B44) and/or local codes, and removable, located at each hoistway opening at each floor. Barricades shall be erected, maintained, and removed by others, I. Clear, plumb, hoistway with variations not to exceed +/- 25mm (+/- 1') within the first ff Dry pit reinforced to sustain vertical forces from rails and impact toads on buffers 30.5m (100ft). Tolerance may increase +/- 0.8mm (1/32') for each additional 3.05m (loft) up (rule 2,22), Car buffer impact loads as calculated (rule 8,23), If occupied space below to a maximum of +/- 50mm 0), Pit floor to be dry, level, free of bumps and debris, pit, supporting structure shall be designed for the stated load with a factor of Hoistway enclosure to be fire rated per national code requirements and applicable safety not less than 5 based on ultimate strength, Refer to Schindler final layout building codes (rule 211), Hoistway, pit, and overhead dimensions to be as specified on drawings, Schindler final layout drawing. 16, Adequate seating and waterproofing of pit. Effective prevention of pit exposure to 2. Acceptable material unloading area within 30,5m (100ft) of hoistway with 'rollable' access storm water or ground water. (planked or, paved) or uninterrupted use of a crane or forklift and operator at no 17. Where there is a difference in level between the floors of adjacent pits, a metal cost to Schindler. Dry and enclosed storage area of adequate size for elevator guard shall be installed not less than 2000 mm (79') above the level of the higher pit materials near hoistway, Any warranties provided by Schindler for elevator equipment are floor (rule 2,23,1), Where the difference In level Is 600 mm (24') or less, a standard null and void if equipment is stored in a manner that does not comply with the railing conforming to rule 2,102 shall be permitted (rule 2.2,32). requirements as defined above. 18, Drains & sumps in elevator pits, where provided, shall comply with the applicable plumbing 3. Power for construction adjacent to hoistways and machine/control rooms (1101220 volt, code, and they shall be provided with a positive means to prevent water, gases and single phase, for welders and hoists) and sufficient 3-phase power to run elevator(s) at odors from entering the hoistway. Sumps and sump pumps in pits, where provided, shall the same time, Refer to Schindler Power Supply Data sheet. To meet the date upon which be covered, The cover shall be secured and level with the pit floor (rules 2,224 and the elevators are to be turned over, the power for construction and permanent 3-phase power must be installed and available prior to the start of elevator installation, 2,2,2,6) and should be located to clear elevator equipment (cannot be connected directly 4. All work areas, Including hoistway, machine/control room and pit, clear of debris. Maintain to storm drain or sewer), minimum temperature of 13°C (55'F), Adequate work area in front of ground floor 19. GFCI convenience outlet and light fixture with guard In pit (National Electrical Code entrance required. Proper lighting of work areas. (NFPA 70 rule 620-85) or (CSA C22,1-02 section 38-085)), Minimum lighting to be 100 lux 5, 75' bevel guards on all projections, recesses or setbacks over 100mm (4'), except on (10fc) (rule 2,2.5), side used for loading/unloading, 20. Pit ladder for each elevator in compliance with rule 2,2,42, Nearest point of the ladder 6. Provide venting of the holstway per national code requirements and applicable building shall be within 975mm (39'), measured horizontally from the means to unlock the egress codes (rule 2,1,4), door from the pit, The ladder shall extend not less than 1200mm (48') above the sill of 7. Dried-in hoistway(s) and machine/control room(s), the access door. Rungs or cleats to be non-slip and shall be spaced 300mm (12') on 8. Clear, flat, vertical or horizontal surfaces for mounting rail brackets at each floor, ' wide (see rule 2,2,4,2 for exception when unavoidable obstructions overhead, and intermediate levels (if required) in the same vertical plane as the clear CITY' �'i GN e per Schindler final layout drawings and drawing DS823. All holstway line. This Includes divider beams between cars for multiple elevators in a comet n �ILp �p�Yfollo the requirements of rule 2,2.4.5. hoistway, Rail bracket supports shall not intrude into the clear hoistway line. Rail APPROVED �r�'(w -7 bracket supports and divider beams In the overhead to be located approximately 610mm � C- �� ✓N� (24') below the roof or machine room slab, Supply vertical flat plates on which to mow >i_ car rail brackets if gusset plates obscure beam webs, such as in wind bracing frames, Schindler Elevator Corp, [ applicable, Intermediate bracket supports between floors) and in the overhead area m H Barnhart a�f�"� Cjol 2s pp I pp y NO CHANM AUTHORIZED Hanover.PA V be required, Ref er to Schindler f inal layout drawings f or maximum bracket spacing and UNLESS APPROVED BY THE USA actual support locations. BUILDING INSPECTOR P�lDlu� Schindler w 9. For masonry block hoistway construction, Schindler will provide rail bracket inserts fo BUILDINGS CASCADE NW SELF STORAGE W LJ installation by others, located in accordance with the Schindler final layout drawings, LOCATIONS 4125 172ND ST NE ARLINGTON, WA. 98223 CJ A Where inserts are not used, hollow masonry blocks are not acceptable for bracket OWNERS JASON MCDANIEL J z fastening, Provide 125mm (5 ) concrete belt around hoistway or other acceptable support ARCHITECTi PETER SCHROEDER ARCHITECTS at each floor, in overhead, and intermediate levels (if required), SUB REVISION DATE & APP'L ENGINEER Tlr7oth Bevenour raN h watt as required, to accommodate hall button boxes, signal APPROVED FOR MANSTRUCTi❑N GENERAL CONTRACTOR JASON MCDANIEL 10, Blockout/cutout throw =Z g q l g APPROVED FOR MANUFACTURE DRAWN BY DATE 4/3/2017 fixtures, and hatch duct, Provide for any repairs such as grouting, patching, painting, LAYOUT APPROVED BY, DATE, CONTRACT CAR SUB. SHEET or fire proofing. Coordinate btockout/cutout with Schindler Field Supervisor. HGL 0 5,2 7 00 1 1 OF/ 1 M --- WE INVITE YOU TO VISir OUR WEB SITE: http://www.us.schindler.com 21, Access to the machine/controt rood and machinery space (rule 2.73), Door shall be 33. Temporary Service) Schindler shall be reimbursed for any labor and material that is not self-closing, self-locking and operable from inside without a key, Minimum door size 750 mm part of the permanent elevator installation and that is required to provide temporary x 2030 mm (30' x 80') (rule 2.7,3.4), Consult Schindler final layout drawings for required elevator service. Schindler's temporary acceptance form shall be executed and the door sizes, elevator inspected before being placed into temporary service, The costs associated 22. Where machine/control room(s) are remote from the hoistway, electrical duct runs with the power, operation, maintenance, and rehabilitation of the equipment and any and/or oil lines (where applicable) will be in the overhead/ceiling area. No provisions are construction permits or fees required by governing authorities shall be paid for by made for underground installation, others, 23, Properly designed machine/control room with adequate Sound Transmission Class rating, 34. Location of hole(s) and removal of hale spoils after completion of drilling, if required. Consult Schindler 330A Hydraulic Elevator Installation Checklist for guidelines (CMN-1004). Provide 610mm (24') square blockout in pit for jacks that penetrate floor, 24. GFCI convenience outlet and telephone outlet located in machine/control room for each 35. If applicable, for vertical bi-parting freight entrances, provide channel frames and sills elevator (National Electrical Code (NFPA 70 rule 620-85) or (CSA C22,1-02 section 38-085)), at all openings along with separate disconnect switch and feeder to door control panel. Dedicated analog telephone line capable of outgoing and incoming calls for emergency Channel frames to be plumb within 3,2mm (1/8') for every 2.4m (8ft). phone system (rules 2.2711 & 2,2712) and Schindler Remote Monitoring (SRM), 36, Where there is a blind hoistway, an emergency door shall be installed at every third 25, Provide a lockable, fused disconnect switch or circuit breaker suitable for 3-phase floor, but not more than llm (36ft) from sill to sill, The clear opening must be at least power for the elevator control and a separate lockable, fused disconnect switch for 700mm (28') wide and 2030mm (80') high (rule 2,1112), car lighting circuit for each elevator, Locate and mark with appropriate signage. 37, In addition to the above, the following work must be completed before elevators) are (National Electrical Code (NFPA 70 rules 620-22, and 620-51 to 620-53) or (CSA C22.1-02 placed into automatic operation. (Prior to code required municipal authority inspection, sections 38-022, and 38-051 to 38-053)), FOR REMOTE CONFIGURATION ONLY, Electrical Refer to Schindler Acceptance Inspection Standard form), contractor to supply an additional lockable auxiliary (non-fused) disconnect in the a. Finished cab flooring and if applicable, fitting of interior cab walls and/or ceiling. hoistway at the location of the drive (motor controller), along with wiring from the main b, Machine/control room to comply with code and to suit Schindler standard equipment. disconnect to the auxiliary disconnect. The auxiliary disconnect will have the same Proper machine/control room dimensions and safety clearances to be provided as signage and same current rating as the main disconnect. An auxiliary contact, rated for indicated on Schindler final layout drawings with recesses and ducts to be covered as 24VDC at 1A, shall be provided in each of the main and auxiliary disconnects for disabling required. Proper stairways or steps and guardrails to be provided, Proper lockable fire the battery-powered circuits (NFPA 70 rule 620-91(C) or CSA C22.1-02 section 38-091). The rated door, self-closing and self-locking with label to be provided (rules 23.3 & 2,11,14), contact shall open when the disconnect switch is open, be wired In series between C. If applicable, smoke and/or heat detectors with signals to elevator controller(s), disconnects and terminate in the elevator controller. Additional requirements; If a d. If applicable, emergency power generator and automatic transfer switch with capacity sprinkler system is located in the hoistway or control room, the building shall provide a to run at least one elevator at a time, shunt trip activation of the main disconnect triggered by contacts of the fire recall e. Seal atl penetrations -through 2-hour (or greater) rated walls with code approved initiating devices (as defined by NFPA). These devices, located in the hoistway or control material, Drywall liner behind all wall mounted hall fixtures, room, shall provide independent disconnection of electrical power to both main and F, All receptacles installed in machine/control rooms, machinery spaces and pits must have auxiliary circuits prior -to sprinkler activation 017,1-2000 rule 2,8,2,3, A17,1-2007 rule ground fault circuit Interrupter protection (GFCI) (NEC 620 or CSA 38), 2.8.3,3.2 and/or local code), See Schindler Power Supply Data Sheet, g, If applicable, conduit and wire runs from elevator(s) to remote status panel. 26, Provide suitable feeder and branch wiring circuits from the building service to the h. If applicable, conduit and wiring for fire alarm system to each elevator control in controller, including main line switch, for signal systems, power operated doors, car machine/control room, lighting and convenience outlets. See Schindler Power Supply Data Sheet, I. If applicable, conduit and wire runs for emergency/rescue communications in central 27. Provide emergency power transfer switch and power change pending signals as required alarm & control facility, fire control room, security desk, etc, to master control in machine /control room, j. Adequate lighting of building corridors so that illumination at the landing silt is minimum 28. Lighting, ventilation, and heating of machine/control room, control space and machinery 100 lux (lOfc) (rule 2,11,10,2), space (rule 2,7,9), Minimum lighting to be 200 lux (20fc). Machine/control room or control k. If applicable, conduit and wire runs for remote alarm bell from machine/control room to space temperature to be maintained between 13°C (55°F) and 32°C (90°F), Acceptable remote location, humidity levels in the above described areas shall be maintained at 95% or less, I If applicable, conduit and wiring for ascending car protection (rope gripper) to each non-condensing, See Schindler Power Supply Data Sheet for heat emissions. elevator machinery space (overhead), 29, Hoisting beam(s), trap doors and other means of access to machinery space of adequate g You agree to indemnify and save Schindler Schindler Elevator Corp. size for maintenance and equipment removal (rules 2,7,3,4 and 2,9,3,3). Hoisting beam(s) in 14 Barnhart Drive each shaft located and load rated per Schindler final layout drawings. Lifting points or harmless against any and all liability and costs Hanover,PA 17331 rL-.jj arising out of your failure to carry out any of th USA beam(s) shall be visibly marked with the safe working load, foregoing requirements. Schindler 30. Class 'ABC' fire extinguishers in electrical machinery and control space, Extinguishers =& APP'L ING, CASCADE NW SELF STORAGE w(— shall be located convenient to access door (rule 8,6,1,6,5), IONi 4125 172ND ST NE ARLINGTON, WA. 98223 A 31, In elevators provided with firefighter's emergency operation, a drain or sump shall be Ri JASON MCDANIEL JpI provided, The sump pump/drain shall have the capacity to remove a minimum of 11,4 m3/hr TECT, PETER SCHROEDER ARCHITECTS (3000 gal/hr) per elevator. (rule 2.2,2.5) SUB REVISION EER Tlr�oth Beveno32. Furnish adequate on-site refuse containers for the proper disposal of elevator APPR❑VED F❑R C❑NSTRUCTI❑NRAL CONTRACTORJASON MCDANIEL =¢ material, If adequate containers are not furnished, disposal of packaging APPROVED FOR MANUFACTURES DRAWN BY DATE 4/3/2017 0� packaging q p p g g I_AY❑UT APPROVED BY: DATES CONTRACT CAR SU)3 SHEET M material shall become the responsibility of the owner, H G L O 52 '7 0 � �� 2 OF 11 c' WE INVITE YOU TO VISrr OUR W® SrrE: http://www.us.schindler.com SPECIFICATI❑NS AND DATA CAR 01 FIELD NOTES (ASME/ANSI CODE YEAR, 2010) AND SEISMIC ZONE 3 REQUIREMENTS CLASSIFICATI❑N HOSPITAL/SERVICE 1. PER ASME A17.1— 8.4.11.3, PIPE SUPPORTS SHALL NOT EXCEED 8.5' FOR CAPACITY 4500 Ibs 2" PIPE, 9' FOR 2.5" PIPE OR 10' FOR 3" PIPE BECAUSE OF SEISMIC ZONE a SPEED, UP/DN (NOMINAL.) 100 FPM REFER TO SHEET 5 FOR JOB SPECIFIC BRACKET LOCATIONS A SPEED, UP/DN (ACTUAL) + OR - 10% OPERATION SELECTIVE C❑ELECTIVE AUT❑MATIC a CONTROL 330A w LANDINGS/OPENINGS 3 LANDINGS < 1 F/ 2 R OPENINGS) w RISE 21'-7' Lu POWER SUPPLY (+SS)208-3-60 POWER FAIL ❑PERATION NONE CAR ENCLOSURE (TYPE) FRAME - 125 a CAR GUIDE SH❑ES/R❑LLERS (TYPE) 5' SLIDING L) CAR T❑E GUARD (LGTH) 24.00' PLATFORM (TYPE) PLYWOOD - STEEL FRAME FLOOR RECESS 0.38' NET INSIDE CAB AREA 45.04 SQ. FT. > --BUFFERS (TYPE/STROKE) SPRING /2,5' (SPRING X91154H93) 3 w CAR RAILS RF-9 ya MAXIMUM BRACKET SPACING aC3 xa LJ w PUMP (MFR/SIZE/TYPE) IMO PUMP/B4PIC-217 ? MOTOR 30 H.P. J WORKING PRESSURE AT PUMP (P5) 419 PSI RELIEF PRESSURE (P7) 502 PSI MAX. SYSTEM WORKING PRESSURE RATING 6QO PSI RELIEF VALVE/BY-PASS <SIZE) UC-4M-STD GUIDE oa w FEED LINE (SIZE/SCH. NO) 2.38 O.D. SCHED 40 (0.15") z a HYDRAULIC ❑IL (TYPE) CITGO (QTY) 135 US GAL JACK ASS'Y =ITYPE/PKG) 330A 2-STAGE JACK (90-2N) KING PRESSURE 81 PSINGER O.D. (EQ47'NGER LENGTH70.50'STAGE 1 STAGENGER SECTION ❑ 560' 4.150' N/A NGER SECTION W65'INDER ❑,D. .741' CYLINDER WALL THICK. 0.165' CYLINDER LENGTH 162.02' CYLINDER PROTECTION (TYPE) N CAR 2886# ~ GROSS WEIGHT 7889 lbs PUMP UNIT 1562 lbs 3 CONTROLLER 100# JACK ASS'Y EACH 338.0 Lbs PIT REACTION RAIL REWtbf NCH. BAR '�HISTBEAMCAR N❑. JACK (2■Rll 2 F HK HB01 17640 Lbf 19045 Lbf 288.83 Ibf 81 lbs 500 ii NON-SEISMIC1956.61 Lbf SEISMIC SEISMIC MM PR REhCTDG BUX kLMkU FIR]PACT Schindler Elevator Corp. 14 Barnhart Drive HOISTWAY SYNCH. Hanover,PA 17331 0 LOAD PER SIDE = 0 USA ¢ W F v - F SYNCH. BAR LOAD DIAGRAM RAIL LOAD DIAGRAM Scndler J PLATFORM MOMENT ❑F INERTIA CAR 01 BUILDING, CASCADE NW SELF STORAGE w� FRAME - FRONT i X = X1 4 X = 4X1 uM LOCATION, 4125 172ND ST NE ARLINGTON, WA, 98223 A p FRAME - BACK IX = X 1 um4; XX = 4 Mu OWNER JASON MCDANIEL =ca FRAME - SIDES IXX = 40108uu4; SXX = 9.6 X10 ARCHITECT, PETER SCHROEDER ARCHITECTS ¢¢ STRINGER 6-IXX _ 0.49OX 1 06W4; SXX = 1 l REVISION DATE & APP'L ENGINEERi TimothyBevenour a N a STRINGER APPROVED FOR CONSTRUCTION ¢ GENERAL CONTRACTOR, MC➢ANIEL =Z STRINGER APPROVED FOR MANUFACTURE: DRAWN BY DATE' 4/3/2017 ¢CL SLING MOMENT OF INERTIA CAR 01 LAY❑UT APPROVED BY, DATEi CONTRACT CAR SUB. SHEET M z w STILE I = , X, ; _ ,• w HGL 5,2 '7 01 00 3 of 11 J ■m T❑P BEAM = 1 XX = 4 1 ►iu 0 It xx BOLSTER IX = 1 =_77350103mm3 WE INVITE YOU TO VISIT OUR WEB SITE: h"P://www.us.schindier.com 1 EguIOment Room Design Cons ideratIgns, A properly designed equipment room well provide additional noise suppression for the power unit with rudimentary changes to the room using standard construction materials and techniques, When possible, locate the power unit away from noise-sensitive areas, Elevator machine rooms shall have a clear headroom of not less than 84' (Rule 2, 7, 4. 1), MACH. RM. WIDTH Oil Piping - minimum sched 40 V-4 1/8' MIN. AIR CIRCULATION Vent i t at I On Requ i rement5, / The following guidelines are to be followed to maintain UTLEf PIPE O 1C%L acceptable elevator equipment room temperatures: " _ 1, Machine roam temperature must be maintained between 55 8"x16" CUTOUT degrees and 90 degrees F. Less than 957 relative FOR HATCH DUCT humidity, non-condensing. AND OIL LINES 2, A vented door should be avoided, Air removal should be SEE NOTES done by ducting the air from the room to the outside If 10 & 22 ON SHEET 1. possible. A forced remova l of the air to another part ofthe building where allowed by code or building exterior SHUTOFF VALVE POWER UNIT Is needed to keep an alrexchange through the equipment PIPE OUTLET HEIGHT 48.5" — _ a roam. Intake and exhaust vents should not be located next 15621LBBS. n o to each other, This arrangement is highly advantageous —18 18 Co 5 since It also keeps the room cooler (e. g. , 70 degrees F), AT MIN. MICR¢WpRpCf SpR C tL MIN' ' which benefits the operation of the power unit and reduces OUTLET 44 X 3 8 REQ. the likelihood of overheating, 3, Minimum Machine Room Ventilation Requirements for a Hydraulic Elevators ay z Rated HP CFM* o 15 190 N 20 240 z N o 25 290 W 30 350 z 40 450 o It o U 50 550 wa 60 720 75 900 CIRCUIT BREAKERS BY w Minimum air at 70 degrees F to be moved In and out of OTHERS. STACK ABOVE the machine room, ONE ANOTHER. SEE NOTES - - • - - - . RELIEF VALVE 25 & 26 ON SHEET 1, DISCONNECT MUST BE HOISIWAY SIDE MACHINE ROOM SIDE CHECK VALVE ADJACENT TO STRIKE SIDE 3'-8`" MIN. CLEAR. SHUT OFF (INTERNAL) OF DOOR AS REQUIRED BY PER N,E.C. 110-26 VALVE o MANUAL LOWERING LOCAL CODE. WIRING BY MUFFLER Q VALVE ELECT. FROM DISCONNECT TO CONTROLLER (IN EMT OR JACK OIL LEVEL RIGID CONDUIT . WIRING TO TANK INCLUDE ANALOGPHONE LINE RETURN PIPE AND GFCI 120 VAC ROLLS . ADJACENT TO CONTROLLER MOTOR PUMP —RISER PIPE LIGHT SW. BY OTHERS 36" W x 84` H 914 mm X 2134 mm) OVERSPEEO VALVE SEC MIN.) ACCESS OOR BY OTHERS. SEE NOTE 21 ON SHEET 1. EQUIPMENT HEAT GENERATION Schindler Elevator Corp. 5418 BTU/HR AFTER 1 HOUR 14 Barnhart Drive CY- Proper lockable fire Hanover,PA 17331 E3 rated door, self—closing OF CONTINUOUS OPERATION 0 USA F— ond self-locking with POWER UNIT MANUFACTURER j v4 label to be provided J .1 SANMINA CORPORATION er L.. Rated HP BTU/Hr. CFM« MACHINE ROOM (rules 2.7.3 d 21.14) .� BUILDING, CASCADE NW SELF STORAGE w 15 3740 190 LJ 20 4740 240 FOR CAR 01 LOCATION, 4125 172ND ST NE ARLINGTON, WA. 98223 U A 5740 290 OWNER, JASON MCDANIEL 25 SEE NOTES 10,16,21,22,24,25,26,28,30 ON SH. 1. � 30 A 40 6740740 0 ARCHITECT, PETER SCHROEDER ARCHITECTS 450 < 50 10740 550 MIN. AREA REQ'D. PER CAR 6'-2' X 6'-11' SUB REVISION DATE i1 APP'L ENGINEER, Timothy Bevenour a N APPROVED FOR CONSTRUCTION, GENERAL CONTRACTOR,JASON MCDANIEL =Z LOCATION TO HATCH ADJACENT TO H❑ISTWAY APPROVED FOR MANUFACTURE, DRAWN BY, DATE, 4/3/2017 AT LANDING 1 LAYOUT APPROVED BY, DATE, CONTRACT CAR SUB. SHEET M HGL05271 01 00 4 of 11 WE INVITE YOU TO VISIT OUR WEB SrTE: http://www.us.sch[ndier.com g a_x 1/2'ROUGH DPW,-,+a+, r-4 1/2. PIT C LADDER DETAIL � f t'-e 1/2' 4'-0"Ctx.OPNG. S-0 1/2" 4 1/2" [1141 5 1/2' [1401 AT RAS 2A h 311 (min) I (max) Ot OPNG. S'-0 1/2" V-4' [4063 to s/1e' to s/+a' RAIL R1L LtMCle REAR f` ra R,/2 R,/2 FRP CAR 01 F & P 1 _.. �Rz a c a Lka"gym I I W •I ~ 12 ~ + FRONT PIT LADDER DUCT ' PIT SWITCH UGHr SWITCH S._y I E GB 1108I e'-4 3/4' Ui JACK =TKO w JACK NOTE 1 1 I I-�--° 1 1/4" - PIT LADDER O t5 LOCATED'ABOVE A MINIMUM OF 48'ABOVE OPNG rt (i G+A BOTTOM LANOM - PR SWITCH IS LOCATED A MININUTA 4 1 'B' I 41-0"CLR.OPNG. 11'-10 1/e' �JE'BOTTOM LANDING OF 48' 11 AT RR 1 - LIGHT SNITCH IS LOCATED NEXT TO THE PIT 5 ffQ1 W-2 1/4"B.G. V-2 3/8' 4'-3 1/r GAR 4'-3 1/2' e'-2 1/2.Roux+aPNc.wN. 2'-4 1/2' Schindler Elevator Corp. 1'-3 1/2' e'-0'BACK TO BACK OF STMI L1'-3 1/2 0 14 Barnhart Drive cy- Hanover,PA 17331 0 USA ¢ e'-2'aEut NaslwAr �J Schindler J¢ BUILDING, CASCADE NW SELF STORAGE w HATCH PLAN LOCATION, 4125 172ND ST NE ARLINGTON, WA. 98223 A AM GPI O NVENOICE RECEPTACLE OWNER, JASON MCDANIEL �1 NEAR LIM SWrMH IN Prr ARCHITECT, PETER SCHROEDER ARCHITECTS �¢ rAPPRoVED REVISION DATE & APP'L ENGINEER, TimothyBevenour A z FOR CONSTRUCTION, GENERAL CONTRACTOR,JASON MCDANIEL = CAR 01 ACCOMMODATES A MAXIMUM DAM 4/3/2017 � STRETCHER SIZE OF" 84" x 24" APPROVED FOR MANUFACTURE+ DRAWN BY, ¢ [2134 x 610] LAYOUT APPROVED BY1 DATE, CONTRACT CAR SUB, SHEET � HGLO527 01 00 5 oF11 c" _ WE INVITE YOU TO VISIT OUR WEB SITE: http://www.us.schindier.ccm 5'-3 7/8" RAIL LEN. 16'-0' RAIL L.EN. 16'-0' RAIL LEN. —4 K —4 RAIL 8RK 0—9 1 2 RAIL BRK 11 —1 1 8 RAIL BRK —H 3 8 RAIL BRK SUPPORT LOC. SUPPORT LOC. SUPPORT LOC, SUPPORT LOC. St1PPORT LOG. MINIMUM REFUGE AREA 24"D x 33"W x 43"H CL 1—13'-6" ENTRANCE HEADER MIN, 9'-0 1/8" TO SYNCH. BAR uIN. 5//16'Ml NDER PLATFORM THICKNESS-1'-3 1/2" STRUT SUPPORT SEE HEAD to PLUNc477 NOTE 9, SHEET 7 a.F,vtANCE FF � SYNCH. BAR SEE DETAIL A BELOW HOIST BEAR(SEE L R 1 ? DETAIL A BELOV) N c SEE CAR TOP ENTRANCE HEADER STRUT SUPPORT j cr U7. EET CLEARANCE SEE NOTE 9, SH 7 20 z' BELOW N IL BRK. L SEE NOTE 8, r(D B.S.=2 1 2" SH. I (TYP)7'-0" CLR. OPNG. BOTTOM RUNBY-3" (ATALLOP mcsFRONT 7—8 ROUGH ONGT.R.+T.L.-5" P . MIN2'-5 1/2 15'MAX. T ALL OPE)NGS) 4'-3" TO CAR TOP 8'-0" _ 10'-9 1/2" 10'-9 1/2" l3'-1 3/8" RFAIGE SPACE W HT, RL7l�E SPAL£ 21'-7" 4.-0' OA3ZJ, D(UNDER HOIST WN w`l PIT SECTION THRU HOISTWAY CAR 01 NOTEi FINAL RAIL v p n nap n v P P v v v P v an v av n STACK �O a aV, AND RAIL BRACKET LOCATIONS BE n n v°n p na V v°n av °v av v v ay.vn v NOTE TO ARCHITECT: DETERMINED IN THE FIELD MAXIMUM ADD INTERMEDIATE v P°a°P v °aa V v a° v v av v v av v'v °° BRACKJPPORT(5 IL BRACKET SPACING SHALL NOT EXCEED a a a OVERHEAD SHEET 2 REQUIREMENTS. _ 2' MIN. 1 SUPPORT ABOVE LNIDRIG 3 HOIST BE (BY OTHERS) G.C. TD COORDINATE AND HOIST BEAM ENSURE THAT THE HEAR Is BOXED DIMENSIONS ARE BUILDING B' MAX. /� PROPERLY SELIIRED TO CONSTRUCTION RELATED / PREVENT LATERAL MOVEMENT, -.— HOIST BEAM TO BE REMOVED —O BY G.C.AFTER ELEVATOR INSTALLATION IF 43 INCH MIN.CLEARANCE IS NOT AVAILABLE BETWEEN THE HB LOAD HB =7500 Ibs CAR TOP AND LOVER FLANGE OF BEAM Schindler Elevator Corp. 14 Barnhart Drive RAIL BRACKET Hanover,PA 17331 0 IN HOISTWAY 0 USA o (TYPICAL) Schindler w BUILDINGS CASCADE NW SELF STORAGE LLJI¢— LOCATION: 4125 172ND ST NE ARLINGTON, WA. 98223 A OWNER, JASON MCDANIEL A RA IIN SYNCH BAR (SEE ARCHITECTi PETER SCHROEDER ARCHITECTS 2 FOR LOAD) SUB REVISION DATE & APP'L ENGINEER, Tlrloth Bevenour A N DETAIL A - SYNCH BAR ASSEMBLY —IV APPROVED FOR CONSTRUCTION, GENERAL CONTRACTOR,JASON MCDANIEL =Z APPROVED FOR MANUFACTURE. DRAWN BYj DATEi 4/3/2017 NOT TO SCALE CAR TOP CLEARANCE LAYOUT APPROVED BY DATE CONTRACT CAR SUB. SHOL EET ) NOT TO SCALE HGL O 52 7 1 =00611F/ 1 c) WE INVITE YOU TO VISIT OUR WEB SITE: http://www.us.schindier.com TABLE OF ENTRANCE DETAILS CAR 01 G. C. NOTES, OPENING WALL THICKNESS WALL C13NSTRUCTIONI WALL FIRE RATING JAMB FINISH (14 GA, STL) DOOR FINISH (18 GA, STL) SILL FINISH 1. HOISTWAY ENTRANCES ARE 1.5 HOUR FIRE RATING LABELS - U.L. 1 6,0 CONCRETE 2HR M4 BRUSHED STEEL M4 BRUSHED STEEL PLUM 2. HOISTWAY WALLS TO HAVE A FIRE ENDURANCE RATING NOT LESS THAN THAT REQUIRED BY RULE 100. 1 OF ANSI A17. 1 ELEVATOR SAFETY CODE.LUDING THE PENETRATION OF WIRE WALL BY 3. FURNISHING, INSTALLING, AND MAINTAINING THE REQUIRED FIRE RATING OF ELEVATOR HOISTWAY WALLS, INC 2R 6.0 CONCRETE 2HR $4 BRUSHED STEEL M4 BRUSHED STEEL ALUM ELEVATOR FIXTURE BOXES, IS NOT THE RESPONSIBILITY OF THE ELEVATOR CONTRACTOR. 3R 6,0 CONCRETE 2HR $4 BRUSHED STEEL k4 BRUSHED STEEL ALUM 4. THE INTERFACE OF THE HOISTWAY WALL WITH THE HOISTWAY ENTRANCE ASSEMBLY SHALL BE IN STRICT COMPLIANCE WITH THE CONTRACTOR'M REQUIREMENTS IN ORDER TO RETAIN FIRE RATING & LABEL VALIDITY OF ELEVATOR HOISTWAY DOORS AND FRAMES. SEE SCHINDLER. DS153B, D, M AND N. 5. FILLING AND GROUTING AS REQUIRED (BY OTHERS). ENTRANCES MANUFACTURED BY SEC 6. PIT AND ALL FLOORS MUST BE IN LINE AND PLUMB. TWO SPEED SIDE OPENING DOORS 7. WHEN FLUTED STEEL DECKING IS USED UNDER CONCRETE FLOORING, THE CONCRETE MUST BE NO LESS THAN 2' THICK UNDER ANCHOR BOLTS AND 2-1/2' THICK FOR SILL ANGLE ANCHORS. B. WHEN WALL MOUNTED FIXTURES, SUPPORT FOR FIXTURE BOXES AS REQUIRED (BY OTHERS). 9, IN ACCORDANCE WITH UL REQUIREMENTS, A 15 FEET MAXIMUM VERTICAL DISTANCE IS PERMITTED FROM THE BUILDING FINISHE➢ FLOOR TO THE BUILDING SUPPORT ABOVE ON TO WHICH THE ELEVATOR ENTRANCE BRACKET ASSEMBLY IS ATTACHED, IF THE VERTICAL DISTANCE FROM BUILDING FLOOR TO THE BUILDING SUPPORT ABOVE IS GREATER THAN 15 FEET, AN INTERMEDIATE SUPPORT MUST BE PROVIDED BY THE BUILDING CONTRACTOR AT A VERTICAL DISTANCE OF 15 FEET OR LESS ABOVE THE BUILDING FLOOR FOR ATTACHMENT DF THE ELEVATOR ENTRANCE BRACKET ASSEMBLY. THE INTERMEDIATE SUPPORT IS REQUIRED WHEREVERI FLOOR TO FLOOR HEIGHTS ARE GREATER THAN 15 FEETj OR THE DISTANCE FROM THE TOP BUILDING FLOOR TO ABOVE BUILDING SUPPORT IS GREATER THEN 15 FEET. THE SUPPORT FOR THE ELEVATOR ENTRANCE IS TO BE LOCATED IN THE VERTICAL WALL ASSOCIATED WITH THE ENTRANCE. G.C. MASONRY N❑TESI 1, HOISTWAY WALLS AT ENTRANCE TO BE BUILT AFTER DOOR SILLS & FRAMES ARE SET IN PLACE. IF THIS IS NOT POSSIBLE, LEAVE 6'-2 1/2' W, X 7'-8' H. ROUGH OPENING. G, C, DRYWALL NOTES, 1, HOISTWAY WALLS AT ENTRANCE TO BE BUILT AFTER DOOR SILLS & FRAMES ARE SET IN PLACE, NOTE: A MINIMUM 8' ROUGH OPENING 6'-2 1/4" IS REQUIRED ON STRIKE SIDE, BUT _ A ROUGH OPENING ON THE STRIKE 9 WALL IS ALSOSIDE TO THEINSIDE ACCEPTABHOILE AY 0 G. 3'-1 1/8' 6" FINISHED WALL 6 1/2' DOOR SPACE SEE QB•DET TEE gm FASCIA I 1 5/18' RETURN ACCESS SW. I FLRS: 1,3R JI i CORRIDOR P.B. BRAILLE PLATE R 1 2R 3R z BOTH JAMBS (ON W/FIRE SEE�NCE ~s VERTICAL CL) w z �l Al FUR: 1 0 Z = ❑ io IL J� a z o Cr io ; o `co F-- A 9. n w n M O J L .1 WL t} W O In V I A CORRIDOR FIXTURE LOCATION CAR 01 P.B. LOCATION PER ADA GUIDLINES TOE GUARD OR FASCIA 4' REVEAL TYP. 4'-0' CLR. OPNG. (FIXTURES MAY BE LOCATED OPPosrrE SHOWN l 6'-2 1/2" ROUGH OPNG. MIN. SECTION A-A VERIFY FINAL FIXTURE LOCATION IN FIELD) NOS ENTRANCE PLAN CAR 01 THE HORIZONTAL FORCE IMPOSED ON BUILDING , STRUCTURE IS 1125 LBF PER ENTRANCE REAR OPPOSITE HAND MIN. CONCRETE Schindler Elevator Corp. FOR JAMB ANCHOR' 14 Barnhart Drive -III PRn.1 1 2 REFERENCE WE A17.4-1991 GUIDE FOR EMERGENCY VMLTED EVACUATION OF PASSENGERS FROM ELEVATORS. Hanover,PA 17331 0 r ♦ ♦ ♦ ♦ ESCUTCHEON KEY VILL EC PROVIDED ON ALL ELEVATOR (FF LEADN n r� ♦ ' ♦ ♦ ♦ ♦ HOISTVAY DOORS PER LATEST ASME A17.1 REVISIONZ OF Dot0 USA ¢N TOE GUARD OR FASCIA ♦ • • 6. r ' U11ESS PRDUHITED BY LOCAL CODE AUTHd2ITY. Schindler W r BUILDING CASCADE NW SELF STORAGE w F- MIN. FINISHED FLOOR LOCATIONS 4125 172ND ST NE ARLINGTON, WA. 98223 A SLAB FOR ANCHORING SILL ASSEM, OWNERI JASON MCDANIEL =ra aA . ARCHITECTt PETER SCHROEDER ARCHITECTS ¢� ♦ MIN. CONCRETE r FOR SILL ANGLE SUB REVISION DATE & APP'L ENGINEER, Tkjothy Bevenour A rn 38 —I� 1 Bo ANCHOR APPROVED FOR C❑NSTRUCTI❑N, GENERAL CONTRACTOR,JASON MCDANIEL =Z APPROVED FOR MANUFACTURE DRAWN BY DATES 4/3/2017 ¢o a TWO SPEED SILL DETAIL LAY❑UT APPR❑VED BY DATE CONTRACT CAR SUB. SHEET (,.) NOT TO SCALE — HGL 0 52 7 01 00 7 of 11 "' WE INVITE YOU TO VISIT OUR WEB SITE: http://www.us.schindier.com FLUORESCENT LIGHTS '—' 1/4" CLEARANCE 1/4" CLEARANCE EXK4,ST FAN L.ED.P.L- b IC3 O.P.I. 1 1/4' DR. TK. � 1 1/4' DR. TK. EMER.LIGHT © 7 2 1/4• x a c Q O Z h D S W Ol n n.l Z m n O r14' Oa zFRONT ELEVATION REAR ELEVATIONr CAR 01 CAR 01 i Innl nnu Inlll nlnt 1 1/2" 4' OPNC. V-7 1/2" I I f AUX.CAR I 1 RR.(2 SRN.) PANEL i 1/2' 1 1/2" 1 CAR LANTERN 1 1/4" DR. TK. 1 1/4' DR. TK. ;D XEXFT 1/4" CLEARANCE - 1/4" CLEARANCE I rn 4 3/4' 4 3/4" REMOVABLE SECTION FOR I 2'-5' J a SIDE ELEVATION ACCESS TO TOP EXIT a 9 1/4' 9 1/4' 1 CAR 01 W o� o i ^W o 0 TRANSLUCENT PLASTIC z �_ ALUMINUM TEE AND 7 ANGLE FRAME m CAR STATION _ 1 s'-s' _ +1/2- 4' N(2 SLH-)CEILING REFLECTED VIEW '-71/2OPNG.CAR 01 1 1/2 WA5-9 INSIDE CAB WIDTH 1 1/2' WALL TK 6' BACK TO BACK OF STILES FLOOR PLAN Schindler Elevator Corp. CAB DOORS MANUFACTURED BY SEC CAR 01 14 Barnhart Drive Q: SPECIFICATIONS AND DATA NGTE, SECOND RGW OF HANDRAILS Hanover, PA 17331 0 0 CAB DESIGN 125 IPROTECTIVE PADS AND HOOKS 1 SET REQUIRED PRGVIDED BY GETTYSBURG AND USA ¢ti INSTALLED/LOCATED BY REGIGN, > CAPACITY 4500 TOP EXIT SECURITY LOCK & SWITCH SChindier w WALL FRAME COLD ROLLED STEEL E999 CERT. FRAME REQUIRED BUILDING CASCADE NW SELF STORAGE w HUNG PANELS WILSON ART M999 DOOR EDGE CEDES LIGHT CURTAIN_ LOCATION, 4125 172ND ST NE ARLINGTON, WA, 98223 c.)A CAB FRONT �4 STAINLESS STEEL CAR POSITION INDICATOR IN MAIN RETURN OWNER, JAS❑N MCDANIEL J ca CAB DOORS #4 STAINLESS STEEL CAR LANTERN REQUIRED ARCHITECT, PETER SCHROE➢ER ARCHITECTS TOP CEILING COLD ROLLED STEEL E050 TELEPHONE HANDS FREE ADA SUB REVISION DATE & APP'L ENGINEER, Timothy Bevenour A ti PLATFORM THRESHOLD ALUM CAB FLOOR RECESS 0.38 APPR❑VED F❑R C❑NSTRUCTI❑NI GENERAL CONTRACTOR,JASON MCDANIEL = LIGHTING FLUORESCENT APPROVED FOR MANUFACTURE, DRAWN BYI DATE, 4/3/2017 ¢a FAN 1 SPEED LAYOUT APPR❑VED BYI DATE, CONTRACT CAR SUB. SHEET M SUSPENDED CEILING SCO2 (ALUM. FRAME, FLAT PANELS) HGL O 52 7 01 00 8 of 11 "' HANDRAILS 1.5 DIA (#4 S.S.) WE INVITE YOU TO VISR OUR WEB SITE: http://www.usschfndler.com o - - o 0 zo r 1 J O H ,+ O O O Lo a C3 Z a� 0 0 0 AUX, CAR STATI❑N } RIGHT HAND - CAR 01 z COVER FINISHi#4 STAINLESS STEEL w wLOF.E.R. LIGHT, KEYED SWITCH, STOP SWITCH, 6" X 9" CERTIFICATE FRAME Id-A DOOR OPEN, DOOR CLOSE do FIRE CALL CANCEL SUGGESTED LOCATION BUTTON INSIDE LOCKED DOOR (3.50" X 7.00") ® ® ® ® 0 0 0 O 0 O . 0 L2 y A Q d H O O 6 0 W ,--, MAIN CAR STATI❑N Fa- =1 rz LEFT HAND - CAR Ol z- J'O-o N COVER FINISH]#4 STAINLESS STEEL w z 3 z a cwi Schindler Elevator Corp. J v1 w a 14 Barnhart Drive o_ 00 z c=i Hanover, PA 17331 0 cw)�rn � �3 USA 0 Ww r;= ur >rn �a Z 3 W zo SCf1117d EHr w� o Lu w N 4iF BUILDINGi CASCADE NW SELF STORAGE w w ui 0 0 Q �c U=o w 3�a LOCATIONS 4125 172ND ST NE ARLINGTON, WA. 98223 a po=mOw OWNER, JASON MCDANIEL A J (L w o v)z ARCHITECTi PETER SCHROEDER ARCHITECTS VANDAL RESISTANT CAB FIXTURES SUB REVISION DATE & APP'L ENGINEER, TimothyBevenour A APPROVED FOR CONSTRUCTION, GENERAL CONTRACTOR,JASON MCDANIEL =Z APPROVED FOR MANUFACTURE- DRAWN BYi DATE, 4/3/2017 LAYOUT APPROVED BY, DATE: CONTRACT CAR SUB. SHEET n HGLO527j 01 1 00 19 OF/ I WE INVRE YOU TO VISIT OUR WEB SfTE: http://www.us.schindler.com CORRIDOR PB CORRIDOR PB CORRIDOR PB CAR LANTERN W/FER KEY SW. o I o I o I I 0 0 0 l 10 l o l a l o l m 0 000 0 ° N I ® WI l� ® La) - 3 7/8" BOX-- --3 7/8" BOX—I --3 7/8" BOX— AT FLR.1 1 AT FLR.1 2R AT FLR.1 3R CORR. ACCESS SW, I O � D U I n v Lo I —2 1/a'1"— AT FLRS., 1,3R Schindler Elevator Corp. 14 Barnhart Drive GC Note: Hanover,PA 17331 a Fixture box depth min. 3 1/2 deep USA >N SC�1111d er w� VANDAL RESISTANT BUILDINGi CASCADE NW SELF STORAGE w<r- LOCATIONS 4125 172ND ST NE ARLINGT❑N, WA, 98223 a CORRIDOR FIXTURES OWNER JAS❑N MCDANIEL ARCHITECT, PETER SCHROEDER ARCHITECTS =Z SUB REVISION DATE 8 APP'L ENGINEER, T[mothy Bevenour A N APPROVED FOR C❑NSTRUCTI❑N, GENERAL CONTRACTOR,JASON MCDANIEL =Z APPROVED FOR MANUFACTURES DRAWN BY DATE- 4/3/2017 ¢ LAY❑'UT APPROVED BYE DATE CONTRACT CAR SUB, SHEET o c� HGL 0 52 71 01 00 10OF 11 WE INVITE YOU TO VISIT OUR WEB SITE: http://www.un.schindler.com THREAD 1/8"CABLE THROUGH GROMMETS AT THE TOP OF THE PANEL ANCHOR TURNBUCKLE ANCHOR 21" J [533] 42" [1066] NOTE: 1)CONSTRUCTED OF 2X4 LUMBER INSERT A PIECE OF 3/4"CONDUIT THROUGH 2)ONE PART TO BE REMOVABLE LOOP IN NETTING AND CLAMP CONDUIT TO 2 X 4 FOR ACCESS 24" NOTE:PREMIUM GRADE FLUORESCENT ORANGE PEARLWEAVE Door Opening Barriers [609] SAFETY NE71NG(3116"MESH SIZE) (By GC) Door Opening Barriers P " FROHMFRONT WALL_ T FRONT OF SHAFT \ (By GC) 1� OF SHAFT Note: Additional hoistway screening options (eg. enclosed lobby w/ 'r lockable door) to be reviewed with local Schindler contact 2• r FOR W MC FINISH FLOOR AT LOWEST LEVEL By OTHERS =s NOTE: NON—GFCI OUTLET —INSTALL DISCONNECTS, GFCI FOR SUMP � OVERHEAD LIGHT (20FC) WORK BY OTHERS BELOW 2-4" FLORESCENT CONDUIT PRIOR TO ELEVATOR WORK STARTING THIS LINE ON REAR WALL LIGHTS 10FC (SEALED) —ALL LOCATIONS ARE REVERSED DUPLEX GFCI FOR OPPOSITE DOOR HAND. OUTLET JUNCTION BOX PULL DIMENSIONS OFF LONE RAIL SIDE FOR CENTER OPEN DOORS. '7� CONDUIT FOR LIGHT S PIT FLOOR to Schindler Elevator Corp. 14 Barnhart Drive Hanover, PA 17331 0 SUMP LINE 10 USA F- GRATE FOR 300# �Ifl�a or W BUILDING, CASCADE NW SELF STORAGE w F- SUMP LOCATION, 4125 172ND ST NE ARLINGTON, WA. 98223 A FRONT VIEW, REAR WALL ARCHITOWNERECT, CT, P MCDANIEL �Z _ ARCHITECTS PETER SCHROEDER ARCHITECTS =Z SUB REVISION DATE & APP'L ENGINEER, Timothy Bevenour a NOTE: APPROVED FOR C❑NSTRUCTIONI GENERAL CONTRACTOR,JASON MCDANIEL z -INSTALL GFCI, PIT LIGHT (10FC), NON-GFCI BEFORE ELEVATOR WORK STARTS =¢ -ALL LOCATIONS ARE REFERSED FOR OPPOSITE HAND DOOR. APPR❑VED FDR MANUFACTURE, DRAWN BYI DATE, 4/3/2017 ¢o_j -CONDUIT LOCATIONS ARE FOR REFERENCE ONLY LAYOUT APPROVED BYI DATE: CONTRACT CAR SUB. SHEET CL co _ HGL 0 52 7 01 00 11 of 11 WE INVITE YOU TO VISIT OUR WEH SITE: http://www.us,schlndler.com w m flb a m cq D s F IV C TIT i N (� 74 � D � � A p [n T v W z rC", � O N CD � � a i 3 � � G a N 3 O r O o c CD N `e CL W M ]CC)) L -T c D I N N (� rtl y � � � o G � � a i 3r G 0 a N 30 4- CD Z G � ~ CD a ti CL THE CITY OF ARLINGTON CASCADE NW SELF STORAGE O A PORTION OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 21, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. O SNOHOMISH COUNTY, WASHINGTON - uw NEW 20'-0" 326'-0" �\ AIL I / PB79t SCHlO®9tARCHIECIS FIRE HYDRANT "Or 4 I \ BLDG CODE- 3838 48th Avenue NE - _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ L - ° - OWNER AND CONSULTANT LIST Seattle Washington,98105 r GA NTN t COVERED ENTRY / / 4 INTERNATIONAL BUILDING CODE 2012 (2 a s 1 -s s a - a a a 2 BUILDING TYPE S2 II-B TABLE 601 aaI mcas n \ \ ;•;I APPLICANT ps 'a@co t et k. { \L 1 - I � rraov 1 z - - Jason McDaniel I J D er MO ZONING: 165 BEACHWOOD AVE r . GL'I HT POLE - /� HIGHWAY COMMERCIAL(HC) oore ' r-- of CAMANO ISLAND,WA 98282 .`i 1`I` I`.`.`.`.�.`.`.i,•,•, �KX EIT 7/7 a ) SECTION20.48TABLE20.48-5. C:425-231-0989 Ev IN PAD ///✓ /✓/✓ I / /4s ] SET BACK FRONT/BACK =25' esign ;I.`. .`.` . .r \ ,y. .'. 1 ✓/ �� //k/ (4 Architect:.`.1 HEIGHT=50'MAX --- ---- ---- --- EW M C.L. ___ _ ____ _ ____ ___ __ / / i✓✓///--- ----- --------- ----- ---- -- ---- ---- ---- ---- - ---- ---- /Pr °°`/ 1 -o ;•It LOT COVERAGE=%100 PeterSchroeder Architects ' S FENCE o __ _ - Y � rn 1 L // ✓ / I 1 ISOCIateS L- r /i /+ I 1 3838 48th AVE NE " `-LL•;1-•I,' 26'-0" // j% /i NGATE� :``w Seattle,WA 98105 USES: 15504 SE 18th Street ` J'•I- Egg MAN 1 // ---- pf� W/KNBOX/ `• FLOOR 1 OFFICE 1,040 SF B Bellevue, WA 98007 :.:,;•� f b / u1 C:206-954-0442 425 941 - 1040 iTT L------ - -gy p rn ;•I FLOOR SELF STORAGE 24,402SF S2 ♦ MANG.UN6 EY PAD z.' t7 gmooredasign@comcasLnat f4rs7 ///// °Fl / o.' fl ;`.I FLOOR 2 SELF STORAGE 25,985 SF S2 coN' 1' A C TR9S+1& 5 p Storage Consultant: SELF STORAGE DESIGN R FLOOR 3 SELF STORAGE 25,985 SF S2 20. 9. 8. 16. N CYCL. F �1yI Moore Design Associates s //✓/✓✓// - - - - - Mo 77,412 SF 15504 SE 18th Street ..,_I•_LL_-.-.•.•_- •JJN±�. _ - - - __ Ofl./ SHED Il��lll- - - - - m. -`,I t ` _! L' �t ED Bellevue,WA 98007 LLi s. / g Moore . . . . --- ----- ---- - ----- . . o. o. LOCATION / / -- ALLOWABLE AREA-TABLE 503 Contact:Greg M ='I`.'.'.'.'.`.'.' \ \ on o� PHASE II , o o'. I S2 OCCUPANCY TYPE IIB 3 STORIES ALLOWED OK \ STAND PIPE / T/r/ Cell(425)941-1040 •'- -'•'-' - • \\ LOCATION @STAIR / ✓✓jai 1Sf FLR.5,565 J�) I 26,000 SF MAX ALLOWED PER FLOOR OK / " / ✓✓r�r 2nd FLR.5,565 SF \ I STAND PIPE / / CIVIL/SURVEYOR \� I @STAIR / 1a.�13. n. 10.o11 130 SF TABLE 601' ' - ' Pacif c Surveying&Engineering Inc. NON RATED CONSTRUCTION ALLOWED PER 601. I. _ - - - - - 1812Cornwall Z rwwa.w na• Bellingham,WA 98225 EXISTING CHAIN LINK FENCE EXISTING CHAIN LINK FENCE TABLE 602 SITE PLAN 360-671-7387 NO RATING REQUIRED FOR EXTERIOR WALLS O Ai SCALE=1:30 151•-11" 25'-0" 60'-0" (II-B CONSTRUCTION BETWEEN 1OFT&30 FT TO PRoposeoso'-0^ David Galbraith PE 0 30 60 90 RIGHT OF WAY EASEMENT PROPERTY LINE) dgalbraith@psesurvey.com CONCRETE MASONRY UNITS OK 1 , 1 15 45 75 (FULLY GROUTED) Adam Morrow PLS ■ . . METAL STUD WALL OK amorrow@psesurvey.com SHAFT ENCLOSURES SECTION 713 O OCCUPANCY LOAD& 1 HOUR SHAFT ENCLOSURE REQUIRED FOR EXIT STAIRS C i I PROJECT DESCRIPTION Contractor: TIEDC MINIMUM REQUIRED EGRESS WIDTH SECTION 1021.2&1024.5 /J THE PROJECT INCLUDES A1,040 SF &ELEVATOR SHAFT. SECTION 713.4 RETAIL/TRUCK RENTAL OFFICE WITH � (n AREA OCCUPANCY GROSS SOFT. OCCUPANT LOAD EGRESS WIDTH PER OCCUPANT / CUSTOMER SERVICE AREA WITH 77,412 SF SELF STORAGE. DRAWING LIST XX v' TABLE 1004.1.1.2 SERVED AS PER 1005.1 79=3• ^` 1st FLOOR OFFICE / e 1,040SQFT. 1,040I100=11 11x0.2=3 I APPLICABLE CODES AND REFERENCES Contact:XX L--J Codes and Design Requirements A1.0 PLAN Cell:XX L 1st FLOOR STORAGE /s2 24,402 SOFT. 24,402/500=49 49x0.2=10 2012 International Building Code A2.0 1st&2nd FLOOR PLANS&DETAILS XX I.F_C.APPENDIX D103.((3))2 A3.0 3rd&ROOF FLOOR PLAN&DETAILS International Fire Code 2nd FLOOR STORAGE /S2 25,985 SQFT. 25,9851500=52 52x0.2=10.4 2012 International Residential Code TURNING RADIUS SHALL BE A4.0 ELEVATIONS Geo Tech: 3rd FLOOR STORAGE /S2 25,985 SOFT. 25,985/500=52 52x0.2=10.4 DETERMINED BY FIRE CODE OFFICAL. 2012 International Mechanical Code A5.0 SECTIONS Geo Test Services,Inc. TOTAL 77,412 SOFT. 164 2012 International Fuel Gas Code(Natural Gas) A6.0 SECTIONS 20611 67th Avenue NE Unit A Q EXIT ACCESS TRAVEL DISTANCE$HALL BE IN COMPLIANCE WITH 20121BCSECTION 1016TABLE 1016.2 2012 National Fuel Gas Cade 58(Propane) A7.D SOUTH STAIR Arlington,WA 98223 S2OCCUPANCY MAX TRAVEL DISTANCE NOT TO EXCEED300'. 2012 Uniform Plumbing Code A8.0 NORTH STAIR 360-733-7318 ✓ ,,-SWING GATE 2012 Washington State Energy Code A9.0 ELEVATOR Edwardo Garcia,PE44 Plumbing fixtures / At0.0 TOILET ROOMS EdG@geotest-inc.com O Based upon IBC table 2902.1 for storage,water closets and lavatories are calculated at 1 2014 Washington Cities Electrical Code A11.0 WINDOW&DOOR SHEDULES @9 er 100 persons. I 2009 Accessiblity&Usable Building and Facilities. P P RCP-1 REFLECTED CEILING PLANS Structural Engineer: 82 men: 1 toilet and 1 lavatoryrequired less than 100 ok I ELECT.CORD.TO EXIST. 1 q ( ) / EG-1 EGRESS PLANS 82 women: 1 toilet and 1 lavatoryrequired less than 100 ok / I PATE OPERATOR B.F.G. City of Arlington Design Requirements XXX Engineering 4 ( ) ONTEOPERATOR LA-1 LANDSCAPE PLAN Drinking fountain:plumbed @ Covered Loading&Bottled Water @Office � I oN6"corlc.PPD. Design Wind Speed 85mph Exposure C XX-Suite XX Ground Snow Load251bs per square foot XXXXXXXXXX Service sink: per plan / S1.1 GENERAL STRUCTURAL NOTES PHONE:XXX / �Exi ST.ASPHALT. Seismic Zone D2 S2.0 FOUNDATION PLAN FIRE I SECURE SIDE _ Rainfall 2 inches per hour for roof drainage. Contact:XX,P.E.,S.E. FENCE S2.1 FIRST FLOOR PLAN J I P Frost Line Depth 12 inches ■ , ■ 1. SIGNAGE OR PAVEMENT STRIPING SHALL BE PROVIDED ALONG O�^figJ p 52.2 SECOND FLOOR PLAN 49 1 1 1 Soil Bearing Capacity 1,500 psf unless a Geo-Tech Report is provided. V I THE DRIVE AISLE FOR"NO PARKING-FIRE LANE,"AT TIME OF � 52.3 THIRD FLOOR PLAN LANDSCAPE ARCHITECT COMPLETION. 20.0" I - ADDITIONAL PERMITS REQUIRED., S2.4 ROOF P��N HOLLY MOORE 2. GATES TO BE UP-DATED TO MEET ALL CURRENT CITY OF BOLLARD@KEYPAD. CLEAR. I - PER IBC 106.3.4.2,THE ARCHITECT HAS ELECTED TO DEFER THE SUBMITTAL S3.0 CONCIfT;SCHEDULES&DETAILS LANDSCAPE ARCHITECT ENTRY KEY PAD. PUBLIC SIDE S3.1 CR DETAILS ARLINGTON CODES. � I . OF CERTAIN ELEMENTS OF THE BUILDING DESIGN AS IDENTIFIED IN THE 15504 SE 18th STREET EXIST.ASPHALT. DEFERRED SUBMITTAL LIST. S5.01 S tURAL STEEL SCHEDULES 4. FOR FIRE EXTINGUSHER LOCATIONS SEE EGRESS PLANS ENTRY KEYPAD/KNOXBOX I ` BEL425.46 WA 98007 I ELECTRICAL DESIGN BUILD SHOP DRAWINGS.* 55.02� CTURAL STEEL SCHEDULES Tel:425.466.4789 FIRE EXTINGUISHERSIOBC RATED E NO ENTRY KEY TRENCH LOW VOLTAGE S5.1.1 TEFL DETAILS 5L6 ABC TYPE 2A 10BC RATED UNITS. NOTE:NO ENTRY KEYPAD • -- ` 12^MIN.B.F.G. PLUMBING DRAWINGS* gmooredesign@comcast.net @ SOUTH GATE,EXIT ONLY. L _________ PRE-FAB STAIRS SHOP DRAWINGS* S5.1.2 STEEL DETAILS contact:Holly Moore 5. ALL DOORS INTO ELECTRICAL ROOMS TO HAVE SIGNAGE AS ' TYP.GATE FIRE ALARM SYSTEM* S5.1.3 STEEL DETAILS REVISIONS: REQUIRED BY LOCAL FIRE CODE. SCALE:1/8"=1'-0" ELEVATOR RAIL SUPPORTS AND HOIST BEAM* Mark Dam 6. MONITORED FIRE ALARM REQUIRED. HVAC DESIGN&DRAWINGS* C-1 COVER SHEET KEY PAD&STANDARD •PRIOR TO SUBMITTING THE DETAILS AT A LATER TIME,THE C-2 DEMOLISION&T.E.S.0 PLAN - PARCEL DESCRIPTION BY OTHER. REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL C-3 DEMOLISION&T.E.S.0 PLAN(PER TITLE COMPANY NO.500024718 AMENDMENT FIRE DEPT.KNOX BOX. REVIEW THE DETAILS AND THEN FORWARD THEM TO THE BUILDING C-4 GRADING&UTILLITIES PLANS - ( VERIFY LOCATION DEPARTMENT WITH A NOTATION INDICATING THAT THE DEFERRED C-5 GRADING&UTILLITIES PLANS _ OCTOBER21,2015,AT 8:00AM) WI LOCAL FIRE DEPT. SUBMITTAL DOCUMENTS AND DETAILS HAVE BEEN REVIEWED AND BEEN 31052100305400 HEGWALD PARCEL FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE C-6 PROFILE&NOTES THE WEST HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE BUILDING. C-7 DETAILS SOUTHWEST QUARTER OF SECTION 21,TOWNSHIP 31 NORTH,RANGE 5 EAST OF THE THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE C-8 DETAILS WILLAMETTE MERIDIAN; DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE C-9 DETAILS EXCEPT THE SOUTH 660 FEET OF THE WEST 162 FEET THEREOF;EXCEPT THE SOUTH DOME CAP CONC.12 x 12 PAD. BUILDING DEPARTMENT. C-90 DETAILS LICENSE STAMP: 188 FEET OF THE EAST 124.5 FEET THEREOF;EXCEPT COUNTY ROAD; MIN.24'DEEP. C-11 DETAILS FUTURE 173rd AND EXCEPT ALL PORTION THEREOF CONVEYED TO SNOHOMISH COUNTY BY DEED ANCHOR BOLT. EMERGENCY BACK UP POWER w RECORDED UNDER RECORDING NO.9302120082 RECORDS OF SNOHOMISH COUNTY, 4"DIA.GALV.PIPE EXIST.ASPHALT. EMERGENCY BACK UP POWER FOR EGRESS LIGHTING w WASHINGTON. PAINTED.FILL W/ SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. CONC. WILL BE BATTERY SUPPLIED. > Q (PER FIRSTAMERICAN TITLE INSURANCE COMPANY ORDER NO.4221-2574718 U4 z m '2 CROWN CONCRETE AT / ///.. � ADA ACCESSIBILITY v DATED DECEMBER 17,2015,AT 7:30 AM) \ BASE OF PIPE ALL HARDWARE,SPACE REQUIREMENTS,AND SIGNAGE TO 31052100304800 BREON PARCEL \ � O 172nd PARCELA 314"LOW VOLTAGE CONDUIT COMPLY WITH ANSI A117.1-2006&WAC 51-51-005. Y ALL THAT PORTION OF THE WEST HALF OF THE SOUTHEAST QUARTER OF THE i; . r� "' ADA ACCESS TO STORAGE SPACES PER TABLE 1108.3&SECTION W DATE: 05/27/16 SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 21,TOWNSHIP 31 1 108.3.1 IBC 2012. 100%OF UNITS ARE ACCESSIBLE. o NORTH,RANGE 5 EAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON,DESCRIBED ASpppp0 51W x8'COPPER GROUND 0 SCALE=1:30 FOLLOWS: �_7 -', \/ / ROD THRU BACK SIDE ALL UNITS STORAGE CLOSETS ARE PROVIDED WITH A ROLL-UPN SHEET CONTENTSBEGINNING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION;THENCE WEST 124.5 / II DOOR AND DOOR LATCH THAT COMPLIES WITH ICC Al 17.1-2009 SITE FEET;THENCE NORTH 188 FEET;THENCE EAST 124.5 FEET;THENCE SOUTH 188 FEET § \ -\\\\/ FILL WITH CONC.ROUND BOLLARD FD TOP. CHAPTER 3 SECTION 309. TO THE POINT OF BEGINNING;EXCEPT THAT PORTION LYING WITHIN 172ND ST.NE;AND COMPACTED 4125 172 n d EXCEPT THAT PORTION DEEDED TO SNOHOMISH COUNTY UNDER RECORDING / r \\\/ COVER CONCRETE BASE / NUMBERS 9305030266 AND 200610200805; /%\\ /\// s PARKING CALCULATION SITE PLAN PARCEL B \ \� \\\� " 314"LOW VOLTAGE CONDUIT PROPOSED MINI STORAGE 77,412 SF 20 STALLS TOTAL A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER AND ACROSS THE BOLT PATTERN. PARKING FOR MINI STORAGE BASED UPON TRAFFIC ANALYSIS. WEST 20 FEET OF THE SOUTH 188 FEET OF THE WEST HALF OF THE SOUTHEAST +--+ a "THE PEAK PARKING DEMAND FOR AN 77,412 SF QUARTER OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION MINI-WAREHOUSE IS ESTIMATED TO BE 11 PARKED VEHICLES. sHEer. 21,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON; EXCEPT THAT PORTION LYING WITHIN 172 ST.NE. 10' THIS IS BASED ON THE PARKING DEMAND RATE OF 0.14 VICINITY MAP m A1 .0 BOLLARD TYP ROD THRUHRU BACK . KEY PAD MB' GROUND ACKSIDE VEHICLES/1000 SF INCLUDED IN THE PARKING GENERATION, SCALE:T'=1'-0' SCALE:Y'=1'-0" 4TH EDITION FOR MINI WAREHOUSE(LUC 151)" N.T.S. 1 2 3 4 5 6 ] 8 9 10 11 12 13 id 15 16 1] 18 19 20 21 22 23 26 25 2fi 2] 28 29 30 31 32 33 O 32fi'A' I I I I I I I I I I I I I 3 1 q 2 2 "'DI - PEi9t 8CIRO®9t J1RCMBCA ♦ I t4 10x10 10x10 10x10 10x10 ,axio 10X,o 10X10 10x10 10x10 10x10 10x10 10X10 ioxio 10x10 ioxio 10X10 ,oxio ioxio ioxio 10X10 ,oxio ioxio ioxio ioxio tox10 ,oxio ioxio 10X10 IoX10 ,oxio u , , , 15hW srwl 'v 3838 48th Avenue NE e� ____-' ____-. .____-' -. .-----. .____-. .__ _____ _____ _____ --___ _____ _____ _____ _____ ___ _ _____ _____ --___ _—__ _____ Seattle Washington.98105 c x N ivxv snv! 3 (206) -954 - 0442 e z I� -------- ---------- --------- ---- ---------- ---------- -------- ---- ---------- --------- ---------- ---------- ---------- --------- --------- --------- ---------- --------- psaaia@comcas.n $w pLxs SS t et 4 0x10oore 4 15hL 551 esign g g g g Sx5' g s g g g g g gtP io ssociates r .--------- 3 4•----------• -• •------ •--------- •----------• -• •------ •--------- 15504 SE 18th Street io- 4 45CORNER m 65CORNER -- --- y 3 v o- - --�-- _ - - ' -- -- -- -- -- -- -- -- - ----- ----- ----- ---- ----- --- - -- ----- 4; e evue, 7 425) 9 1040 3 5210 mooredesi n comcasLnet a 3 _ _ _ '.I. I ,ox,1 Iml, 1px+, ,m21 ,o.,s 1px12 ,ma m•-0" 15$- g 9 SELF STORAGE DESIGN 4 I `] s I15x5 8 5x10 5x10 5x10 7 N z H o N 2 10x10 10X10 10x10 10x10 10z10 10x10 10x10 x __________ __________ __________ 4 ) —— 5 10 1 I fi I N 0x10 _ I s� uo I 1oX10 za1 _____ _____ _____ _____ 1 h I I ;Sx5 Sx5 Sx5 Sx5 Sx5 Sx10 5x10 5x10 5x10 Sx10 2 3 2 •I�I 2 row I 1 10%10 z I z w I 5d 5 5 5 S 5 x5 Sx10 5x10 5,0 5x,0 Sx10 8x10 I O I I 4 ---- ......... ----------- I olP ^ I 110%14 10x9 10 0x9,o%9 1 10x9 io%B ,0%9 iox9 10x9, I..L 2 SECOND FLOOR LU A2 SCUE=v1T=1'o zs,eess O ' 10 2 low 3 10 4 10 11 12 5 13 5 14 15 16 1 328'A' 18 19 L m/ 21 22 23 24 25 28 2] 2B L z51 30 ]'i"T 8'$" 1I I 1 I I 1 I I 1 I 1 1 I 1 8$ 1I 8�♦ 8$ 1I 8 $ 8 1 $ . $ $ 8 1 ' 1 $ ' 9 "I $ 8 0 8 z I 1 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '� o o MANC OFFIC W I W S E 5 1- --- I V 4 oc"iER RETAIL 9 LOq(ER 5 0 l IT I O OCKER r 5 I I ___..... ............ ............ ............ ............ ............ ............ ............ ............ ............ ............ ............ ............ ............ ........... .......... ... ..... .......... .......... .......... .......... .......... .......... .......... .......... .......... .......... .......... .......... Y --._ ___ __________ __________ __________ __________ __________ --_'_ 45 CORNER____ '________ ________ ___n_____ __________ __________ __________ __________ __________ __________ ----n____m_ /� sxip 5x p .10 ) Wo Wo 5x1p Ox8 1o•A' ,s'$' $ 1 -S E` b`I I S s s `s 10xi6 10x12 10X7/ ,p 5' a , fl I C JJ $S CARTS I 8 o 0 0 0 0 CART e 1 10x10 8' 1 ,�$4�8' 8'$' 1 8'$ '-1" coLSEESTRucr. •r• I w�' • :Too E I o o � e' p' e 1 WHEEL Sr P 1 fIELECT. f o s __ 1 I a I zow^ a-0•� �zo'a' ED. B ' \ s-q Air. E 2'$" 12'6^ 12'-0^ ir-0' ir-8' A•i6- I I 0. 19. 18. 17. 16. 15. I 6 \\ REVISIONS: 1 I `;K ax ax ax ax o DRINKI G F UNTNI� v 6.{01i Merl, Daie _ J N. — I siw —COL SEE STRUCT. v I I — 1 " I LI OF CANOPY ABOVE 3E RUCT. —NE CPN E n,u .. EQ. ______k__ ]8-8• 8'-0" 1 8'8' 1 AT.. 8'8' 1 8'$" 1 8' 1 8'-8' 8'$' 1 8'$" 1 8'$" 1 8'0' B'A 2 FIRST FLOOR A2 cALE=vie=,A 2s.a4z SF. LICE��_NSE STAMP: "I "GIS'iERED 6' 6' R2I BAT INSUL R2I BAT INSUL R2I BAT INSUL. 28GA.MTL.LINER PANEL. 26GA MTL.LINER PANEL RUN HORIZONTAL RUN HORIZONTAL. 6" 6" 8'-T A.F.F.W/'U'TRIM @T A.F.EDGE. MTL.HAT CHANNEL MR.HAT CHANNEL (}TOP EDGE. T23 MTL.WALL PANEL (}TOP EDGE. RUN HORIZONTALLY 1l2'GVP. MTL.DIAMOND PLATE. BEE ELEVATIONS FOR BLOCK MR.DIAMOND PLATE. RUN HORIZONTALLY RUN HORIZOMALLV 24^O.O TYP. PgINTED. 4'-O•AF.F.PUBLIC AREAS COLOR 8 TEXTURE. d'-0"A.F.F. 24'O.C.TYP.SEE STRUCTURAL. OR FULL HEIGHT LINER PANEL VERIFY W/OWNER. OUTSIDE SMOOTH FACE CMU BELOW OUTSIDE SMOOTH FACE CMU BELOW INSIDE STORAGE UNIT. R21 BAT INSUL. 26GA.MTL.LINER PANEL. OUTSIDE SMOOTH FACE CMU BELOW AS REQ'D DATE: 05/27/16 CMU WALL RUN HORIZONTAL. R21 BAT INSUL. UL DESIGN N0.U263 5/8'GVP.TYP. B'-0'A.F.F.W/'U'TRIM (( I I (( (( I 1 51I2'iBGA)METAL STUD. AS WOOD INTERIOR GALV METAL PANEL. DEBIGN NO.U901 SECURE TO HAT CHANNEL. ®TOP EDGE. 3'�O.C.TVPGSI=E STRUCTURAL- 3'�O.C.TYPGSEE STRUCCTURAL ��^O C. P UL DESIGN NO.U419 SEE STRUCTURAL PLANS SCALE=AS NOTED CMUS IN WIDTHS AS INDICATED W/CONOFILLED CELLS REINFORCED '' 24 GA VERT.MTL SIDING TMOOZZ GATL.SIDING PNSINL263 SEE STRUCTURAL PLANS PANEL. T2-WALL PANEL 1 LAVER W'PD,Rak'7YPE.X GYP, SEE STRUCTURAL FLANS SHEET CONTENTS: WI REBAR.SEE STRUCTURAL. HAT CHANNEL KVNAR FINISH. (116'(iBGAI OR EQUAL WALL BOARD APPLIED PARALLEL METAL STUD.24"O.C. METALSTUD.24^O.C. RUN VERT.24^0 C. LINE OF'Z"MTL.DRIP FLASHING- METAL STUD.24"0.C. TO EAC SIDEOF MIN.4"S 'z"PURUN SEE STRUCTURAL PLANS SEE STRUCTURAL PLANS ,,I FOR INTERIORSHAFTWALLS L F"Z"INEOMTL.DRIPFLASHING- LINE OF MTL.DRIP FLASHING- MIN.2"VERT FACE. 24^O C.MAX.SEE VENDER SPEC. 1st HL Znd USE f12 GREY BLOCK. MIN.T VERT FACE. MIN.YVERTFACE. ARCHITECTECTURAL TRIM ACCENT. . . ARCHITECTECTURAL TRIM ACCENT. ARCHITECTECTURAL TRIM ACCENT. FASTEN120C WITYPES-PE INSIDE OUTSIDE INSIDE OUTSIDE INSIDE OUTSIDE ADD FROM PDGES3FIEE.FOA--TOINTTAPE FLOOR PLANS FROM OPPGES&SIDE OF WALL.JOINTTSET AND COMPOUND ALL JOINTS AND SCREWS. DETAILS CMU 3hr.TYP. CMU 3hr.TYP. EXTERIOR VERTICAL MTL.WALL NON-RATED EXTERIOR VERTICAL MTL.WALL NON-RATED EXTERIOR WALL-NON RATED MTL.WALL NON-RATED 1hr WALL MTL.PARTITION WALL MTL.PARTITION WALL FINISHED OO O WALL TYPES O TO HAVE DIAMOND PLATE WAI EB COAT 48EA O O O SHEET A2.O PLAN VIEWS O O Pli 8CHtOB)Bt ARCH1E08 3838 48th Avenue NE Seattle Washington,98105 (206) -9 5 4 - 0442 MTL.CROSS STAP.ATTACH TO 6"RETURN FOLD. psaaia@comGast.net "Z"HANGER CLIP.BOLT TO WALL W/BLOCKING PERF.MTL.SHADE.%&GAUGE T.B.D. oO re 1 2 3 d t 5 1 (9) (]' l e' '9 1 10 11 12 13 1d 15 16 1] 18 19 l20' 21 22 23 2d 25 26 2] 28 29 30 31 32 326-0 esign 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 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 6 WALL PACK. Issociates 4' A 15504 SE 18th Street rr Bellevue, WA 98007 ---------- ------------- ----- ---W-----r`-`_] (425) 941 - 1040 "Z"HANGER CLIP.ANCHOR BOLT TO WALL W/BLOCK gmoomdesign@comcast.net MOUNT REVERSE TO HOLD DN.SCONCE. SELF STORAGE DESIGN 9 19 4 I f� 1_____________ I 4 NOTE: ALL MTL.TO BE POWDER COATED. l� ALL FASTENERS T.B.STAINLESS STEEL. �1 SCONCE-ELEVATION Aa SCALE:3/4"=1'-0" "Z"HANGER CLIP.BOLT TO BLOCKING. w 3.�,. SHIM 1/2"OFF FACE OF SIDING ) 17/ — 6,. I I � I I PERF.MTL.SHADE.%&GAUGE T.B.D. I I SHAPE T.B.D. I I Z LED WALL PACK. -- l� ROOF PLAN LU w 4 SCONCE-PLAN A3 s ALE=1n6"=1'0 SCALE:3/4"=1'-0'. AS AS t 14 15 18 1] 18 19 20 21 22 23 24 25 26 2] 28 29 30 31 32 33 O 326'-0' 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 3 1 I q cn W 10x10 10x10 10X10 10X10 10z10 10x 10x10 10x10 10%10 10x10 10%10 10x10 10%10 10x1071IZ5- 10x10 10z10 10x10 10x10 10x10 10z10 10x10 10x10 10x10 10 0 10x10 10x10 1ox10 10x10 10x10 UNIT NUMBER ] __________ __________ __________ _ __________ __________ __________ __________ __________ _________ __________ __________ __________ _____�___ __________ __________ __________ __________ __________ 'Sx6 SMLI Y z> L.E.D.WALL PACK J _ a�_ _ iSML SM51I � o -------- Hr t o '----------• '----------• '----------' '----------' '----------• '--------- .----------' '----------• '----------• o - -- -- - 30'O.GTYP. OIxS ,5x5 5x10 5x10 5x10 5x10 5x,0 5x10 5x10 5x10 5x10 5x10 5x10 5x10 5x10 5x10 5x10 0 5x10 5x10 Sx10 5x,0 5x10 5x10 5x10 5x10 5x5 Sx5 5x5 5x5 5x5 5x5 5x5; 15ML VxLI 3 Y y METAL SIDING 2 , ] ] Uj 15x5 5x10 5x10 5x10 5x 5x10 5x10 5x10 5x10 5x10 5x10 5x10 5x 5x10 5x10 5x10 5x10 5x10 Sx10 5x,0 5x10 5x 5x10 5x10 Shy 5x5 5x5 5xS 5x5 5x5 5x5; 10x10 ivxv It q SE.ONDARYGUTTER 4 4 WEST ELEV.ONLY - tvxy 55y1 16"CMUSOILDERCOURSE ;5x5 I Sx10 Sx10 Sx10 Sx10 Sx10 5x10 Sx10 Sx10 Sx10 Sx10 5x5 5x5 Sx51 SANDSTONE 71x10 7vx10 7vi10 7b10 71x10 7W0 71x10 7b10 71x10 71x10 7b10 71x10 7d10 71x10 7b10 m MTL.HEADER PANEL 4 - .5x5 7 5x5 5x5 .11 COLONIAL RED I x A' ] s 10x10 10x10 10x10 10x10 10x10 10x0 10x10 10z10 10x10 10x10 $ DOWNSPOUT i5,5 TAO 7WO 7WO 71x TAO N10 7a10 71x10 71x10 7a10 71x10 71x 0 7uc10 7a10 71x10 3 0 _. SMOOTH FACE CMU _ ,„_.„„„� __.-.-.- �,,.„„„-� ,„=mrrt _____ �„_„„-� �rr....T .-....__ -����� ______ _____ r_,,.„„„� ,_.„„„„� __��_ �,,.„„„-� �mmnn� _____ ____- _ ______ = REVISIONS: - SANDSTONE ; 'x : n `1 MTL.ROLL UP DOOR 45 CORNS —— ——— Mark Date cCOLONIAL RED __________ __________ __________ _____—__ __________ __________ —------- __________ 45 CORNER R _ DOOR LATCH/LOCK - 4 faxn 1WI ,6xn mat 1.16 IN12 faze fa•4r• 1sa" SPLIT FACE CMU - I Sx5 8 8 ] I 6 — MOUNTAIN BROWN O j 5x5 ] 0 6 I ] I f o x I h el ;5xs sx16 ----1 I ---------- 15. 2 — 10x10 10x10 10x10 1000 10x10 101d 0 10A 0 - -- ' ° ) jsx5 sxs; 516 ___-- ___-- __—-- ---- FIRE EXTING'R BOX 10A0 (NON CORROSIVE MATERIAL) I s I tT LICENSE STAMP: z I SPACING AS PER CODE. _ yw I �SxS 5x5 5x5 Sx5 Sx5 Sx10 5x10 Sx10 Sx10 Sx10 fff TYP. EXTERIOR ELEVATION UNIT DOOR I I 1Bx10 I mw I �^y ;Sx3 5x5 5x5 5x5 x5 Sx10 ---- 5x10 Sx10 Sx10 10x8 f 3W1 eEGISiFAE A3.0 SCALE: W= h.<.o ' ew°n ATE_'_. I I ioxt4 10x9 10 1ox9 10x9 10.4 10x9 10x9 t0xs loxs DATE: 05/27/16 3 2 2 THIRD FLOOR SCALE=AS NOTED A3 —LE=v16"=rp 25.MSF. SHEET CONTENTS: 3rd FLOOR PLAN /ROOF PLAN DETAILS SHEET. A3.0 E • MTL.SIDING. MTL.SIDING. =1" CONT.BEAD OF CHALKING. TOP OF CMU. PEIRSCH10®9IARCHIM 8 I A 6"ACCEENT BANG 3rd FLOOR 21_7 3838 48ih Avenue NE --- _ --___ _ i Seattle Washington,981054 (206) -954 - 0442 �. GUTTER psaaia@comcast.net MTL.SIDING. •a• ON.SPOUT Dore I I :' Issociates esign 4 SECTION(rD EAST FOUNDATION WALL T.O.F.43'-0"SECTION ACCENT BAND ENVELOPE \ SUMMARY MTL SIDING. FORM T.O.F.38'-0" 15504 SE 1$Ih Street MTL.SIDING. / ON 1:12 DIN y GUTTER Bellevue, WA 98007 BOT.CHAN.SEESTRUCT. T.O.STAIR 34'5" f� (425 941 - 1040 VERIFY WISTRUCT. — — — — — gmooredesign@comcastnet �.O.F.31'-1" SELF STORAGE DESIGN CONT.BEAD OF CHALKING. - 3 TOP OF CMLI PIER TYP.SEE ELEVATIONS. TOP OF CMU -� HALL HALL q As 4 MTL.DRIP FLASH.SEE VENDER SPEC. MTL.DRIP FLASH.SEE VENDER SPEC. ,. SEE ENVELOPE TOP TRIM. TOP TRIM.SEE STRICTl),_ SUMMARY FORM EXT.FILLER PANEL SIDE CHANNEL. ll."_ 3rd FLOOR 21'-7' 3rd-FLOOR 21'-7"+ SMOOTH FACE SOLIDER COURSE SMOOTH FACE SOLIDER COURSE ll° — — - -- N^ I�Iy^ryI CANOPY / H L W CURTAIN PANELPROVIDED BY DOOR VERNDER.' SEE STRUCT. c ¢A. /_SEESTRUCT.) - SEE ELEVATIONS FOR COLORS. c M DESIGN TBD. v m O 5• EXT.FILLER PANEL BOTTOM CHANNEL. GUTTER VERIFY W/OWNER PROVIDED BY DOOR VERNDER.' �, 2ntl FLOOR I I'-1 2nd_FL_OOR 11_'-1"� CMU PIER BEYOND. �� GUIDE STEEL JAMB WI26 GA DOOR U.N. I SEE ELEVATION$FOR COLORS. W� 5 HEADER DETAIL ROLL UP DOOR TYP. //6 1 SECTION 0 EAST FOUNDATION WALL +s Y 9 AS scue.,.ra AS awa:r.ry ..(( As T.O.SLAB.0 0 I : : I T.O.SLAB. O Y — — ___—'—__ __� �a I R%OR DOOR l ' !^ W/DOORTRACK. ---- — -- � v J SEE STRUCT. SEESTRUCT. s�' SEE STRUCT. SPLIT FACE CMU PIER BEYOND SAMS CMU WALL V W/SMOOTH END. PER STRUCTL SECTION @ GRID LINES 12 & 13 z �J ANGLE@ SLOPE TOP OF FOOTING 45 REBAR(SEE STRUCT-L) I - 1 @"IFT.MIN �O A5 SCALE:1/8"=1'-0" SMOOTH FACE CMU PIER CONT.SEALANT °--.. FIRST CONC.SLAB. ONC,SLAB. PER STRUCT'L SLOPE 1:12 MAX. SMOOTH FACE CMU PIER. CI START FROM T.O.FOOTING. ° CONC.SLAB PER STRUCTL. ASPHALT DRIVE. _ � - - -;i• = -_ _- Q� __ _= gip• CU U ° LL / • 3 ? L T.O.F.43'-0" I - O J — — SEE ENVELOPE v, a SUMMARY FORM T.O.F.38'-0" CIO I� ON 1:12 / �y I GUTTER Oct FOUNDATION.SEE STRUCTURAL. 15• SEE CIVIL FOR DRAINAGE.. ---- Uj FOUNDATION.SEE STRUCTURAL. O.F.�. 31'-1" ELF 77 U) OPT.R11 @ WALLS.NOT 3 / ' \ ADA DETAIL dA..ROLL UP DOOR TYP. / " 1 SECTION(N,EAST FOUNDATION WALL REQUIRED BY ENERGY CODE. H L HALL HALL HALL HALL °q IA®.,-,a - Y- - SEE ENVELOPE SUMMARVFORM 3rd FLOOR 21'-7' 3rd FLOOR 21'-7" 6'MTL.ON.SPOUT. 29. = REVISIONS: H L H L H L Mark Gale 4 V� As — TEMP.BLOCK-OUT FOR GUTTER VERIFY W/OWNER DAMP-OUT. h 2nd FLOOR 11'-1 2nd FLOOR 11'-1V+ I l SMOOTH FACE CMU PIER I FIRST COURSE. _I• — — 6"TIGHT-LINE.SEE CIVIL. l - a s CONC.SLAB. WATERPROOFING. CONC.SLAB. As PER STRUCT'L l'; LICENSE STAMP: SEE NOTE BELOW. l PER STRUCTL �.. 7.0.SLAB.O'-0" -- ---- T.O.SLAB.0'-0� 72�L BACK-FILL.SEE CIVIL. - RV \ o I I —1 • - - - // //�// \/�\ "°• � ------ —� SEE STRUCT. `�"'�`"II`D`R z w a l n SECTION @ GRID LINES 6 & 7 SCALE:1/8" DATE: 05/27/16 SCALE=AS NOTED 3" 11 SHEET CONTENTS: FOUNDATION DRAIN. FOUNDATION DRAIN. 8 2'-6" SEE CIVIL. SEE CIVIL. FOUNDATION. SEE STRICT. T-0" SEE STRUCTURAL SECTIONS SEE STRUCT. DETAILS / y FOUNDATION(TD EASEMENT TYP. 10 TYPICAL TIGHT-LINE,DAMP-OUT DETAIL&WATERPROOFING. AS ac ,=,a AS xur., ,r SHEET. A5.0 O O 3838 C B A 4 8th Avenue NE Seattle Washington,98105 (2 0 6 1 -954 - 0442 psaaia@comcast.net I I oore T.O.F.43'-0" esign SEE ENVELOPE SUMMARVFORM A ssociates 1 - -- -- -T.O.F.38'-0" ,l 15504 SE 18th Street DN 1:12 DN 1:12 Bellevue, WA 98007 �� GUTTER —� (425) 941 - 1040 gmooredesign@comcast.net Y � SELF STORAGE DESIGN 3 4 HALL HALL f SEE ENVELOPE SUMMARYFORM 3rd FLOOR 21'-7" T 3rd FLOOR 21'-7" /^�,�yI CANOPY H L W ill SEE STRUCT.J °D _K' z �DESIGNTBD. 4 Y As GUTTER VER (OWNER O OOR 11'-1" — — 2nd FLOOR 11'-1" BAT INSUL.@ CEILING. -� I T.O.SLAB.O'-0" SOUTH ELEVATION LOADING NORTH ELEVATION 91M. SEE STRUCT. �� x`x�"�yYf SEE STRUCT. SEE STRUCT. � V 0? SECTION @ GRID LINES 13 & 14 As SCALE:1/8"=1'-O" Uj W cD I I � I SEEENVELOPE �./ SUMMARY FORM T.O.F.38'-0" ,� DN 1:12 DN 1:12 GUTTER J OPT.Rt7 BYENE.NOT REQUIRED BY ENERGY CODE. v i I I - I I 3rd FLOOR 21'-7"� SEEENVELOPE SUMMARVFORM I I I REVISIONS: I I Yq Mark Date I I - TRELLIS BIDDER DESIGN. — __ 2nd FLOOR 11'-1" ,L — BATINSUL.@CEILING. �Q BAT INSUL.rg WALLS — RETAIL — I I - i li Y ik II 9 � I � I m II AS N II i II I --- __ TO.SLAB_O'-Q„ LICENSE STAMP: SEE STRUCT. SEESTRUCT. SECTION @ GRID LINES 32 & 33 As SCALE:1/8"=1'-0" DATE: 05/27/16 SCALE=AS NOTED SHEET CONTENTS: ELEVATIONS SHEET. A6.0 O O SCHROTMARCHMM 3838 48th Avenue NE Seattle Washington,98105 1 2 1 2 (206 -9 5 4 - 0442 10'-0" 1o•-0• psaaia@comcast.net 4'-4• 4'4" 4'4" 4'4• oore S-8" T-8' 3'-8 3'-8- es i g n Issociates 15504 SE 18th Street 2 " Bellevue, WA 98007 2n OOR 3r OOR _ (425) 941 - 1040 9 '1 T.O.PARAPET 43'-0" gmooredesign@comcast.net DN SELF STORAGE DESIGN DN UP UP' r�=__� II � II II � II II >1 9 Y APPROXIMATE ROOF LINE ALIGN W/WALL BELOW v n v 7 o n o r LL/—--� ___ ____ L ________ROOF 34'-5" O 0 ^ --------------------- FIRE • FIRE RISER 16'-4" 26'-10" STAND/ LANDING RISER/ LANDING r�JPIPE STAND _ V I (}, PIPE I in n 26'-10" r O LANDING .. ..._ 1 `------------------------------- `------------------------------- I I I I y v) I I10x14 110x14 I I __3rd FLOOR 21'-7" I I I I I I I I W Ui SOI� 4 d SOUTH STAIR-ROOF �\ _sue_" __ __ __ __ 1 0 Q Q TH STAIR-2nd FLOG A] SCALE�II6"=1'-0" I- +-LANDING - w Q < I I � , O AB v2nd FLOOR 11'-1" _ ) v ROOF A 0-0 --------- ----- u mo UJ ist FLOOR 5'J" __ __ __ __ @ 'L A ND, NG w N fL Q UP r i T.O. 0'-0" _ T.O.SLAB.0'-0" Y REVISIONS: Mark Dale v _ a] SOUTH STAIR-SECTION- — 26-10" LANDING FIRE FIRE 5-0 RISER/ RISER/ v LANDING STAND II STAND STAND GI PIPE LICENSE STAMP: PIPE I II X I O I I I DATE: 05/27/16 SCALE=AS NOTED Ir SHEET CONTENTS: SOUTH STAIR-1st FLOOR n SOUTH STAIR-3rd FLOOR ELEVATIONS A] SCALE:1/d"=1'-0" -� SCALE'. -� SHEET. AT O 20 21 CLEEAA B' O R I 4'-8" 4'-8" - 3'-11" I 11YP DIA STD.PIPE 4" GAURD RAIL a B'6' PROVE LANDINGS)FLOOR. ING 3838 48th Avenue NE 1 MS DIA STD.PIPE Seattle Wa8hing[On,96105 HANDRAIL@@-10" 1'DIA STD.PIPE C O.C.WP. (206) -954 - 0442 ABOVE NOSING/LANDINGS psaaia@comcast.net 1"NOSING 9 oore 11,MAX BETWEEN 11)2-DIASTD PIPEBTM RAILBTOPOF , esign STRINGEWLANDING PARTIALLY CLOSED RISER. y w PRECAST CONC.TREAD. ssociates - Y � U r 14G SHOP FABRICATED 15504 SE 18th Street METAL STAIR RISERS 6 Bellevue, WA 98007 TREAD PAN$-TYPICAL (425 0 a941 o-c1040 STAIR DETAIL do gmoomdnQcmastnet As SCALE:112-1'-0" 11'-1" SELF STORAGE DESIGN 2nd FIRE RISER/ STAND PIPE I I 7� O 13 44"MIN L I'Z 1 q"RAILING. 0— ATTACH INTO n NORTH STAIR-3rd FLOOR�&\ WOOD STUD OR A8 SCALE:II4"•V-a" / BLOCKING. ui EXIST./NEW WALL. O Lu 'N O oLL LANDING O o !!^^ ¢w vl w _ _ 3rd FLOOR 21'-7" �\) r7,\STAIR RAILING o SCALE:11/2"=V-0" w F U r\ 16'-4" 10 Q V LANDING N do 5Ag m 2nd FLOOR n O r i FIRE 1 2nd FLOOR 11'-1' RISER/ 1 - -- -- -- H STAND ^ PIPE / LANDING UJ O12 13 v O NORTH STAIR-2nd FLOOR A8 SCALE:ii-1-4' T.O.SLAB B - - - id REVISIONS: CAB 'g CAB LANDING B NORTH STAIR-SECTION „ Mark Date T-8"x 7'-10 'g 5'-9"x T-10 A8 SCALE:tl4"•1'-0" — CLEAR L___ CLEAR�F- -1 r -1 4t" L—_J IL - F m3 � CLEAR m — SOUTH 'S NORTH y °7 w ELEVATOR � ELEVATOR - � � J —— LICENSE STAMP: UP CLEAR CLE CLEAR 1st FLOOR FIRE 1 RISER/ STAND PIPE DATE: 05/27/16 SCALE=AS NOTED SHEET CONTENTS: I I ELEVATIONS i I NORTH STAIR-151 FLOOR�\ SHEET. A8 SCALE:114"=1'-a" - A8.0 O " D 1/2:12 a_ FINISHED FLOOR METAL DOOR METAL DOOR FRAME BEYOND FRAME BEYOND PEi92 SICI�lO®9tARC111BCR LEVEL FINISHED FLOOR HOISTWAY DOOR t CON CRETEON HOISTWAY DOOR LEVEL ,q METAL THRESHOLD 3838 48th Avenue NE METAL DECKING By METALTHRESOLD CONCRETE SLAB ^ Seattle Washington,98105 1 By ELEV.MFR. By ELEV.MFR. (206) -954 - 0442 caounNc GROUTING psaaia@comcast.net BY GEN.CONTR. �b''�°° BY GEN.CONTR. �:, T.K.SILL SUPPORT °^e `� yp BY THVSSENKRUPP T.K.SILL SUPPORT t: - Dore LB'%4"X318"CONT. BV THYSSENKRUPP - W/6/8'O NELSON ° EDGE OF STUDS Q12'O.C. HOISTWAV esign EDGE OF 16 GA.FASCIA HOISTAAA 16 GA.FASCIA ssociates 15504 SE 18th Street SLAB SILL DETAIL PIT SILL DETAIL Bellevue, INA 98007 DETAIL'E' DETAIL T' x� _3M FLOOR 21'-T' (425) 941 - 1040 gmooredesign@comcast.net NOT MINIMUM BACKING rZ SELF STORAGE DESIGN IS 3"TALL X WIDE. L`6" �l J q 1/2^ .I. (BY GENERAL CONTRACTOR) OF RAIL [— 1 ZIL SEE VENDER SPEC FOR ROUGH i OPERNING. DETAIL'G' Z :! 2ntl FLOOR 11'-1" 3/8'X2" GUIDE RAIL STL BA SEE VENDER 11 BACK WALL SPEC FOR v ROUGH TOP LANDING 3 OPERNING. mLOWEST LANDING 11 1/4"X2" 41 ELEVATORS TO BE INSTALLED, O STEEL BAR INSPECTED AND CERTIFIED BY DETAIL'D'8'E' F ° (2 REO'D) WASHINGTON STATE LABOR om ° ANDE$DIVISION a C/ ' PRIORR T TO O THE SCHEDULING OF T.O.S.D. `+ FRONT WALL 1/2"X 1"LONG FINAL INSPECTIONS.AS PER w SLOT CHAPTER 70.87 RCW. "�. VERIFY W/ELEV.SPEC. MOUNTING BRACKET NOTE: -- -- --� PSWITCH UJ 1 1 1 N DETAIL '1y'� 4 T Y } x BVOTHERS CONTRACTOR(T.B.D.)SHALL CONFIRMIlk ELEVATOR VENDER AND ALL Q Q �a I I ELEVATOR SPECIFICATIONS AND 71DIMENSIONS. C1 SECTION DETAa'P PIT LIGH PIT FLOOR By OTHERS ° °•Q p'9 SCALE:114"=1'-0" O PIT LADDERa Q ° 3/e"X31/2" °..Z °•,o• °• QUICK BOLTS 4JJ SECTION Z-Z (TYPICAL) PIT LADDER DETAIL V HOISTWAY SECTION LL_ SILL & CONSTRUCTION DETAILS 4'E'ROUGH OPENING WIDTH SAFETY BEAM TO BE PROVIDED 16 GA. C ROUGH OPENING BY GENERAL EID AS DESIGNATED IN IN.ME ASME 2.9.1.2 Uj LB.MINIMUM CAPACITY, TOP GUIDE RAIL BRACKET TO BE INSTALLED i P-T'ORTT FINISHED FLOOR IN THE OVERHEAD. SUPPORT TO BE PROVIDED BY GENERAL CONTRACTOR. w NOTE NT RL rc a ALL PORTIONS OF THE WORK n n L OCH x p ROVIDELINEATED WRHE ANNOTATION KEYHOLE HALL STATION 39 'PDED BY THE METAL S/q• - OR REACTIONS DOOR REACTION FRAMING FABRICATOR'ARE I` TH FIRE 5 COMPONERICH A PRE- g ire' (CASE 1) (CASE 2) FLOORC 3 ENGINEERED PROPRIETARY - SA 6L1g AFF CE SYTEM;ALL COMPONENT 3G NDSCATEDAESUCHGHAUSBE REVISIONS: ; INCLUDED IN SEPARATE SHOP u DWGS SIGNED&SEPLED BY SS Mark Data A WASHINGTON REGISTEREDAT ff pia SHGINEER.SUCH SHOP OWES iHERI _ 185 AFF — ALL RAISED DOOR &INCLUDED AS A PART OF & fig$ THE CONSTRUCTION DOCUMENTS 'Cu(xleweatlAFRON JAMB SYMBOLS 3 4 J y xrn cix_ FINISHED��,6' WALL - 2 BE SILL LINE MIN L W - RI � L=RZ EACH FLOOR 1I'DOOR LINE LICENSE STAMP: SUP PORT FOR ALL GUIDE RAIL BRACKETS, T unN" ILL ENTRANCE ELEVATION $ TO BE PROVIDED BY GENERAL CONTRACTOR. -DOOR CENTER OPENING DOOR AND ENTRANCE o Venly bratl°ns WH,THYSSENKRUPP EL CENTS­VA O OPENING z a ELEVATOR. y � 19-DOOR SEE GC NOTE z SJ 3 A TO FRAME G 2 z _ - NOTES g o0 E j I THISFRAME HAS A 2 HOUR WARNDCK HERSEY LABEL. IT $ _ [ $ - o$ IxuwwaJ ALUMINUM SI ELO OADFOR BE LIEDMINUM SILL IS 625 LBS. S yU: GUIDE RAIL DOOR OPENSTRUTBUMPERSTOBEPROVIDED. BRACKET SPACING FOR FAcroav USE-TK ENTRANCES. > w GEN 12'-6"MAXIMUM GENERAL CONTRACTOR RESPONSIBLE FOR HOISTWAY REINFORCING DATE: 05/27/16 �ii u.n,ac AT FLOOR SLAB BEFORE INSTALLATION OF ENTRANCE FRAMES. j� NOTE IF THE DISTANCE BETWEEN FLOOR MINIMUM OF 4'HIGH xB"WIDE REINFORCED CONCRETE,REINFORCED $GALE=A$NOTED E BRACKETSPACINGALLOWEO,,SUPPORT FOR 18 GA� SILL SUPPORT OFOPENINGREO BE IRED LOCAOR TED WIHOR ESPENG C TO RCk TASSEMN t: BY ELEVATOR COMPANY REINFORCING TO BE LOCATED WITH RESPECT TO REACTION PoINTS. AN INTERMEDIATE RAIL BRACKET MUST BE REFERENCE INSTALLATION DRAWINGS 4NNE 4MJT AND QNJV SHEET CONTENTS: PROVIDED MIDWAY. ARE AVAILABLE UPON REQUEST. C n 6.L *CVLINDHR HOLE SHALL BE DRILLED TO REACTIONS(LBS.)DUETOLOADSONDOORPANELS.APPRO%.HORIZ. PI LAND lll...11l EQUAL TO THENETTRAVEL SECTION ELEVATOR B GEN.0 NTR. Po 6'-0"BELOW FINISHED FLOOR OF MACHINE ROOM PLAN THE SPECIFIED LOADS ARE CONSIDERED IMPACTS. _ D DETAILS E LOWEST NDING. (ADJA�ENTATLQWE ING) w/MEA -HINERQOMeWMIN 10-HALL NOTNI VEF(FWSH WITH PIT FLOOR) BSTHAN1B ATFWORLEVEL. OR DTRXNw DIRECT CONNECTION TO VENDER SPEC. A PERREQUIRED 11N ULE11M.1 RPIT6 DDETQELEYATOREQD VENDER SPEC. FOR REFERENCE ONLY Fs���;� SCALE:N.T.S. SHEET: VENDER SPEC. FOR REFERENCE ONLY qg 12TO O ACCESSIBILITY ACCESS DETAILS 5 "c) 3 4 8105 6 PE19t7CIR10®9tARCHMM PIPPIN TOWEL VERTICALBA \\ \ 8 gSPENSQNGRAB 84N - � \ 3838 48ih Avenue NE 2 xoRQrW1D1 = - - o \ - Seattle Washington,ton, 442 ¢ 4 0 m (zas)/�-ssa- aaaz UNATORf GRAB BPA =vj a 3 c?W oq 2 - - P V URINAL - - S8818 comcast.net FLusx vK TOILET PAPER WIN V ro HOLDER 1 r-6" z'-o" n 1 1 WIDE aoE of sr LJ z € "N oore HOT ATEWAT FINISH = A UNISEX TOILET RM. OFFICE UNISEX TOILET RM. OFFICE UNISEX TOILET RM. OFFICE UNISEX TOILET RM. OFFICE esign n a DRAIN PIPES ----- m a FLooR INTERIOR ELEVATION INTERIOR ELEVATION INTERIOR ELEVATION INTERIOR ELEVATION �— m ------ 1IA1 1IA1 B IAt D 1IA1 -- — ------ --- ----- --------- — ---------- 0 SCALE:1/4'=1'-0" 0 SCALE:1/4"=1'-0" a SCALE:1/4"=1'-0" G SCALE:1/4"=1'-0" ssoclates C 15504 SE 18th Street Bellevue, WA 98007 V-8" (425) 941 - 1040 1 NTS FIXTURES ACCESORIES RESTROOM ELEVATION KEYNOTES SELF gmooredesign@wmcast.net SELF STORAGE DESIGN _ _ 0 O 6"CERAMIC TILE BASE.TO MATCH FLOOR. o-- 15 ELECT.RM. 0 GRAB BAR-BOBRICK B-5806 SERIES OTOILET PAPER HOLDER-BOBRICK B-288 To to aaOU NmEs 4 1 D /Al B O 36•HX 24-W MIRROR,BOBRICK B-292 G // O SURFACE MOUNTED LIGHT FIXTURE 1. A CLEAR SPACE OF SUE ON WI SIZE TO INSCRIBE A 60'Dt4 CIRCLE W/IN THE SPNRARY FACILnY ROOM. 5 FAILSAFE FW W 220 120 FSB 2. FLUSH VALVE FLOOR BE ON WIDE SIDE OF TOILET AREA. __ / O B—Ck B-72974 Aulematic Uni—al Navy Blue 17' D. 44'MIN.FROM BOOR TO FLUSH VALVE. Surtace-Mountetl Roll Paper Towel Dispenser 7 4. 5 LB.CES FORCE ET OPERATE VALVE L 5. SEE ACCESSORIES DETAIL FOR HEIGHTS OF GRAB BARS AND ACCESSORIES. D Al B �] SOAP DISPENSER-BOBRICK B4112 � "" CLEAR, LEVEL A I - FLOOR SPACE � ` J 24" MIN. I C O LAV.786 CEYOVALHORIZON WITH HERITAGEO 210STE CENT ICAN FAUCET AND3POP-UP WASTES:AMERICAN STANDARD 3303.103 8'NLNIn AVx Nlry cta EXT. DOOR O P-LAM.WINSCOT 4'-0"AFF �3B'GMBB4A 18" MIN KOHLER HIGHCLIFF LITE KA368 WITH INT. DOORS 6 0 K46]0-CSEAT(WHITE) MINB.T ti INSULATED DRAIN PIPE V000"m WA PULL SIDE Uj __ _ _ SURFACE MOUNTED COMBINATION LIGHT/ p 5y,.�i0IIE110 I F 3 IWL — -- — JAN. 12 EXHAUST FAN/HEATER CENTER IN ROOM a PUSH SIDE , TOILET ROOM @ OFFICE 13 FULL LENGTH MIRROR@ TOILET ROOM. Fad MHa suRFus �� m I A70 SCALE=1/4"=1'-0" 76 14 KOHLER O r Udnal+Flushometer combination wM ilu Barcwn wall-mount urinal and 0.125 gpfmanual ,h,m,t,, lo M, E DRINKING FOUNTAIN EMS-EDFPBMII]K EZH2O SIDEELEVATION PLAN I2 18 MOP TYPE SLINK 7 FRONTAPPROACH Qz TOILET ROOM @ LOADING 6 HOSE.B. A10 SCALE=1/4"=V-0" ID CLEAR, LEVEL FLOOR SPACE W W 2 NTs LAVATORY CLEARANCE 3 NITS TOILET STALL CLEARANCE 3 2 - - - 2 Q MIN. rAr/ ROOM R AOA AREA FOR ACCESSIBLE AREA FOR ACCESSIBLE IDENTIFICATIONDAOOM 6 HARDWARE HARDWARE PULL SIDE EXITSIGN SEE DETAIL l A�A —\ SEE DETAIL 9 ] 9 v `Y■ o PUSH SIDEZA 11 4 6 P- 3. U) - 4 84 STRIKE SIDE STRIKE SIDE OF DOOR OF DOOR 54" 2 m y°• J 1TKICKPLATE $ 101KICKPLATE 3 MIN. 1 PUSHSIDEOF PUSH SIDE OF HINGE SIDE APPROACH '1 2"" 1"" 10 LU DOOR DOOR � �./ rYP EXIT DOOR A UNISEX TOILET RM.@ LOADING UNISEX TOILET RM.@ LOADING P PUBLIC RESTROOM DOOR SIGNS CLEAR LEVE t,t Al INTERIOR ELEVATION Al B INTERIOR ELEVATION FLOOR SPACE CORRESPONDING GRADE II BRAILLE SCALE:1/4"=1'-0" SCALE:1l4"=1'-0" LETTERING RAISED I/32" — I EXIT PULL SIDE __ _ REVISIONS: PROVIDE ROOM IDENTIFICATION SIGN ON LATCH SIDEOF •" 1 PUSH SIDE DOOR.LETTERS AND NUMBERS ON SIGN SHALL BE RAISED 12 1132"MIN.SHALL BE 518-HIGH AND SHALL BE UPPELIETTERCASEBANS SERIRALS HAY E RAISED 1/32" pq^ z Mark Gale UPPERCASEDWITH SERIF TYPEBSHALL BE - MIN ? 12 SANSERIF UPPERCASE CHARACTERS ACCOMANIEO BY ACCOMPANIED WITH GRAOEII BRAILLE. — GRADE 2BRAILLE. L J L RAISED CHARACTERS SHALL BEAT LEAST 5I8'HIGH,BUT — NO HIGHER THAN T DOT DIAM BRAILLE STANDARD DIMENSIONS: LATCH SIDE APPROACH 2 — DOTRIIAM. .059 INCHES JAN. INTERIOR DOT SPACING.0901NCHE5 �$ i 48" IF DOOR IS EQUIPPED WITH - R GRADE2BRAILLE HORIZ.SEPARATION .241INCHES BOTH A LATCH AND A CLOSER.BETWEEN CELLS 4 OA ACCESSIBILITY SIGN DETAIL VERT.SEPARATION .395INCHE5 LICENSE STAMP: BETWEEN CELLS Y77 11 7Z 3 q OB EXIST SIGN DETAIL y 4 NTS ACCESSIBLE_DOOR_SIGN 5 IEXIT_SIGNAGE 6 NTS DRINKING-FOUNTAIN UNISEX TOILET RM.@LOADING NISEX TOILET RM.@LOADING INTERIOR ELEVATION TERIOR ELEVATION4>_IUN SWITCH THERMOSTAT C SCALE:1/4"=1'-0" SCALE:1/4"=1'-0" 1B" DATE: 05/27/16 MIN CALE ® W., '7 llWl �——_ a SHEET CON NOTED e RECEPTACLE I � SHEET CONTENTS: DISPLAY CONDITIONS LJ -1 L �" � OUTLET � � TOILET ROOMS II IIIIIIIIIIII IIII �� PLANS/ELEVS � lllU ill a' � fml C DETAILS u � z INTERNATIONALSVMBOLOFACCE531BILITY SHEET. 7 NTS ACCESSIBILITY_SYMBOL p NTS THRESHOLD/TRANSITIONS g NTs MISC:MOUNTING-HEIGHTS 1 101 1 DOOR-CLEARANCE A 10 STOREFRONT: NOTE: ALL H.M.DOORS ALL BE FACTORY PRIMED. O O STOREFRONT: E R NT: X 4.5"ANODIZED ALUMINUM STOREFRONT SYSTEM WITH THERMAL BREAK DOOR SCHEDULE FIELD VERIFY ALL OPE FACTORY DOOR SWINGS WINDOW/STOREFRONT SCHEDULE MULLIONS AS INDICATED.STEEL STIFFENERS AS REQUIRED FOR SIMPLE SPAN MULLION. GENERAL NOTES &HARDWARE W/OWNER PRIOR TO ORDERING. NOTE: FIELD VERIFY ALL OPENINGS BEFORE FABRICATION. 1"INSULATED GLASS,TYPICAL. CLEAR. INTERIOR ROLL UP DOORS - GLAZING CONTRACTOR TO PROVIDE COMPLETE SYSTEM. MARK QUANTITY TYPE SIZE LABEL DOOR MATERIAL JAMB MATERIAL HARDWARE REMARKS WIDTH X HEIGHT Interior Storage Doors 81 Hallways MARK SIZE(WxH) LOCATION AREA #OF GROSS DESCRIPTION U SHGC REMARKS: C LABEL LOCKSET W/APPROVED CLOSER. PROVIDED WEATHER PE1Bt 8CHt0®Bt ARCHIEC78 UNITS AREA O 1 SWING(1 LEAF) 3'-O"x 6'-8" HOLLOW METAL HOLLOW METAL W/TRESHHOLD.VERIFY SECURITY STRIPPING&DOOR SWEEP 1.Product A A 1 HR. W/OWNER.ALARM ALL EXTERIOR DOORS. @ ALL EXTERIOR DOORS. ALUM.STORE FRONT Seat 48th Avenue NE 1 2'-0"x 9'-6" STORAGE 19 1 19 SQFT. 40 .40 WI TEMPERED GLAZING AS NOTED LOCKSET W/APPROVED CLOSER. "S"LABEL REQUIRED EXIT a.Curtain shall be Grade E 80,000#min. Seattle Washington,98105 FINISH T.B.D. ( g O 7 SWING(1 LEAF) 3'-0"z 6'-8" B LABEL HOLLOW METAL HOLLOW METAL NO OWNER. ALA VERIFY SECURITY ENCLOSURES SECTION 715.4.5.3 yield)galvanized,26 gauge steel. It shall be (2 0 6) -9 54 - 0442 1 v2HR. W/OWNER.ALARM ALL EXTERIOR DOORS. EXCEPTION 715.4.4.NO TEMP. g g g saaia comcast.net ALUM.STORE FRONT VERIFY LOCKSET @ ROOF W/FIRE MARSHALL RISE DOORS REQUIRED. deep roll formed and look seamed together psaaia@comGast.net Z-0"x T-7 1/2" STORAGE 16 1 16 SQFT. .40 .40 W/TEMPERED GLAZING AS NOTED O BUILDING EQUIPPED WITH to make a continuous curtain to full door FINISH T.B.D. LOCKSET W/APPROVED CLOSER. 3 2 SWING 1 LEAF S-0"x 6'-8" C LABEL HOLLOW METAL HOLLOW METAL AUTOMATIC SPRINKLER. height. Curtain Shall be protected with a ( ) NO O PRIVACY LOCKS AS PER SECTION 903.3.1. @ TOILETOILET ROOMS. S.VERIFY W/OWNER. VertIC61 Wear Strip at each drum Wheel. oore 2 2-4-"x 8'-6" STORAGE ALUM.STORE FRONT 17 SQFT. .40 .40 W/TEMPERED GLAZING AS NOTED FINISH T.B.D. O C LABEL HOLLOW METAL LOCKSET W/APPROVED CLOSER. b.Guide Assembly Shall be 18 gauge eSl g n 4 1 SWING(1 LEAF) 4'-0"x 7'-0" HOLLOW METAL W/q"MASONARY W/TRESHHOLD.VERIFY SECURITY W/WIRE GLASS RE-CITE 1 HR. galvanized steel with pre-punched holes for HEAD JAMB. W/OWNER.ALARM ALL EXTERIOR DOORS. the lock and anchors. Protection Shall be ALUM.STORE FRONT � ssociates STORAGE 13 1 13 SQFT. .40 .40 W/TEMPERED GLAZING AS NOTED HOLLOW METAL LOCKSET W/APPROVED CLOSER. P prevent FINISH T.B.D. O C LABEL etween cain steel t0 steel contact 15504 SE 18th Street 5 1 SWING(1 LEAF) 4'-0"z 7'-0" HOLLOW METAL W/q"MASONARY VERIFY WI OWNER between curtain and guide. 1 HR. HEAD JAMB. Bellevue, WA 98007 3 12'-0"x 9'-6" STORAGE 114 3 342 SQFT. ALUM.STORE FRONT 40 .40 W/TEMPERED GLAZING AS NOTED LOCKSET W/APPROVED CLOSER. FIELD VERIFY ALL C.Bottom Bar extruded 6063-T6 Aluminum (425) 941 - 1040 FINISH T.B.D. ANODISED ANODISED W/TRESHHOLO.VERIFY SECURITY OPENINGS PRIOR With an 1 1/2"x 1 1/2"x 1/8"painted Steel gmoomdesign@comcast.net O 2 SWING(1 LEAF) T-0"X T-0" NONE ALUMINIUM ALUMINIUM W/OWNER.ALARM ALL EXTERIOR DOORS. TO FABRICATION SELF STORAGE DESIGN FINISH T.B.D. FINISH T.B.D. To REMAIN UNLOCKED DURING BUSSINESS HOURS. TEMPERED GLASS. angle and a vinyl continuous tubular type O 12'-0"x V-6" STORAGE 102 3 306 SQFT. ALUM.STORE FRONT 40 .40 W/TEMPERED GLAZING AS NOTED weather strip. Assembly shall be lock to the FINISH T.B.D. O 2 SWING(1 LEAF) 3'-0"X 7'-0" NONE WOOD WOOD T.B.D. Curtain. ALUM.STORE FRONT d.S rings ings doors 6'-0"and less shall should 5 10'-0"x 9'E" STORAGE 95 5 475 SQFT. .40 .40 W/TEMPERED GLAZING AS NOTED FINISH T.B.D. VERIFY DOOR DETAILS have"One"any door over 6'-0"should have CDT.B.D. ROLL UP VARIES NONE METAL METAL LATCH W/VENDER SPECS. "two" helical,oil tempered torsion springs. CYLINDER LOCKS Springs shall be engineered for long life and O10'-0"x 8'-6" STORAGE 85 5 425 SQFT. ALUM.STORE FRONT FINISH T.B.D. 40 .40 W/TEMPERED GLAZING AS NOTED easy door operation. NOTE:ALL EGRESS EXIT DOORS SEE IBC SETIONS 1008.1.3.4,1008.1.8&1008.1.8.3.SEE TABLE 715.5.3 FOR ALLOWABE AREA OF GLAZING. NOTE:ALL EGRESS EXIT DOORS SEE IBC SETION 1008.1.3.3. e.Support Bracket Is formed from 12 gauge O 9'-4"x 8'-0" OFFICE 74.4 2 148.8 SQFT. ALUM.STORE FRONT q0 .40 W/TEMPERED GLAZING AS NOTED galvanized steel with pre-punched holes for O FINISH T.B.D. Spring alignment,guide attachment and WI RECITE@ST.PADE spring adjustment with a deep drawn ALUM. FRONT INERIFWEIOWNER 3'-0" bushing for easy low friction fit with the door $ 10'-4"x 8'-0" OFFICE 82.4 1 82.4 SQFT. .40 .40 W/TEMPERED GLAZING AS NOTED FINISH T.B.D. axle. OPTIONN RIFYW// KMER.ERIFY WI OWNER. LU ALUM.STORE FRONT f.Paint Coatinq applied prior to roll forming O 9'-4"x8'-0" OFFICE 74.4 2 148.8 SQFT. .6 .40 W/TEMPERED GLAZING AS NOTED o 0 o by the continuous roller Coating method. FINISH T.B.D. q q s s q This includes brush pretreatment,prime O 12'-0" 10'-0° coat,and medium gloss top coat with EQ. EQ. EQ, ED. "40' m o°o�o�< polyester paint system. Color shall be C .yam ' • um.olnNouo 4,p• STOREFRONT verified by owner. G!^ KICK vuh v J BOTH SIDES. g.Locking device(Door Latch)shall be a two o O O O O O O part double plated 11 gauge steel. Locking �1 device shall provide for use or removable Z v VARIES. cylinder type lock mechanism. All latched wQ ❑ wQ to be STAINLESS STEEL. UJ d d O O O rn 4"FROM ENDS h.Inside Door Stop deep formed from 12 W Lu, 1 1 a 4"FROM ENDS& 18"O.C. TYPICAL gauge galvanized steel,with pre-punched w ❑ w holes for attachment to both guides. SharpEll Q P.T.WOOD SHIM AS REQ'D u, points not accepted. OO O o `> i.Lift Handles are made of galvanized steel 4 METAL PANEL SIDING with an eas gripd provision for 12'-0• 10'-0• BY METAL FRAMING FABRICATOR N y an O EQ. EQ. EQ. EQ. CONT.CAULKING. ata Offa 1/4"nylon rope with polypropylene ene core reinforcement and tied - ❑ Q ❑ NEOPRENE SETTING BLOCK a rn' as a loop. �/^) Fu W 2b �./ 1/4"CLEAR GLAZING TYP 2.Execution w - w 2a O ALUMINUM STOREFRONT FRAMING O Installation shall be exclusively by O O CONT.CAULKING. manufacturer's trained Installers Or by an J w ❑ d `Y `.Y .032 ALUMINUM SILL FLASHING experienced D/B crew. Installation shall be CONT.FINISHED TO MATCH in strict accordance with manufacturer's W . STOREFRONT FRAMING printed instructions. U) O O (NEXT&INT JUNCTURE OF 3.Optional Features FLASHING&GYP.BD. P.T.WOOD SHIM AS REQ'D a.Ball Bearing Brackets: Roll up doors s'-a• 1o'a" s,�" larger than 8'-8"wide shall be provided with EQ. EQ. EQ. 3'-2• EQ. EQ. 3'-4" ED. #12 TEK SCREW a self ball bearing securely welded to the 4"FROM ENDS&@ 16"O.C. door support bracket. TYPICAL �l DETAIL Ca_)JAMB/HEAD b.Insulated Doors: Insulation to consist of REVISIONS: °"�E.3_'"" two layers of aluminum nylon film laminated Mark Date O7 O O to the outside of two layers of heavy duty - polyethylene air bubble cushioning. Material _ 4 shall have an R value of 4. A rigid vinyl side _ �Ll and top draft stop seals against the v O ❑❑ O v T insulation door curtain and header. _ Y � c.Kynar paiai nt finish: Shall be supplied by a Kynar licensed paint applicator in strict accordance with manufacturer's instruction. LICENSE STAMP: Paint applicator to supply standard warranty to the Owner upon completion of the project. 5.ADA Compliance t a.All Roll-Up Doors to meet code operating aw_5=�aOT. standards as per ANSI sections 4.13.1 thru '�j 4.13.11. &WAC section 309 operable Parts. Section 309.4 Operation. Operable parts shall be operable with one hand and shall DATE: 05/27/16 not require tight grasping,pinching,or SCALE=AS NOTED twisting of the wrist.The force required to SHEET CONTENTS: activate operable parts shall be 5 pounds (22.5 N)maximum. WINDOW& DOOR SCHEDULE SHEET. All GENERAL NOTES Lighting: • • General Lighting Requirements are as follows: ----------• •----------• •----------- - . ---------• --------- ---------- ---------- ----------• ----------- - . ----------- ----------- - . ------------ --------- ' '----------' A.Image Lighting 1."Color"of exterior lighting at facility entrance shall be"white" as produced by LED fixtures.Other colors of light are acceptable, i n rives no vis e rom a main ron ge roadway. . I •--------- ---------- ---------- ---------- --------- ---------- ---------- ---------- ---------- L . . wthi dt ibl f fta 2.Fixtures shall be installed in a manner that prevents glare in the 3838 asm Avenue NE IT n driveway,frontage road, r ) properties. Seattle Washington,98105 -- -- - ----- •---------- •---------- ----------. ----- •--------- •---------- ---------- -- -- direction o the wa toe a o adjacent Dark Sky rated. psaaia@comcast.net 3.Low mounted fixtures shall be positioned or protected to - --- --- -- ------ ----- ------ ------ ----- ------ ------ ----- ------ ------ ----- ------ ------ ----- ------ ------ -- ------ ------ ----- ------ ------ ----- ------ ------ ----- ------ - -- - intentional damage. Dore STAIR TO ROOF /���\ ` prevent accidental or in A3 SCALE=1/16-V 0' 1.Interior Site r Dirt Areas ----- ----- ----- ----- ----- ---- ----- ----- --------- ----- ----- ----- ----- ----- ----- ----- ----- a.All fixtures to be LED.Confirm with owner. esign b.Fixtures on opposing buildings shall be located in a staggered # # # # # # # # # fashion within drive aisles on a maximum of 40 ft.centers(80 ft. SSOCIati'S between fixtures on each building.Dark Sky rated. 15 lie SE lsth street «A—,a-� # # # # # # c.In all cases,fixtures shall be installed with a spacing that Bellevue, WA saoo� provides a 3 footcandle(F.C.)average maintained Illumination a25) s� - Joao ---------- ---------- ---------- gmooredesign@mmcast.net a»MHO° °aR level throughout drive areas. SELF STORAGE DESIGN xx RIHEP9a.papx ; maeMW rvF d.Exterior unit mix layouts developed with units 10'deep or less $ G. J Da Rw - on one side of the drive aisle shall have a minimum of 2 F.C.of F illumination measured on the floor along the back inside wall of -----------• •----------• ----------- ---------- ---------- # the units. 2.Special Area Lighting MOUNTING HEIGHTS FlE EXTING'RMWMINe�isE mnevieio L¢ # '----------• .----------. •----------. •----------• •----------• •----------• •----------• •----------• •----------• •----------• a.Facility Entrance&Accent Areas:verify with owner. ... THIRD FLOOR ♦Overall lighting from the curb cut to the entrance gate shall be RCP1 SCALE=,/16'FLVHY minimum five-foot candles z c� ♦General area illumination shall be ten-foot candles to identify O location. wea. ♦Supplementary timer-switch-operated fluorescent lighting shall be provided to allow"working"light of 30 F.C.average maintained ®t at the loading area itself. 0 AN r� __ C.Interior Lighting w---------- ---------- ---------- --------- ---------- ---------- ---------- --------- ---------- ---------- ---------- --------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 1.CCorridors "'"a` a. n average light level of 25 F.C.shall be maintained Y W EH MIN s� P. throughout the corridor system,with minimum of 15 F.C.at an CORRIDOR/LIGH ING point measured at the floor. (3:1 maximum to minimum O MOUNTING HEIGHTS distribution.) CORRIDOR LIGHT MOUNTING DETAIL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I. 1 1 1 1 1 1 A 1 1 T Y T ♦ T Y T ♦ T T ♦ T Y Y l Y Y l T Y Y ♦ Y Y T ♦ b. Fixtures with 4-foot T8 fluorescent tubes(Warm)shall be used throughout the corridor system. (2),4-foot tubes preferred. ^\ # # # # # # # # # # # # # # # # # # # # # # # # # # corridor switching shall be activated by motion detection. v c All o Z Verify with owner. -----------' •----------• •--------- -----------• •----------• •----------' •- w1aE I s�s'BEA A dEo aG EGWD --------- ----- ----- ---------- ---- - MEMBERWITwNt•DFEAGHGGRNERDFEADH ---------- ---------- ---------- ---------- ----- ---------- ---------- ---------- -------- ---------- nRE YP. I - --------- - Motion Detection Light Switching sD3PExDEDDEILIN. L SEE a.Motion detection devices shall control all interior circulation Q PENDED EINNGWRES- EaDHLIGHTH TDRETGHa E,:, # # # # # # # # # # # # # # # areas. a pia a lighting immediately a,zG NGERWIRE3ATAGHED # RDMTHEHTDREHGD_AT I Detectors d THE all REABGNE,GNEAT HE"D.YP. --- m predictable direction Into the specific b tecto shall b placed to activate me is O # # # # # # OO upon enry from any pred a specif a O corridor. GH HxTDRE ---------- ---------- ---------- C.Detectors shall be placed to allow activation when stepping ID �/ --- --- ----------• '----------• '----------• '---------- ----------• @ �@ @ d.Interior storage units 1 OX15 and Ilarger will have its own v) co MR.DFFx®4p EAR motion detection sensor. I # e.Duration of individual activation shall be 30 minutes. SUSPENDED CEILING AT LIGHT H H f. Areas of independent activation,or seperate zones,shall be J SOB STA,DARDS EY SHAULOGFY /_21SEC0ND FLOOR T 100 feet. RCPt SCALE=,/,6•=,-D• g. A motion detector shall be dedicted to activate the elevator \ lobby lighting as the elevator door start opening. h. A motion detector shall be dedicted to activate the lighting S,RDGTRDE F in all stair inclosures at start of door opening. DREW A, 5.Electric Eye/Photo Cell FNAWxG>�R3,ET TAIRINMINGGSOREw ® ® a. All signage,entry areas,accent lighting(accent R HINWALLEED.DNDDR, ENDnBETDaETGHTTD ---------- --- ---- doors,etc.)and driveway lighting shall be controlled by a REVISIONS: R THIRDEILWGR CONDUI w SL ExINDTALLBDLTT #TO # # # # # # # # # # # # # # # # # # # # # # # # # # # # # - ® light sensitive electric eye system. (Photo Cell) The system Mali Date FENOLAS. ID shall be adjustable by Owner. LOOKING Nuri WD # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # + # # # # # # # FIXTURE SCHEDULE ® ® Fltl D.4G., Key Marvila—r FinisV_ GAG.KY APPI-1.11C.—m y ♦ y ♦ ® 4' .0UNT ra HAR WHITE SHARK430NWH. "'EN_MOTIONOETEC ENO-OUCH S # # # # # # # # # # # # # # # # # # # # # # # # # # # # — 2X4 TROFFER RAB WHITE TRLED2X43iYID10 NIGHT UGHTW/© 45SW TRLED2X431YID10E BATTERY BACK UP LICENSE STAMP 'C'IDPOK DOOR&LLSUPPORTSSUPPLIED UNDERSISUSPENDED CEILING RVP.1 Tao 11E OTHER NIT HUOR PAINT COLORIBG XALLWAYI WH BY nEINiO MOTION SENSOR SWITCH U ' PITIN' •----____-- e'O' NL NIGHT LIGHT iO REMAIN ON 24T1 SSOt REGISTERED LOW SUSPENDED CEILING NOTES'. 1 1 1 1 1 1 1 1 1 1 1 GYRCEILDIG®0'o• INSIDE LOADING @ PAS WHITE AISLED IOW N� orHE srxucruRwL T T T T T T T T T T T L # # # # # # # RUNNER INTERGEC'NON,AND SPILAYED�'FROM EACH OTHER AT AN ANGLE NOT To_ED as•FROM THE PLANE or THE CEILING-A STNUT FAGTGNED TO THE MAINR...ERS"OEExrexo3o TO Arvo FASTENEOT WALL PACK RAB BRONZE WPLE0104 VERIFY AgUNTINGHT.WIOWNER. FROPIDER MEMOERE AUPFORTNG THE ROOF oa FLOOR AaOVE. THE STRUT$HALL BE AOEOW.TE TO RESISTTHE VERTG.LCOMPONENT IxOUCEO # # # # # # # # # # # \, E%IT LIGHT 0 ftAB BRONZE WP)F281E1 BATIERY&1C1(t—MINUTESNII BV THE BNACINGWIHES-THESE 1pF—ALRE3TRAIM P01M SHALL.E ------""" ® '-----------' Ne MELECT.SHCPDRAWINu3 D RAe DATE: 05/27/16 O�rvE LOaoE raP09EoLE RES TorHE sraucruRE ® ® ® ® ® ® # # # # # GIMount ® WHITE vx3RLEo taDGVCs VERIFY WI ELECT.SHOP DMWINGs eERs snau BESPACEDAMINIMUM OFB FROM # # # # # # # # # # # •\ CFLLampM1dtle—Aubmatic Oovp., UNIT FIXNRE LEVIiON WHITE 90B30CC Sensor and Char Pol kmMe Lam GuaN, aTMIurERaLI FORCEe-BRAC OWIRESTSHALLALL 11 BIEG yT.a p # SCALE=1/16"=1'-0" RTHEAcruAL # # # # # # # # # # 1 1 \\ RECEssFn ® N. wnrtE No,in4swrxae cErrtERns sxowN SHEET CONTENTS: MTL SCFFRdilg<' Y T RSTR SI�TD,=�INLENGTH EW<.EMTTHINW L TBG Box pA TRAD LTRA�STDOEONDIMMERS. 1st Floor ERTI LSDP oRTWIRE T 3 z�3Ta:O: OHWAY PENDANT Reflected Ceiling WRSSOD # # # # # # # # # # RAN— wUMIUM °�CE20AHT T1,g"T11"'G'"TRADF MGR3 SUSPENDED CEILING DETAILS =__________�____________ - - Plan ——————————— ———————————— SHOW WINDOW LERV6 WalerPmof RGB LED Fl9 LI9N Cobr GM1Rr61r6 LED SewrOy LgN 16Cpbe84 Moxes, AS PER Iec eo3.e.T,aASTM BS5eSe F—RE IN Remote C9 11ANoOetl,LEDFGAI9NUSPI19Spo9I9KW VVG01IUNN y# EXHAUSTFAN TBD 10D TED# # # # # # # # # # 'I BOX OUTLET Q' FOR WINDOW SIGNAGE B MISC.LIGHTING SHEET: --- •-----------•---------- •--------- ----. 3 FIRST FLOOR NOTES: RCP1 SCALE=1/16"=1'-0' 1.FOR PURPOSE OF CLARITY SEE SHEET(EG-,I EGRESS PLANS FOR LOCATION OF EXIT SIGNAGE. RCP-1 2.ALL LIGHTING CONTROLLS SHALL COMPLY YIN WSEC,SECTION C405.2.2.2 2.LOCATIONS OF2-NIGHT LIGHT LOCATIONS T.B.D.BY ELECTRICAL CONTRACTOR.(BIDDER DESIGN) OI ---------- ----------J------------ ------------ ------------ 16a ______----__ XIT-1I---------------162'-------- IT Exlr •---------• OCCUPANCY LOAD & , I r�---------- 0 it -----' I ,.E ---- '-----' '-----' '-----' '---- '----' '---- '---- '- - ---- '---- '--- ---' '-----' '---- I ----- ----- ----- ----- ----- ----- --- --- - - - - - - I � , MINIMUM REQUIRED EGRESS WIDTH SECTION 1021.2 & 1024.5 PM ARCHUMM II - I - i I ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- --- --- --- --- --- --- EGRESS WI OCCUPANT SERVED' ' ' ' ' ' ' ' ' ' ' ' ' ' " " ' ' ' ' " ' " " I OCCUPANT LOAD H PER OCCU . I AREA OCCUPANCY GROSS SOFT. P E WIDTH PA 3838 48tn Avenue NE EXIT EXIT E IT EXIT I / TABLE 1004.1.1.2 TABLE 1005.1 Seatue Washington,98105 •----------• •----------' '---------- ----------' •---------- ---------- '----------• •----------- ------------ .---------- •----------' •---------- ---------- '---------- ----------' I ', ---------- ---------- ---------- ---------- ---------- ---------- ------- ------- ---------- ---------- --- --- _ (2 0 6 1 9 5m st4n t i I FIRST FLOOR STORAGE /S2 24,402 SOFT. 24,402/500=49 17x0.2=3.4 pS 18CCl CO C2 8 I I I FIRST FLOOR RETAIL/OFFICE /M 1,040 SOFT. 1,0401100=10 25x0.2=5 _+ -- F.E. _ F.E. rrrA _ �--EXIT SECOND FLOOR STORAGE /S2 25,985 SOFT. 25,9851500=52 52z0.2=10.4 T ____ r r __ _____ _ . - _____ r___ _ _____ r____ __ _ __� r____T _____ r___ r____T __ oore EXIT L ———— J THIRD FLOOR STORAGE /S2 25,985 SOFT. 25,965/500=52 52 z 0.2=10.4 i ———————————————————————————— ' — --- ---------- ---------- ---------- --------- --- EMA%TRAVEL DSTANCEINOTTO EXCEED 300'.COMPLIANCEWZTH 2O121BC SECTION 1016 TABLE 101 8 M OCCUPANCIES eSl g n 6.2 2 E ssociates L I I USES: 15504 SE 18th Street -----• ----- ---------- FLOOR 1 OFFICE 1,040 SF B L I I FLOOR 1 SELF BellevSTORAGE 24,402 SF S2 (425)Ue 941 - 1040 FLOOR 2 SELF STORAGE 25,985 SF S2 ------------ FLOOR 3 SELF STORAGE 25,985 SF S2 gmooredesignpcomcast.net IT SELF STORAGE DESIGN 77,412 SF EXIT .E EGRESS LIGHTING FIXTURE SCHEDULE EXIT Fixture Description Key Manufacturer Finish/Color Catalog# Accessories/Comments ---J '----- '-----' '-----' '-----' '----- '----' '---- '-----' '----- WALL MOUNT F.E. 1 THIRD FLOOR EG1 SCALE=tli8'=1'-0' EXIT SIGN EXIT TBD TBD TBD AS PER 2012 IBC SECTION 1011 ^O I..L F.E. i W -----• . _-----• ------• ---- . ----------• ----------• -----• . ----------• ----------. . r --' - --' EXIT I NOTES: � 4 —————----—176—————————————� I I f --- '----- . —172.——————— ,---- '---- '---- '---- '---- '---- '---- --- '--- '---- '---- O - '- --- --- '--- � ii------------- ZIT i EXIT I I 1 I I I • EXIT SIGNAGE AND EMERGENCY EGRESS LIGHTING TO MEET `^ IBC SECTIONS 1006,SECTION 1011.1.,&1011.3. V I I I LLI I ELECTRICAL CONTRACTOR TO VERIFY ALL IBC AND ^` ARLINGTON WA REQUIREMENTS.------------ _____ F.E. F.E. F.E. • EGRESS LIGHTING AS PER IBC SECTIONS 1006 006.3(1 J,(2J,(3J,(4J&(5.)& ----• ----------- ----• ---- ---- ---------- ----• ---- ----• ---- --—• -----• ----• --- - - ---• ---- ----• -----• ----• ---- ----• -----• r——EXIT L 1 1 1006.3.1. EXIT EXIT E T ---�----------------------------J ELECTRICAL CONTRACTOR TO VERIFY ALL IBC AND --- ---------- ---------- ---------- ---------- --------- I ARLINGTON,WA REQUIREMENTS. ' Q I ' I � J 2012 IBC SECTION 1016 TABLE 1016.2 S-2=300" 1 LONGEST PATH OF EGRESS--------- Ite�rr// l I __________ __________ J � li I I • ALL ELEVATORS AS PER SECTION 1109.6 ARE REQUIRED TO BE(NOT AN O i ' i SHALL COMPLY WITH F EANSI S A 1 U SECTION TI 1007.2 ) ND ACCESSIBLE MEANS OF EGRESS AS OUTLINED IN SECTION 1 .A IT EXIT 09 S jjLj1L- -- - •----------11L----------ill----------I'---------- ' I I I F.E. LL • TYPE 5L6 ABC PORTABLE FIRE EXTINGUISHERS W/RECESSED NON EXIT CORROSIVE CABINETS SHALL BE MOUNTED ON INTERIOR PARTITION WALLS J --------- --------- ---------' SECOND FLOOR ONLY. MOUNT AND SPACE AD PER SECTION 906 2012 IBC&2012 IFC.75'MAX LIJ 2 TRAVEL DISTANCE TO EXTINGUISHER. MAX MOUNTING HEIGHT MAY NOT ^ EG7 SCALE=1/16"=1.4' v EXCEED 48"TO OPERABLE PARTS. ) MAY EXTEND A MAXIMUM OF 4"INTO EGRESS PATH. SECTIONS 1003.3.1 THROUGH 1003.3.4. r--� .SI --- • STORAGE LIVE LOAD SIGN AS PER 2012 IBC SECTION 106.1 SEE PLAN FOR LOCATIONS. REVISIONS: Mark Date AREA OF REFUGE AS PER 2012 IBC SECTION 1007.6 _ --- 1007.3-EXCEPTIONS 1,2,&3 NOT REQUIRED F.E. EXIT ACCESS TRAVEL DISTANCE SECTION 1016 EXIT ACCESS TRAVEL DISTANCE SHALL BE IN COMPLIANCE WITH -- --- 2012 IBC SECTION 1016 TABLE 1016.2,S2 OCCUPANCY I I MAX TRAVEL DISTANCE NOT TO EXCEED 3000'. I I E J LICENSE STAMP: _ 145 � —————————————————————— 150'---__------__------__ IT r L 1 DATE: 05/27/16 -------®-------------� SCALE=1/16-T-O" SHEET CONTENTS: EGRESS ---------__�____---____= PLAN SHEET -----•�-----•------•------ -----•�-----•------• 3FIRST FLOOR----------- EGi SCALE=1/16"=1'-0" EG-1 O O PETER SCHROEDER ARCHIECI111 ♦ I 3838 48th Avenue NE Seattle Washington,98105 (206) -954 - 0442 psaaia@comcast.net oore esign A ssociates AREA OF SHADE 15504 SE 18th Street N00'07'32"W 624.88' SEE DIAGRAMS BELOW Bellevue, WA 98007 �` - - - - - - - - - - - - - - - - — - - - - - - - - — - -I (425) 941 - 1040 NEWFIRE HYDRANT 4 4 f / gmoomdesign@comcast.net j ? `�" ` A SELF STORAGE DESIGN mrc F- - - - - - - - - - ---------------------_ -== - - - - - - - - - - - - - - L NONE -------------- I b a. / �� b, �9n••o� e N : c � I KEYP � I ____ ____________ AREA OF SHADE I' I -2 LIDSEE DIAGRAMS B g n ELOW I ^� � U) I 2W 4" KEY PAD / /� O I�^„ EX5 NG B oNc L-- --- --J :I \ 741I7 ON y f Q 6' 000 40. Ta. TB. n. s. T5. AREA OF SHADE \ J d W uwN - - - - -- - _ SEE DIAGRAMS BELOW / 9. IB. 7. z / r. . .' / / FURTlR76PHASE H BUILDING EXISTING CHAIN LINK FENCE N00'04'54'W 477.04' \ c i EXISTING CHAIN LINK FENCE 25--0" PROPOSED 60'-0" RIGHT OF WAY EASEMENT LU W SITE PLAN Q LA1 SCALE=1:30 PLANT NOTES \ 1. Place a minimum of 4"topsoil in all planting beds. O Planting soil mix for backfill for all trees,shrubs and groundcover shall be mixture of 2/3 topsoil and 1/3 r/ � PLANT SCHEDULE organic matter. V) L 11211-1 TREES: 2. Planting and topsoil standards shall meet City of Arlington code. i.�iaol a We PR(i2E)Do6¢m STA 3. Contractor shall follow Standards for Nursery Stock 1 Acer rubrum-Red Maple/2"caliper and the ANI"American Standards for Nursery Stock. J TREE srA1�5(5-0•LENCR) 9 / cc LOOP OOS 1�A"aw""Is_ - / 4. Plan shall be followed. No substitutions shall be made SLACK FOR OR LTTRIJ"W MO�WW T OK>47 i/ A without the approval of the Landscape Architect or owner. SHRUBS: 5. All plant pits shall be inspected to insure proper drainage. 'CHANtD«`OR CITY APPROKD NOTES: QA Nandina domestica'Moon Bay'-Moon Bay Nandina/2 gallon EQUAL TREE BE MATERIAL(1` 1.INSTALLATION NCUUMS DIAMETER OF TREE 6. Contractor shall guarantee plant material and workmanship MA)T R"AIL OR STARE TREE TIE V MATURITY.TYP. @ Prunus laurocerasus'Otto Luyken'-Otto luyken Laurel/2 gallon for a period of one year after final acceptance. Replace MATERIAL 70 STAKE TO MOLD 2'-D`LIIN ` }'_6"MM- REAR AFTER Di STAKLS ONE _ \ @ KOUIND H. LOOP EACH DE YEAR AFTER N SURFACE 10N i plants under guarantee with same variety and root condition AROUND HALF TREE ORO N Tb I 2.PROVIDE SOL SURFACE TO \ GROWN i'SLAM iDIL TRUNK WARRING 3'OIANEIER // V as materials on lese specified. t new guarantee period will be CI+owTH wATElwa alHc / © Viburum davidii-David's Viburnum/3 gallon established for these replaced materials. __ •- ,TREE CLEMA SMALL / STALLS 5.-9. SEE NOTE 2 BE PER STD PUN NO OW / 7. Contractor shall place uniform 2"mulch over properly cleaned L SEE Sm PLAN NO 424 991 SF and graded plant beds. 2`-3•MULCH DEPTH TAPERED AT ('�` FOR TREE PIT DETAIL R20'-0^ l Native Hydroseed mix REVISIONS: ( 991 x 20%=198 SF TRUNK) El SHADE REQUR'D 8. Automatic irrigation sytem shall be bid/design as per Mark D81e MILLION TREE FULL LA 5'-O` \ OK>62 SF City of Arlington code to meet all requirements. STRIPLENGTH%FULL "L` CU \ STRIP MDM BETWkLN CURB \ 1 AND SIOEwALK(FOR PLA"TNO — STRIPS LESS THAN 6'-O-WIDE.) PRONDE PLANIWC STRIPS 3'-0`r WICH I SEE NOTE 3 RING FOIL MCER THAN 6'-0` / \ -SET TOP OF ROOT CILONI I'ABO / \ SIDEWALK SIDEWALK CURB t A _ STALLS 10.-14. R20'-0" •- - 855 SF TI 855 x 20%=171 SF LICENSE STA ROIIGIIDI SIDES aF T+IAlIlI1G H _ OK>68 SF / "NouE E%CAVAlEL1 AREA _ NI7H011"IIlUEA1RMC _ TREE'PIT DEPTH. / ADJACENT PAMNG/CURe RODTBKL DEPTH / (IEASUE BEFORE 1tY MRJ INN BARRER OIGtw1G TO AVOD \ (TYP.WTHW 10'CF PA VNG OKREXCAVATNN) IER DETAIL -- SEE ROOT BARR \ The Acer rubrum,Red Maple grows to a REM OK ALL H RE!STRING.AND = STA F of RENONE All BURLAP FwDII TOP DRIVE STAKES 6`lO height of 40-60'and a spread of 40'at maturity. ReciaiERe" 2/3 OF ROOTBALL V-O`INTO UNDISTURBED SOL InNo�c n 1uR%I1E CEIRI-S"PA ROEL *N NATIVE 2 BAC /3 SOIL AYFNOYENT BEtow RooTBALL SHADED VEHICLE SHADING AREA PLAN .I 2 (Ot/3 pl YO) DATE: OS/27/i6 ORGANIC MIL« AREA AMENDMENT ROFT AALLwDEPTHMEE Pn DRIVE STAKE AT n AS PER AMC 20.76.130 �1 MN WDB/OF TREE PIT-2 TIMES ROOTBALL DIAMETER OR ROOTBALL EDGE LAi SCALE=1:20 SCALE=AS NOTED FIRM BASE 5 SNAT R E(PROVDES (TVP) FIRM BASE 50 THAT ROOIBALL 5-0`.NN«EKR K GREATER SHEET CONTENTS: MLL NOT SINK) MULCH AREA TO DE CLEAR OF GRASS WEEDS,ETC.TD REDUCE cONPEnnON WITH TREE HOOTS CITY OF AR QGTON E 10/18 SrAlamwwnAw LANDSCAPE NUMBER ING DETAII. PLAN DECIDUOUS TREE PLANT •�7/�} 02950-51 �•C YQANANB L l61JN IITA TAK® ".SwNN O6L61 yw SHEET: LA-1 INSTALLATION / ERECTION DRAWINGS AEEREVDATI PAGE INDEX: TYMCAL PANELS TYMCAL NOMENCLATURE: LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL ``'},,--C"MCC .' W C-PNL C-PANEL BUILDING"A"IST FLOOR IOGx3Ylxl2GA IST FLOOR EXT.WALLS s PERIMETER 10'-8 CMU N/A CMU CMU Q R-"L R-PANEL STUD e CHANNEL LAYOUT RGD-All-A1.2 LLLL.AUG. FLANGE S1ZE IST FLOOR INT.BEARING WALLS 10'-8 6Gx2 I/2xIbGA 30"O.G. 6 I/6x2 3/8xI6GA 6 I/8x2 3/8xI6GA U-PNL U-PANEL PARTITION 6 UNIT LAYOUT RCD-AI3-AI.4 MEMBER SHAPE(CEE,ZEE,ETC-.) 2ND FL W FLOOR EXT. ALO.G.WALLS a PERIMETER 10'-I 6Cz2 I/2xIbGA 5'-0 O6 I/Sz2 3/8xI6GA b I/8x2 3/8xI6GA RRU REVERSED ROLLED U-PANEL 2ND FLOOR FRAMING RGD-AIS-AI.b WEB SIZE BEARING WALLS 10'-1 4Gx2 I/2xl4GA 30"O.G. RILL REVERSED ROLLED U-PANEL(LINER) 2ND FLOOR DECKING RCD-AI.I-AI.B TYP NOT ROLLED STEEL MEMBERS W/SHOP DRAWINGS 2ND FLOOR INT. 4 1/8x2 3/8xI6GA 4 I/8x3 3/8xI6GA z —SHOP DETAILED MEMBER NUMBER 3RD FLOOR EXT.WALLS s PERIMETER VARIES 6Cz2 I/2xIbGA 5'-0 O.C. 6 I/Sz2 3/5zI6GA 6 I/8x2 3/8xI6GA PBG PURLIN BEARING G-PANEL W21x44Bz t t—MEMBER SIZE 3RD FLOOR INT.BEARING WALLS VARIES 4Gx2(/2xIbGA 5'xl0'GRID N/A N/A PBU PURLIN BEARING U-PANEL BUILDING"A"2ND FLOOR TYP CHANNEL MEMBERS E%PIRES. PIER PURLIN BEARING R-PANEL STUD e CHANNEL LAYOUT RGD-AMB-A1.10 TC8 10'-II 1.2-PNL l2-PANEL PARTITION 6 UNIT LAYOUT RCD-AI.II-A1.12 L MEMBER LENGTH HEADER&PURLIN SCHEDULE: SSEAM STANDING SEAM 3RD FLOOR FRAMING RGD-A1.13-A1.14 REFERENCE NAME LISTED ON ISOM AFF. AFTER FINISHED FLOOR 3RD FLOOR DECKING RCD-AI.I5-ALI6 TYP FRAMING SUPPORT MEMBERS LABEL DESCRIPTION SUPPORTED BY 50M BILL OF MATERIALS (2)Z512-1 IS'-6 HI 4Gx2xI&GA SINGLE GEE STUDS EA.END tll� BOS BOTTOM OF STEEL BUILDING"A"3RD FLOOR MEMBER LENGTH 142 8Cx2 1/2x16GA DOUBLE CEE STUDS EA.END 0 LLL MEMBER PIECE MARK m V E Bi BASE TYPE STUD e CHANNEL LAYOUT RGD-AI.Il-AI.18 MEMBER REFERENCE MARKNUMBER HDI DOUBLE 8Cx2 I/2xl2GADOUBLE OFF T A W n 0 CMU CONCRETE MASONRY UNIT PARTITION e UNIT LAYOUT RCD-ALIS-AI2 MEMBER QTY HD2 DOUBLE IOCx2 1/2xl2GA W/ 0 W ei GONG. CONCRETE ROOF FRAMING PLAN RI -AI2(-AI.22 TYP PAR7ffKKJ PANELS CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END CON79 CONTINUOUS ROOF SHEETING PLAN D-AI23-AI2 (35)15'-1 ZI 4Zx2 1/2xIbGA ZEE PURLIN SINGLE GEE STUDS ' 'cj x?L .� D5L DOUBLE LMEMBER LENGTH [�I9 MEMBER QTY ul W EL ELEVATION } TYP SECTION MARKS � Q E.HT. EAVE HEIGHT ELEVATIONS RGD-A2.1-A2b ry GA GAUGE DI 9 FF./FFLOOR FINISHED FLOOR DETAILS Q� VIEWING DIRECTION E p� FMG FRAMING FRAMING/SHEETING DETAILS RCD-dl PAGE NUMBER m DETAIL NUMBER J E F.W. FIRE WALL FRAMING/SHEETING DETAILS RGD-dx 61`-m INSL INSULATION FRAMING/SHEETING DETAILS RCD-dx TYP SECTION(GENERALLY REFERING TO GONG.SECTIONS( MFGR MANUFACTURER N.T.S. NOT TO SCALE 4PAGE O.G./o/G ON CENTER PNL PANEL QTY QUANTITY NUMBER DEAIL NUMBER 6REF REFERENCE VIEWING DIRECTION REO'D REQUIRED a ~ TYP GRID LINES 51)./5D.5. SELF DRILLING SCREW NOTE 7� TOS TOP OF STEEL COLUMNS MAY OR MAY NOT FALL ON GRID v I ( 1-) LINES.GRID 18 FOR REFERENCE ONLY T5 TUBE STEEL TYP TYPICAL GRID NUMBER/LETTER Cj O m GRID LINE U.N. UNLESS NOTED Cn p tt� W.A.WEDGE ANCHOR WEDGE ANCHOR COMMON MATERIAL LL 4 CENTER LINE CEE ZEE U ie PLATE FLANGE TOP FLANGE L- ANGLE WEB WEB w TOE(RETURN LEG) 50TTOM FLANGE(TOE SIDE) ® p I FLANGE N EAVE STRUT CHANNEL p � r TOP FLANGE F5WEE, WEB BOTTOM FLANGE ITOE SIDE) W U O m L L � Q � Ll O L) O W U Rlvw Dlty D-19,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5C"8266 r JOB #: RCD°1058 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a -7LE 0 OF SHEETSLL 36x24 PAPER SIZE —-—-—-——-—-—-—-- --—-—-—-— —-—-—-—- --—-—-—-— -—-—-—-—- —-—-—-—-- -—-—-—-— --—-—-—-— —-—-—-—-- -—-—-—-— —-—-—-—- --—-—-—-— —-—-—-— —-—-—-— —-—-—-—-- -—-—-—-— —-—-—-—- -—-—-—-— Bf� --—-—-—-— —-—-—-—-- --—-—-—-— —-—-—-—- --—-—-—-— —-—-—-—- —-—-—-—-- -—-—-—-— —-—-—-—- -—- 301, 101. -———————— -—-—-—-— ———— ——— ———— - -—-—-—-- -—-—-—-—- -—-—---—I -—-—-—-—- -—-—-—--I -—-—-—-— —-—-—-—- -—-—-—-— —-—-—-—- -—-—-—-- -—-—-—-— —-—-—-—-- -—-—-—-——-—-—-—-- --—-—-—-— —-—-—-— -—-—-—-— -—-—-— C,VIC - - - - - - - - - - - - - - -—- - - - —-—-—-—-—-—-—-— —-—-—-—-- -—- — -—-—-—-— —-—-—-—-- --—-—-—-— —-— —-—-—-— —-—-—-—- —-—-—-—-- -—-—-—-— —-—-—-—-- -—-—-—-——-—-—-—-- --—-—-—-— —-— —-—-—-— - Bel 1127 1p -------- -------- -------- -------- -------- -------- --------- -------- -------- ----------------- -------- -------- ----------- 30. to AL EUX Ill --------- -------- 101. -------- --------- ---------- 101. 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,p a O o [ a = p ri T N Q Z � O Lu 0 m PLAN Partition d Unit La out u< u p N 0 NOR TN JW a lielny'A"/lee FlooN Q U p RIVW Glty D"19 Notae: Review Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5G-6266 r JOB #: RGD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a C, A13 0 0� SHEETS 36x24 PAPER SIZE LL II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 I I I I I I I I I I I I I I I I I I I I I I I I 1 — d I r2/186A -V BEAM ..... ° _ d �MnsC�.y u PANELS r — 6 -- ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ..... ...... ..... ........ .... ..... ...._. ...... .. .... ........ ..... ..-- ...... ....... ... ....... ...... ...... .... ........ ..... ..... ...... ............ _................... --- ------------ ----------------- --------- ------------ ---------------- ----------- ------------- ---- ---------- ----------- ------------------ ---------- ------ ----- ----------- ------ --------- ------- ----- ---------- ------ ----- . - 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N Q Z � r L Q PLAN Partition Unit La out � Q � NORTH- JW @u/laf g ,A-,-it F/oorl Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 JOB #: F5G-6266 r JOB #: RCD*10a& C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 OL SHEETSLL 36x24 PAPER SIZE I0_0 I 10_0" I I0_m I 10_0 I 10_mn I Im_0 I 10_mn I Im_0 I I0_m O Im_0 II I0_m° 12 Im_0 3 10_m" 14 Im_0 I5 I0_m° I6 Im_0 IT I0_m° IS Im_0 19 I0_0° 20 10_0 21 I0_0° 22 Im_0 23 I0_0° 24 10_O a — 0 b — 0 0 d — G.me s 0 ai an p '� Qn RFolS1EF4'��U� _ SSg/ONAL 9 EXPIRES'. � 9 — 0 s h — 0 J s tll @ — @r�E 0 • Q oo Kj LEDGEKrGLE ' 0 x MLL9 — = W 0 v 0 DGER ANGLE MACHINE 0�q 9 ELEVATOR ROOM ELEVATOR Q^ — CARTS ENTRYH.AIIT� m m m m J 0 m 9 STAIR .J E Ul WI2x35 WI2x35 _W-B- EAM 0 p 9 TOP CHANNEL W z p W -F.49 p W a w p W !3 3 � 9 1I2x35 1I2x35 1I2z35 s IDELEC. w 0 ROOM VI 9 J CIO 9 STAIR TOILET — ,p 7L:l Z w �4 a 0 o I a I T N Q Z @ LU 0 LOD PLAN 2nd Floor Frarrrin u N 0 NORTH JW Bu/1d/ny'4"(leeFlooN Q U p Rlvw Dlty D"19,Not": Review—1 a-30-I6 mit Sent 9-d1-I6 HEADER&PURLIN SCHEDULE: LABEL DESCRIPTION SUPPORTED BY JOB #: F5C"8268 HI 4Cx2x16GA SINGLE GEE STUDS EA.END H2 SCz2 I/2zI&GA DOUBLE CEE STUDS EA.END JOB #: C ISSUE DATEE:: 9-2-12-16 6L HDI DOUBLE 8Gx2 I/1x11GA A END HD1 DOUBLE IOCx2 /2xI2GA W/ ISSUE: Permit CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI 4Zx2 /2xII ZEE PURLIN SINGLE GEE STUDS ItIc��-y 11 OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 d --W-BEAM --- _ xw -w m b 3I3 w12x22_ --W-BEAM---- - d C.Mcy�, iOP CHANNELW�"p�Q nxW _m Ji 12T _ W12x22 "Eo�srExt�° W—BEAM x X. E3 3I3 3I WI2x22 — h AM a LEDGEANGLE - 0 x � 11 DGER ANGLE MACHINE ELEVATOR ROOM ELEVATOR Q^ CARTS ENTRY CARTS U _ WI2x35 _ _ _ _ _ -12x3 STAIR .5 _ _ _ _ _ _ WI2x35 _ _ _ _ - xq pj W-BEAM� W-BEAM IU-B-BEAMi xi iw aiw �iw aiw �iw aiw �iw — p � tll 3 m 3Im �Im 3 m m 3Im - ,3 ,3 WI2x35 WI2x35 WI2x35 9 a - m ELEC. _ w ROOM Cj s_ TOILET — m LPL m 2 a) Z � L w Q PLAN 2no door Framin P/ar u o N 0 NORTH@u/ldlig';4"�/st F/oorl Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 HEADER&PURLINSCHEDULE: LABEL DESCRIPTION SUPPORTED BT JOB #: F5C"8268 HI 4Gx2xI6GA SINGLE GEE STUDS EA.END 42 eCx2 12 ISSUE DATEE:: 9-2-16xI&GA DOUBLE CEE STUDS EA.END JAB #: 2-1r C 6L HDI DOUBLE 8Gx2 I/2x12GA ISSUE: Permit HD2 DOUBLE 10Cx2 12x12GA W/ CRIPPLE STUDS a 24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI 4Zx2 1/2xl6GA ZEE PURLIN SINGLE GEE STUDS IL 0 L SHEETS 36x24 PAPER SIZE 10'_0' I 10_0" I 10_0 I 10_0' I 10_0 I I0_0' I 10_0 I 10_0' I 10'_0 0 10_0' II 10'_0° 12 10_0' 3 10'_0° 14 10_0' 19 10'_0° 16 10_0' 1l 10'_0° 18 10_0" 19 10'_0° 20 10'_0' 21 10'_0° 22 10_0" 23 10'_0° 24 10_O a — 0 0, 0 .. .. .. .. .. .. s d — C.Mc WAS TONAL ENG p�p1✓lY EXPIRES. � 9 — 0 m 3"40 G{j FLOOR DEGKINCZ,ITYPI J — H H H H H H H H H H H H H H H 4 E 0 m 0o k LJ X ill — 0 N .. .� V 9 0, ELEVATOR ELEVATOR ��m 9 STAIR 6t•-Ill S � 9 S"x20 G;�FLOOR DEGKINd'(TYP) CID: 0 9 STAIR - 0 a = o 1 T N Q Z � p Lu 0 m PLAN 2no/Floor D&ckin P/an u o 0 NOR TN JW g,/1d/ny'4"(leeFlooN Q U p Rlvw Glty D-19,Notes Review—1 a-30-I6 mit Sent 9-d1-I6 JOB #: F5G"8268 r JOB #: RGD°1058 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 0� SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 d 3"x20 GA FLOOR DECKING^(TYF) v � E c E I: I: E I: E I: c E I: E c I: E c E c 41327 0 Etr��Rpo AL — 9 3'k20 G,, FLOOR DECKIWC(TYF) h ti H H H H ti ti H H ti ti H H ti H - — J �V E m 0 • In E [ E [ [ 3 — LL QN ELEVATOR ELEVATOR E p� STAIR Cj �9 QJ N � E � = a � � z u s_ r I I N Q Z � L w Q PLAN N NORTN @u/ldlrg'4"�/stF/oorl 0 Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 JOB #: F5C"8266 r JOB #: RCD*10a& C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 OF SHEETS LL 36x24 PAPER SIZE TIC,, T T I,, T T I., 326.-0" BArElCHA L -FIELD LO —-—-—TE WINDOW-—-- -—-—-—-—-—-—-—-—- —-—-—-—-—-—-—-—-—- -—-—-—-- —-— —-—- -—-—-—-——-—-—- —-—-—-— —----—-—--- -—-—-—--—-—-—-—-—-—-—-—-—-- -—-—-—-—- ----—-—-- —-—-—- -—-—-—-— —-—-—-—-- -—-—-—-—-—-—-— C t T4 MOVE BASE 3 AND -————---—————- —————— —————— —————- ——— ——— ————----— ............... ............. .... ......--............ ....... ...... ........... ........... ......... ............ ............. .......... ...... ........... ..... .......... . .......... ... ....................... ...... ..............�lk:..........�:::J: j ........ .............. ................ ............... .............—............... ............. ...................... 1��: - ............. .............. ............ ......... .......... ....... ........ ... ............ ............ .... ........ ........ ......... ....................... ... C mc 25, —-—-—-— —-—-—-—- —-—-—-—-—-—-—-—-—- -—-—-—-- -—-—-—-— -—-—-—-——-—-—-—-- -—-- —-— —-—-—-—- -—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-—- -—-—-—-- —-— -—- --—-—-—-—-—-—-— f—-——-—-—-—- -—-—-—-— — --------- -- - --- -------------- ----- ------ --- - -— ------ ----------------------- -------- --------------------------- --------- -------- ---- ---------------------- -------- --------------- --- --------------- ------- -------- ---------------- -------- --- --------- -------- --- EXPIRES. � ....... ..... -------- ----------- -------- -------- -------------------------- ---- -------- --------------------------- -------- --------- ----------------- -------- -------- --------------- -------------- 101. ------ .... ...... -------- --------------------------- ----- -------- ------------ -------- --------- ------------------ — ----- --------------- .............. ---------- -------- -------- ------ .............. ........... ....:1 111. M'T 3 INDICATES DB STUDS I w m u AL. --1 -AL 62 ..... .......... ----- ...... . ............... ............. ....... ...................... ........... ... ........... ......... ... Qj X I i --I - I m 1-o............. ...............—.............. ..............—... .......... ... ......... ...... ... --- ---- ... -—-—-—-— —-—-—- — ............ ........--.......... . 2 101. —-—-—-— —-—-—-—- —-—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-— —-—-—-— --- — ---------------------------- —-—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-— —-—-—-—-- —-—-—-— —-—-—-—- -—-— —-—-—-—- --—-—-—-—-—-—-— 101. 1 ....... ELEVATOR ELEVATOR ..... ...... . —-—-—-—- —-—-—-—-—-—-—-—-—-—-—-—-—----—-—-—-— -—-—-—-—--—-—-—-—--—-—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-— —-—-—-—-- —-—-—-—-—-—-—-—-- —-— —-—-—-—- --—-—-—-—-—-—-— STAIR ......... -—-—-—- - -—-—-—- ------------- ------- --- -------- -------- --- ... - --------- ----------- ------- ----- CHANNEL .............. .......... ...........���:::�::�:::��::::�.... .............— .............— .............. —-—-—-—-- -—-—-—-— —-—-—- —-—-—-—- -—-—-— -—-—-—- -—-—-—-— -—-—-—- J. -—-—-— —li ���—=� ......... .... ......... —-—-—-— -—-—-—-—- —-—-—-— -—- r J ................ ........ L-—---- It>---—-—-—- -—-——-— -—-—-—-— -—-—- -—-—- ................ ....... ------- ------- -------- ------- ---------- -————— ———— - > J ......... 771 25 ------------------------ --------------- ------------------t -------------------- STAIR -—-—-— -—-—-—-—-—-—-—-—-—-—-—-—-—-- ............ ................................. .................. ................ ----- - ----- . ................. ................. ......... ...... ...... .......... ... . . .: ...... ..... ----------------------------------------- -————— ——— ——— 101. ---- ----- ------- 25 L 102'-2" 326'-0" O Lu (3 0- PLAN H- NUK NORTH 4) w RIvw clty D-19,Notes-. Review LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS-PERIMETER 10-el Cmu N/A Cmu amu JOB #: F5G-6268 IST FLOOR INT.BEARING WALLS 101-6 6C.2 1/2x11BGA Bell O.C. r.116x2 3/6.16GA 61/64 3/6xl6GA JOB #: Rcc)-10 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6Cx2 1/2x]6GA r-0 O.G. &]/8x2 3/8xI6GA &I/8x2 318xl6GA THIS lL-- ISSUE DATE: 'B-2-le 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 1/2x14GA 301,O.C. 4 I/8x2 318xI6GA 41/Sx3 3/8xI6G4 ISSUE: Permit BIRD FLOOR EXT.WALLS PERIMETER VARIES 6 Cx2 1/2x]&GA 5-00c &I/8x2 3/8xl6GA &I/8x2 3/8x]6GA SHEET Tr BASE 3RD FLOOR INT.BEARING WALLS VARIES 4Cx2 I/2xI6GA 5'xl0'GRID N/A N/A Icy -A l,e OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 i i i i i i i I i i i i i i I i I i j I -- - ------ 4 ... --i-------- j ------- I--------I ------- I-- I ------ I-- I ------ -- I ------ -- ------ -- I ------I ----- I I ------- i --------.I-------- ------- ---�.---{ —_s--�>:---_ - - -- b .. ......... 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BASE _—_—_—CHANNEL t ---- I ---::- ':p ---------- ---- —-—-—-—- -—-—-—- - - - - - - - - - - - - - - - - -- - L---- - - - - -—-—- - - _ _-- ----_ _ - - - - - - - - - -—-—-—-— ------- -—-—-—-—-------- -—-—-—- ---I -T - - - - - - .. � - - -—- MINES. ——_—_—_—_ _— ___ —_—_---_ _—_—_—_ _—_—_—_—_ ___—_ _—_—_—_— -- —— _--_—_—_—_ _ _ _ - _ _ _ --_—_—_ _ _ _ _ _ _ _ _ _—_—_--- —_—_—_ _—_—_—_——_—_—_—_ _—_—_—_ —_—[- _— —_— —_— — h _ ------------ —� ---- --- --- ---- — i--=----_ ii -- I_—_--=—I—=--_— _ ----`-...----I.. .. INDCATES DB SIDS — • 0Qm o ----- ------------ -_ _ .. r----- KJ : .:::: .. .....:: .. ---- ....L:..... . mnx—_-- — ------ -----------_ 1 0m- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - n o 9 ELEVATOR ELEVATOR - _——_—_—_—_ _—_—_—_ --------- _—_—_—_ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ —_—_—_ —_ —_ _--- —_ —_—_—_ _ --_—_—_ _—_—_—_—_ _—_—_—_ -------- _—_—_—_ _ ----------------------- -_—_—_—_ _—_—_—_—_—_ _— STAIR ....._.� ----- ---- -- -- BASE'GHANNEL 0 ---------- ------- --------- ------- --------- ------- -------- ------- ------ -------- ---......... -------- =----- ---_-- ------- ----- -- ------------------------------------------ ------------- - - -- p s — -::�= _ =_= -_=_ ----- --------------------------------------------------- ------------- _ -- q 1 I -- _-_ - 1 ----- -------1---- 1 -- - ----------------------------------------------------- ---- ------ ------------------------------------------------------------------------------------------------------------------------ J - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T 1 1 N Q Z � r Lu @ PLAN Stuo d Channel La out u ° N 0 NO(CT- @u/ld/ig';4"�1nd Floo�J Q u Q Rlvw Dlty D"19,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT S12E TTP.SPACING BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS to PERIMETER 10'-8 CMU N/A GMU GMU JOB #: F`BG-6260 IST FLOOR INT,BEARING WALLS 10'-6 6Cx2 I/2xI6GA 301,O.C. 6 1/8x2 3/8xI6GA 6 1/8x2 3/8xI6GA JOB #: RCD.10aa C 2ND FLOOR EXT.WALLS-PERIMETER 10'-1 6Cx2 I/2xI6GA 5'-0 O.G. 6 I/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA ISSUE DATE: 9-2-16 L THIS FLOOR 2ND FLOOR INT.BEARING WALLS 10'-I 4Gx2 /2x14GA 30"O.G. 4/8x2 3/8xI6GA 4 I/8x3 3/8xI6GA ISSUE: P EI'rtl li I1 3RD FLOOR EXT.WALLS®PERIMETER VARIES 6Cx2 I/2xI6GA 5'-0 O.G. 6 1/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA SHEET: �++ 3RD FLOOR INT.BEARING WALLS VARIES 4Gx2 I/2xl&GA 5'xlO'GRID N/A N/A IL 0 OF SHEETS LL 36x24 PAPER SIZE I I I I I I I I I I I I I I I I I I I I I I I I a — 0 b — 0 c 0 ....::... ....::... ...... ----::... ----::... --- ..... ----::... ----::... -- ..... ---...... ----::... ----::... ......... ----::... ----::... --- ..... ----::... ----::... ...... ----::... ----::... ----::... ......... ----::... ----::... - --::::: -----....: .--...... ----::... ......... ----::... ----::... 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ELEVATOR ELEVATOR Q�9 E : ::::: STAIR ...:: - 0, ..... ......... 0 --- --.-- .�----- ------ --- - j — Cjr Q c S ------------------- Q� U 6 Z ® w �4 o I I I N Q Z � r L @ PLAN Partition Unit La out � Q � NORI awld/ig';4"�1nd Floo�J Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent—It Sent1 9-d1-I6 JOB #: F5G-6266 r JOB #: RGD-10aa C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 0� SHEETS LL 36x24 PAPER SIZE a — 0 TO CHANNEL b — 0 O O d — ., ., Ci•MCI. 0 Q s 0 q f 9 n n u As1 in EXPIRES. � 0 ill J d1— Hi E 0 III III HillQ Kj Kj IIII 0 0 5 0 6) 0 6) 6 0 0 6 0 0 0 — p �pj c�._ 'H iiii LEDGE NGLE x iHill 0' v iiii � 0 DGER 0 ANGLE 9 Hill ELEVATOR Q� m 0 IHI 0 giilil STAIR p0 � � Q) iiii H p — ii 11 EL C OP THANN iiii �- � _______ _W8.15 __ _______ _W8_I5 __ ii 11 IIII T W-BEAM T W-BEAM T W-BEAM IIII iiii IIII IIII IHI sa sa sa sa sa �a sa w w w w w w iiii ��m �m ��m �Im ma �m 0 gill Z n n QIHi n 3�� 33 3�3 — 33 3�3 33 3�� =iiii " 7� 0 V1 xil 11 IIII CIOIII IIII IIII IHI O � } STAIR Hill ii 11 m t � Hill iiii .. III! _ it 11 -5FA __�_—___—_—_—_—___WIb_56_—_—_—_—_---_—_—_ Hill _—_—_—_ _—_ W-BEAM _—_—_—_—_ ___ W-BEAM 0 _ a 6) a Hill Hill a O o I a = o T N Q Z � p LU 0 m PLAN 3ro'Floor Frarrrin Plan u o N NORTH a,udr y•a^�soa Fi� t0 Q u p Rlver Dlty D"19,Not": Review Smt a-30-I6 mit Sent 9-d1-I6 HEADER&PURLIN SCHEDULE: LABEL DESCRIPTION SUPPORTED BY JOB #: F5C"8268 HI 4Cx2xl&CA SINGLE GEE STUDS EA.END H2 SCz2 1/2z16GA DOUBLEISSUE DATEE:: 9-2-16 CEE STUDS EA.END JOB #: 2-Ir, C 6L HDI DOUBLE 8Cx2 I/2x12GA A END HD2 DOUBLE IOCx2 1/2x12GA W/ ISSUE: Hermit CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI 4Zx2 1/2x10GA ZEE PURLIN SINGLE GEE STUDS 0 OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 H 2 — d it C. II pii — b ii ii ^ TOP CHANNELM� p = u � II � TONAL ENG ��M I rvllli - EXPIRES. III II — h r ' Ill • Qro� LEDGE ANGLE DGER ANGLE ELEVATOR ELEVATOR E p� 0 m STAIR u J N E TOr CHANNEL Ll x x x x iii Q III W8x15 W8_IS W8_IS TW-BEAM-- -------TW—BEAM-- -------TW—BEAM ii 11 IHI — Y W iiii sa sa sa eta sq eta sa "" _ � � iiii w w w w w w w iiii - 3�� 3 3�� x iHi 3 3 3 3 3 3 D it ii 01 — 111 xiiii ii nu �liii in, — t y _—_—_—_ _—_ U116x36 I _—_---_1___—_WI6.36_I_—_—_-- _—_—___ �"` U W-BEAM _—___—_-- _—_ W-BEAM = cl) U I-L 6 T I I N Q Z � L w m p PLAN 3ro/Floor Frarrin P/ar u o N 0 Dj NORTH @u/ld1Yg';4"�1nd Floo�J Q U Q RIVW Dlty D-19,Not": ew S a-30-I6 Sent—It Sent1 9-d1-I6 HEADER&PURLINSCHEDULE: LABEL DESCRIPTION SUPPORTED BT JOB #: F5C"8268 HI 4Cx2xI6GA SINGLE GEE STUDS EA.END 42 br-2 12 ISSUE DATEE:: 9-2-16xI&GA DOUBLE CEE STUDS EA.END JOB #: 2-Ir, C 6L HDI DOUBLE 8Cx2 I/2x12GA ISSUE: Permit HD2 DOUBLE IOCx2 12xl2GA W/ CRIPPLE STUDS®24"O.C. DOUBLE CIE STUDS EA.END W SHEET: ZI 4Zx2 1/2xl6GA ZEE PURLIN SINGLE GEE STUDS -,41.1. 0 OF SHEETS LL 36x24 PAPER SIZE a — 0 b — 0 0 Mc d — C. MSC s �e 41327 ,�cQ P m— 9rONAL 9 EXPIRES. 9 — 0 s h — 3"40 GA FLOOR DEGKING ITYPI 0 J ;n al� — 0 m 0o 0 0 X'B W 0 �ol v ol Q ill - 0 N 9 0, ELEVATOR ELEVATOR s m STAIR J N m 9 E 6t•-Ill S � Ca: NS 0 9 3"x20 GA FLOOR DECKING ITYPI CID 0 � � '� 2 A 2- PA lJ T -D K s — J O ' } 9 STAIR -- -- -- --11-11-1-1-11T-- 11T—(Dvc� u LL a ® o I a � 1 T N Q Z � p Lu 0 m PLAN 3rc'Floor D&ckin N NOR TN JW suudr y•:a^,,2ncfF1 0 ) Q u p Rlver Glty D-19,Notes Review—1 a-30-I6 mit Sent 9-d1-I6 JOB #: F5C"8268 r JOB #: RCD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2T 28 29 30 31 32 33 34 — d — b 3"x20 GA FLOOR DECKING(TYP) v O — C/J 4127 — t �QA RfQISIEREO C`•TONAL Ei'tGp�iu/� _XMRES. — 9 3"x20 GA FLOOR DECKING(TYP) — h - Ill • no m = ' a mN� cj m MITI 9 - QN ELEVATOR ELEVATOR Q�9 m STAIR J E �9 QJ N � — p s _ — 9 a - ii (� = a � 2 2- PA Il T -D CIO s_ r I I N Q Z � L w Q PLAN arc/Floor 17&ckin Plan u o N O NORTH 11111of @u/ldlrg'4"�1ndFloo,J Q U Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 JOB #: F5G-6266 r JOB #: ROE)"IOSS C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a �D=141.1ro tY 0 OF SHEETS LL 36x24 PAPER SIZE BA61E�11311111EIJ FIELD LOE WINDOW - ------7 ------------ T AND Z MOVE BASE ma U CHANNEL =............ ........ .......... ...... ........... ........... ............................................ .............................. ———— ——— ———— ir—————-- —————— ——— ———--- -——— ——— C.mc w -----------------4-----------------4------- -------------------- ------- ---------------------------- ------- -------- ------- ----------------- a II....... nr L ——————L—————- —————— ——————L—————- —————— -Fs............... ...................................... .......... t --............ 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U LL .. ... ... . ... ... ... ... ... ... ... :: w 0 v r L T N Q Z � PLAN Partition d Unit La out Q u o N 0 NORTH Q u Q Rlvw Dlty D"19,Not": Review—1 a-30-I6 mit Sent 9-d1-I6 JOB #: F5G-6268 r JOB #: RGD.10aa C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a IC,D=A1,1e tY 0 OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2T 28 29 30 31 32 33 34 I I I I I I I I I I I I I I I I I I I I I I I I — d ................................ _ ^ ^ ^ i ^ ^ " ———— — --- - -------- ------ - ------- .- --------- ....----- ------... --------- --------- ---...--- ------............ - --------- ------ ----...-- --------- ------ ----- ---- ---.. --------- ....----- -------- -- ---- _ .................................. ........................... ....................._......................................_................................................................................................................................................................................................_....................................I ...... ............................... -- -- r------T----- ------ ------•------ ------ �-- ----- ----- ------ ----- ----- ------ ----- ----- -- -- -- -- -- -- -- �C a c 1 map wAay. O a � I I I I I 1 I 7 = dJ3 q 2] r R :-.... ................................................................................................--.................................................................................................................................................................................................—............................................................ ... ........ ........ ......... ......... ........ .......... ......... ......... .......... ......... ......... .......... ........ ......... ......... .. .....---- ---....... ......... :--..... ------::-............. ---- ............... --- L:......:: = TONAL ETt d/ ----------- ----- --------- ------- --------- ------ ---------- -- ------... --------- ------- -------.. ---------- --- ----- ------ ------- ------... --------- ------- ------ -------- -- - ------.--- --------- ------------------- ------ EXPIRES. .....— ....— .....— ........ ---- --------- ---- - ----- ---- ---- 2&GA P PARTITION ........: P ELS 115/01) .......:: .................................... ^ r l �.........�. ^ .�.........�.—...^ —A......... 16GA SHEETING ANGLES ------------- mm 0^ - ----- -- --...-- -.......... - —`�----- ------ ------ ----- ------ --.... .:: ----- ------ ------ ----- ------ ------ ----- ------ ------ ----- . ............ 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Kj —...............................................................................................................................................................................................—............ m — k Q@ c --- ------- -------- --------- --------- ---------- ---------- --------- --------- ---------- --------- --------- ---------- ---------- --------- --------- ---------- ---------- --------- ---------- ---------- --------- --------- ---------- ---------- --------- - -------- ---------- ---------- ------------ y m�'-6 --- ------------ ---------- ---------- -------- ------- ----------- -------- --------- --------- ------- ---------- -------- ------- --------- ------- --------- --------- ------- ----------- -------- ------ ...: � ————— ————— 'T————— ------ ————— •T————— ------ -- ----- ————— —————— ----- ----- ------ ————— -------- _ — m41 ELEVATOR ELEVATOR ....... = Q�9 :I 1 STAIR ..... 61 Ill :.... ::.....::I 0 r-- ------ -_--- ...... 9 z LL �Q ) �1 r T I I N Q Z � r p PLAN Pdl tlt%OY d UY% Ld OUt � Q � NORTH II7ld7ng -3rd F/oorJ Q u 0 RIVW Dlty D-19,Not": ew S—It a-30-I6 Sent 9-d1-I6 JOB #: F5G-6266 r JOB #: ROD-10aa C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a CD-,41,2 tY 0 OF SHEETS LL 36x24 PAPER SIZE IO_O I IO_O" I IO_O I IO_O I IO_On I IO_O I IO_On I IO_O I IO_On O IO_O II IO_O° 12 IO_O S 10_O" I4 IO_O 1E IO_O° 16 IO_O 1T IO_O° 1E IO_O I9 IO_O° 20 10_0 21 IO_O° 22 IO_O 2E IO_O° 24 10_O a — 0 � i TOP CHANNEL IiYP) 0 0 s MCC`, Y—RECIEVER CHANNEL �w� `�,O 0 I m_ 9 'TIONALO I 9 w j = EXPIRES'. 0 HI BELOW F=CEIVER CHANNEL L4x2x16GA ANGLE 0 �— r � 'r--�'--�T--'r--„--�T--`f--„--��--`{--�'--��--'r--�'--�'---'r--„-- --`f 'r--�'--�T--'r--„---`T--`f--„--��--`{--�' �@ — 0 0 = i i i i i i i i i i i nn ----- ------ ------ ----- ------ ------ ----- ------ ------ — --- ------ ------ ----- ------ ------ ----- ------ ------------------- ------ ----- ---- Q0� ----- ------ ------ ----- ------ ------ ----- ------ ------ — --- ------ ----- ------ ------ ------ ----- ------ ------------------- ------ ----- k ---- —@ C 0 _ m�-0 - ^I 4x4x2 I/2x16GA EAVE STRUT x x 0 X.5 i mu9 — = W 0, ELEVATOR ELEVATOR Q�9 �—RECIEVER CHANNEL F p'J STAIR J E 0 E 6t•-Ill I _ 9 0 I w I I I 9 0 0— I I CID I I � I I , .. .. .. .. — w I I ,n -RECIEVERCHANNEL j 0 STAIR (Dv a G � a 1 T N Q Z � Q LU 0 m PLAN ���/ Framin P/an u p N 0 NORTH g�/ld/ny':4"(3rd Fl J Q u Q Rlvw Dlty Deslgn Notes Review Smt a-30-I6 mit Sent 9-d1-I6 HEADER&PURLIN SCHEDULE: LABEL DESCRIPTION SUPPORTED BY JOB #: F5C"8268 HI 4Cx2xI&GA SINGLE GEE STUDS EA.END H2 SCx2 1/2x16GA DOUBLE CEE STUDS EA.END JOB #: RCD°IoSS C ISSUE DATE: 'B-2-16 HDI DOUBLE SCx2 I/2xl2GA A END HD2 DOUBLE IOCx2 I/2xl2GA W/ ISSUE: flerm It CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI I 4Zx2 I/2xl&GA ZEE PURLIN SINGLE GEE STUDS IL CE) ,4I11.21 x OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2T 28 29 30 31 32 33 34 — d F42 i — d C.McWAS C�w d]32T _ `SS�ONAL E%PIPE3. '9 i - rL4x2x16GA ANGLE H2 h N -- --- ���L—.r------------ --------- ---- - tl1Q i ^I 4x4x1 I/2x16GA EAVE STRUT 2 _ - 1 cj XLn � i mu9 9 - _ ELEVATOR ELEVATOR = - 9 RECIEVER CHANNEL m� STAIR J E TOP CHANNEL 0 22 I I = LL I I I I I I I a - I I I O - cn I I — � I — Z r I I N Q Z � L w Q PLAN Roof Framin P/an Q 3 N U o NORTH 11111of @u/ldlrg';473rd Floo,J Q U Q RIVW clty D-19,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 HEADER&PURLINSCHEDULE: LABEL DESCRIPTION SUPPORTED BY JOB #: F5C"8268 HI 4Cx2xI6GA SINGLE GEE STUDS EA.END 42 br-2 12 ISSUE DATEE:: 9-2-16xI&GA DOUBLE CEE STUDS EA.END JOB #: 2-Ir, C 6L HDI DOUBLE 8Cx2 I/2x12GA ISSUE: Permit HD2 DOUBLE 10Cx2 12x12GA W/ CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI I 4Zx2 I/2xl6GA ZEE PURLIN I SINGLE GEE STUDS IL fP,C, x 0 OF SHEETS LL 36x24 PAPER SIZE I0_0 I 10_0" I I0_m I 10_0 I I0_m I Im_0 I 10_mn I Im_0 I 10_mn O Im_0 II 10_m° 1� Im_0 3 10_m" I4 Im'_0 19 I0_m° 16 Im'_0 1l I0_m° 18 Im'_0 I9 10_0° 20 10_0 21 I0_0° �� Im'_0 73 10_0° 74 10_O a — 0 0 0 s a — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — C.1�1CC/ O s 9 20,iA I INI V- EA DECK m ��90 SfEB�G ��K. t1d- --------------------- E%PIRES. � 0 s 0 S -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- s 0 Ill @ w e 9 0, ELEVATOR ELEVATOR �'� Q^ 9 6t._I11 s 0 0 s s 9— — — — — — —20GAI INI V- EA DECK— CIO — — — — — — — — -- -- -- -- -- — V/ w j c S ROOF LINE BELOW IO w 0 ® p I v CIO - p r L 1 T N Q Z � @ wU 0 m 0- PLAN N 0 NORTH Bu/ldfiy':4"(3rd Floor) Q U @ RIvw vty D-19,Notas: Review Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5C"8266 r JOB #: RCD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a BCD-,41,2 0 0� SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 — d INI I-e=Ar ROOFClEX "I - ExPIFES 09. 'r r - Ill -- -- -- -- -- -- -- — — -- -- -- -- -- -- -- -- fll— fll — -- -- -- -- -- -- -- -- -- -- -- -- -- -- — O -------------------------------- t X'> Lu u 9 QN ELEVATOR ELEVATOR Q�9 �9 QJ N � a - = a � � z s_ _ 0 -- — - LL --------------------- ROOF LINE BELOW z w r T N Q Z � m L w p PLAN )F00� 51-76-�tb` P1.5 w 6 Q 3 N U o NORTH @y//d/ng'4",'3rdF/oorl Q u Q RIVW Dlty Daslyn Notas: ew Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5G'6266 r JOB #: RGD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEETfP, : W a C[)-,41.24 0 0� SHEETS LL 36x24 PAPER SIZE PARAPETQ 10:_0: � 10:_0:: � 10'_O" � 10'_0" � 10'_O" � 10:_0:: I 10'_0" � 10'_0" 10 10'_0" II 10:_0:: 12 10'_0:: 13 10'_0" 4 10:_0:: 1S 10:_0:: 16 10'_0" 1T 10:_0:: 8 0 B, T uv T-— ElLt 3RD FrLOOR �El_U J ELEVATOR . . . . .. . . . . ..- - - - - - - - - - 4� QQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q_ 'Q. I, I, .... ... .. . . . . . . . .. INrL.00 R 2ND FrLCOR 2ND FFLOO_R EL:111-1 E -—-—-— -—-—-—- —-—-—-— -—-—-—- —-—-—- - -—-—-—- -—-—-—- -—-—-—- -—- —-—- --—-—-—-—-—-—-—-—-- --—-—---— —-—-—- 1.20.-0 • Oo Framin e South End of B ilding"A" , QNQ ..-0.. 0.-0. 0.-0.. 0.-0.- 0.-0.. 0.-0.- 0.-... ..-0.- 0--.. 101-0. ARA A AT GUTTER 6i GUTTER LOW SAVE TRIM AVE LOW EAVE__ LOW EAVE TRIM *EL:132'-3I/_2 ­_ E Ei_;131'-7� L.;131'-7 0 MP2 b J) LL MP3 MP3 1 MP4 r IF MP3VI n 3RD FFLOOR rL:121'-1 a w III fu 2ND rrLO 1117 *ECOR 0 'C tII L I4 (2R-ILq ai m I 1D F------1 F------1 F------1 F------I F------ w CM WALI_ BY OTHERS LUALL 3DIM, BY OTHERS CARTS ENTRY CARTS IN �'=L R rFL_ EISOV40—I — CMU BEYOND LINE LINE LINE".I" �t5l&�V_7t icl? G4=il_�1111111�5 LIGHT GAGE MUAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP'SPACING BASE CHANNEL TOP CHANNEL. IST FLOOR EXT.WALLS-PERIMETER 101-6 CMU N/A CMU CMU JOB #: 1`5G-6260 IST FLOOR INT.BEARING WALLS 101-8 6Cx2 1/2x16GA 30,O.C. &1/8.2 3/8.16GA 6 I/8x2 3/8xI6GA JOB #: RCE)*10a& 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6Cx21/2x16GA 51-0 O.C. &1/6x2 316xI6GA 6 I/8x2 3/6xl6GA ISSUE DATE: 'B-2-16 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 I/2x14GA 30 O.C. 4 I/8x2 3/8xl6GA 4 /8x3 3/8xI6GA ISSUE: Yi SHEET 3RD FLOOREXT.WALLS-PERIMETER VARIES &Cx2l/2xl6G,4 51-0 O.C. &1/6x2 3/8xl6GA 6 116.2 316.16GA'I uj 3RD FLOOR INT.BEARING WALLS VARIES . 4Cx2 /2xI&GA 5'x10'GPl0 N/A NIA IL C A 2,1 _'F SHEETS 36x24 PAPER SIZE 10'_0" 4 10'_0" 5 10'_0" 6 10'_0" , 10'_0" 8 10'_0" 9 10'_0" 0 10'_0" II 10_0 12 10'_0" 13 10_0 14 10'_0" 15 10'_0° 6 10'_0" 1l 10'_0° 18 10'_0" 19 10'_0° 20 31 10_0 32 10_0n 33 6 0 34 SEE NORTHE45T FRAMING ELEVATION PARAPET PARAPET EL:138'-0 EL:138'-0 _ PARAPETEO 36A;E _ HIGH SAVE EL:135'-5 9 0 0 --------------------------------------------_ --� o Bok ivicel LINTEL SEE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 8 0 8 0 8 0 8 0 8 0 PLAN FOR SIZE 3RD FFLOOR IL 3RD FFLOOR_ _3RD FFLOOR �EL:121'-� � EL:121'-� ELEVATOR I ELEVATOR �O�AEtr/ RFO h�`r N/ --� SIONAL ENG p� 0 0 B 0 B 0 B 0 B 0 B 0 B 0 B 0 0 0 0 0 BOk LINTEL SEE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - PLAN FOR SIZE EXPIRES. _2ND FFLOOR 2ND FFLOO_R _ _2ND FFLOOR EL:III'- EL:III'-1 EL:III'-II FFLOOR FFLOOR FFLOOR EL:100' EL:10111, ErrLOOR III'_6" 20'-0" 20'-0" 20'-0" 9'-4" Q z m Kj 0 k [�u 9 Framin e East E/evation Framin East E/evation 3 South End a!Building'4" North End o!Building'4" , �� l0 QN �+Ol u cj 9 m0= �@m E N O 4 5 6 l 8 9 10 II 12 13 14 15 I6 Il IB 19 20 31 32 33 34 � SEE NORTHEAST SHEETING ELEVATION GUTTER _PARAPET r� a GUTTER EL 138 0 Z *E OWEA'-VE ----- _ HIGHEAVE _ PARAPET EL:136l —————— __ LOW EAVE TRIM EL:135'-5 I/2 EL:136'-I 5/I6 LOW EAVE TRIM MPI CIO MP2U 7� U LL E MP4 MP3 F E MP4 MP3 VI K _3RD FFLOOR 3RD FFLOOR FFLOOR W E~ w W s EL:121'-T EL:121'-�--- E EL:121'-T LL W w K ALL' y MP4 2ND-FLOORRRJ. *ND FFLOOR_ _2ND FFLOOR EL:III'-I EL:III'-I m EL:II_ N Z r 1 r -1 r -1 r -1 — U z m m CM WALL ro W 0 CMU WALL CARTS ENTRY CARTS CMU WALL - BY OTHERS F 3 BY OTHERS BY OTHERS W @ O FFLOOR FFLOOR CMU BEYOND EL:I00'-m� *EL:Imm'-0 EL:100'-0 10'-0" IS'-8' Rlver Glty Deslyn Notas: LINE LINE"p" LINE"q" LINE"p^ LINE"k" LINE"h" x ew sm,t a-sm-is 180'-10" 25'-8" mit sent s-ms-w Sheetin � East €levation Sheetin � €ast €legation 4 South End a!B ilding North End o! lding LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT S1ZE TYP.SPACING BASE CHANNEL TOP CHANNEL LL IST FLOOR EXT.WALLS a PERIMETER 10'-8 CMU N/A CMU CMU JOB #: F5C"8266 r IST FLOOR INT,BEARING WALLS 10'-8 6Cx2 I/2x16GA 3m"O.C. 6 1/6x2 3/8x16GA 6 1/8x2 3/8xI6GA JOB #: RCD"10a& C 2ND FLOOR EXT.WALLS®PERIMETER 10'-1 6Cx2 I/2xI6GA 5'-0 O.G. 6 I/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA ISSUE DATE: 'B-2-16 L 2ND FLOOR INT.BEARING WALLS 10'-1 4Cx2 1/2x14GA 30"O.G. 4 I/Sx2 3/8xI6GA 4 1/8x3 3/8xI6GA ISSUE: Permit I1�I BIRD FLOOR EXT.WALLS®PERIMETER VARIES 6Cx2 I/2xI6GA 5'-0 O.G. 6 I/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA SHEET: �++ 3RD FLOOR INT.BEARING WALLS VARIES 4Gx2 1/2xI6GA 5'xIO'GRID N/A N/A IvP v�/ IL 0 OF SHEETS LL 36x24 PAPER SIZE 20 21 29 30 31 Q5'-0 1.. 5 o.. 5 11 1 11 5 ...PA LOW-EAVE LOW L -- ------------ -------- LC L:132'-3 7/10 'T�o C.Ewcut - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----------------------------- - - - - 21-- - - - - - - - �-110�LINTEL�11 'LAN FOR SIZE . . . . . . . . . . . . . . . . . . . . . _3R_ FFLOOR rL 3—rrLOOR ,,3R9jrFL.— EL__ _T_ C, _,� .121-1 EL.:121'-1 lr Q .. .. .. .. .. .. .. .. .. ..- - - - ——— -BOX LINTEL SEE EK­IIRES, If PLAN FOR SIZE EL:IILO R ri. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S SLO_ NCLFF OR 2ND F " L' F L ` — -- l [ 1 1 I --- ----- E:1 El OL0-6 " -10. 5'-0� Q ­1 - - - - -"- - - - R FrLOOR FFLOOR ­'o. - 22-SL�0" - - -- ' FFLOO EL:IOO'-O e . M a 0 no -2 120--ll" 46'-32"' 6 cj x E-71 41 LL QN ( � � � � 24 25 2i 2l 2� � 30 31 � � � � � 1 5-0� � � ��� i) ,a GUTTER _LOW EAVE_� L.OW EA B EL� . _IIEL LOW EAVE TR.111 EAVE _-LOWEAVEL LI: EL ------- =L L:132'-3 *r Cj MP2 Lc j 4� mP3 I m FFLOOR r aRD FFLOORL FL_ R r aRD FFLOOR 1*1 12 EL;121' *E21 E r 1 *7 r y ly x w y Z (j x _x f'v 1w 1w y 1 1 111) mP4 'L 7 7 7 FFLOOR 2ND FFLOOR *2N�FFLOOR 5�2NID FFLOOR 2N E E�111 *E IR" F *E"LDI EL 1117_1 CM WALL 1:11 WALL Q Lu Q BY OTHERS BY OTHERS * F mgrL -4- FrLOOR JII, *IC7LFO �_I rFLO 0 OgRe *K: 17-4" RVW Clty LINE V'714RU �NO/-07�5/--X5�ti011� LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TTP.61-AC[WG BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS®PERIMETER 101-91 cmu N/A cmu cmu JOB #: F5G-6268 16T FLOOR INT.BEARING WALLS 101-6 6Cx2 I/MeGA 301,O.C. 6 I/Sx2 318xI6GA &1/6x2 316xl6GA JOB #: RCE)*1058 2ND FLOOR EXT.WALLS 0 PERIMETER 101-1 6Cx2 1/2xI&GA 51-0 O.G. 6 I/8x2 3/8x16GA &1/8x2 3/8xI&GA ISSUE DATE: 'B-2-I6 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 1/2xI4GA 301,O.C. 4 I/Sx2 3/8xl6GA 4 I/8x5.3/6x16GA ISSUE: Permit 3RD FL OOR EXT ®PERIMETER V,,41.R�:: I,,'-.,x22 1/2xI6 GA 5,-0 O.G. 6 I18xFN7xIoGA & SHEET 'L INT.=Z:S 4 112xII S'AO'GRID fP,CD OF SHEETS LL 36x24 PAPER 'j SIZE _oT 2-1 1. Tr 2 v2r, 2 -,T- .2, r -,T- o I._T.. S '2� I..2. r _—_PARAPET ...PA �M LOW EA A LOW 11/16 --------- _—_LOW E L WE HT-—- m m ------- LOW EHL E17 =zm =LQ li N, C•Me T�lll 4x �-110�LINTEL�11 - - - - - - - - - 12' 12' 12'-Il" Y PLAN FOR SIZE ty -LOOR CIR 5V3 -LOOR_3RD FF 3— L11 _R0 rFL.— FLOOR- 3RD Fr-aT-- EL:IlI'- __ _��_1� _'_ _C, '_ _,_ __ —-—-—- 47 EC.-12r-T E MIL U21 -BOX LINTEL SEE - - - - - - - -WRY& 12'-0" - - - - PLAN FOR SIZE 2N FFLOOR c, LD 2ND EL:IIFPLOOR FFLOOIR 2ND C� FFLOOE* k: mL-,TlT--oF- t 1114 LIL t 111411—-— *u EL 00 'L LgOR, -—-EL 11LOOR 00'-. FFLOOR -—-EL L.I Oo Kj 46'-32'" cj x m I Framin North V,:5 jo�7 LL cj EQ _j E 6 LOW EAlE ELd'._O_� ARAT LOW EA LOW EAVE S EL:I36'-2 11/16 --------- CIO EAV LOW EAVE MP4� EL:l *rL:133'-O MPI -—-—-—--EL:132'-31/2 =aQ N, T J) u LL MPB MP4 MP3 FFLOOR aRD FFLOOR BIRD FFLOOR E 3R�� *EFI% al K,12F:F� *E EC.121`:T'�7 a; EL 121 r r E7 02MIL_ 7 2ND rFLOOR L 2ND ILLOOR_ 2ND rFL.00R - - EL:I *2=N0 1: �"�_4 �11 rL F1,1LOOR II 2ND FFLOORIF_T L w w w z. 0 "D WALL CMU WALL L 0 TPIERS 0 BY OTHERS *FLF F7 F rFLOOR LO R 0 L 17-4" RIvw clty D"19,Not": Sh��t in North Elva1�iol'l Sheet in 6oLll LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYF.SPACING BASE CHANNEL TOP CHANNEL. IST FLOOR EXT.WALLS-PERIMETER 101-8 Cmu N/A cmu Cmu JOB #: F5G-6268 16T FLOOR INT.BEARING WALLS 101-6 6C.2 I/M&GA 301,O.C. 6 /84 316xI6GA r 116x2 316x16GA JOB #: RCC)*10a& 2ND FLOOR EXT.WALLS*PERIMETER 10-1 6Cx2 1/2xl&GA 51-0 O.G. 6 1/8.2 3/8xl6GA &1/8x2 3/8xI6GA ISSUE DATE: 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 1/2xl4GA 301,O.C. 41/6x2 3/8x]6GA 41/6x3 3/6xl6GA ISSUE: 3RD FLOOR EXT.WALLS-PERIMETER VARIES 6Cx2 1/2xl&GA 5-0 O.G. 6 I/8x2 318xI6GA &I/ax2 3/8xI6GA SHEET 3RZ)FLOOR INT.BEARING WALLS VARIES 4Cx2 12xI6GA S'xIO,GRID N/A N/A CD-,42,.4 0 OF SHEETS ILL 36x24 PAPER SIZE PARAPET___ L 5 LOW E 111_ C..Mc - - - - - - - - - - - - - - - - - - - - - - - - - O fpl SEER cj . .. .. . NAL ............. FFLOOR - - -———--——-—-—- - -—-—-—- -—-—-—- - -—-—-—- -—-—-—- - -—-—-— -—-—-—- —-—-—-— -—-—-—- —-—-—- -—-—-—- -—-—-—- zLoo" -—-—-—-—-—-- cj x LIT, QN tii AR GUTTER GUTTER LOW EAVE TRIM LOW EAvE TRIM CIO In MP2 MF3 MF4 L;121'-1 r MPI M14 D_ —1 WALL Lu BY OTHERS E F 3 0 E L Ll L F-1 L w (3 Rl I 'W C t� Review Smt �1�110�11166 1�17116 I��olll LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS-PERIMETER 10_5 cmu N/A cmu amu JOB #: F,5G-6266 IST FLOOR INT.BEARING WALLS 101-6 6C.2 1/2x16GA Bell O.C. r.116x2 3/6.16GA 61/64 3/6xl6GA JOB #: RCE)*10a& 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6CV2 1/2x]6GA r-0 O.G. &]/8x2 3/8xI6GA r,I/8x2 318xl6GA ISSUE DATE: 'B-2-16 2ND FLOOR INT.BEARING WALLS 101-1 4C:x2 1/2xl4GA 301,O.C. 4 I/8x2 318xI6GA 41/6x3 3/8xI6GA ISSUE: Permit BIRD FLOOR EXT.WALLS-PERIMETER VARIES 6C4 I/2xl&GA 5-00c &I/8x2 3/8xI6GA &I/8x2 3/8x]6GA SHEET 3RD FLOOR INT.BEARING WALLS VARIES 4Cx2 1/2xl&GA 5'xl0'GRID N/A N/A FR,C[)-,42,E) OF SHEETS LL 36x24 PAPER SIZE R_APE ...PA EL 138'-0 E.H.T. C.mc 3RD FFLOO AL 2ND rrLOOR ---------------- ---------- --------------------------- ---ErrLOOR,-� -1 7 • 0 cj x 1�Ele I��011 QN ci F -j IF tii PA PET-�- GUTTER GUTTER r LOW EAVE TRIM LOW EAVE TRIM LOW EAVE 1� CIO MP2 J) u LL MI-4 _3RD rrLOOR z MF'4 7 2ND rrLOOR L 0 F�mo I EL: RI,w vty D"19,Not": LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL LL IST FLOOR EXT.WALLS to PERIMETER 101-8 Cmu N/A Cmu rMLI JOB #: F5G-6266 IST FLOOR INT,BEARING WALLS 101-6 CCx2l/2xlgGA Boll O.C. 6 1/6x2 316xl6GA &1/6x2 3/6xl6GA JOB #: RCE)*10a& 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6Cx2l/2xl6GA 51-0 O.G. &I/Bx2 3/8xl6 GA 6 I/8 X2 3/8 X]6 GA ISSUE DATE: C:2ND FLOOR INT.BEARING WALLS 101-1 4 .21/2xl4GA 301,O.C. 4 116.2 3/6.10GA 41/6x3 3/6xI6GA ISSUE: BIRD FLOOR EXT.WALLS a PERIMETER VARIES 6Cx2l/2x]6r.A 51-0 O.G. &I/Bx2 3/8xl6GA &I/8x2 3/8xl6GA SHEET 3RD FLOOR INT.BEARING WALLS VARIES 4Cx2 I12xl&GA 5'xlO'GRID N/A N/A 42,(o OF SHEETS LL 36x24 PAPER SIZE STUD ORIENTATION MAY STUD ORIENTATION MAY 5TUD ORIENTATION MAY ON GRID OFF-GRID GRID LINE DIFFER®GRID LINES. GRID LINE DIFFER®GRID LINES. STEEL LINE DIFFER a GRID LINES. (SEE PLANS) (SEE PLANS) (SEE PLANS) I I I OPEN CHANNEL OPEN CHANNEL •12 SD.W/O WASH "12 SD.W/O WASH A A A STUD(PER PLAN) MINI-STUD(PER PLAN) 'STUD(PER PLAN) STUD(PER PLAN) I6GA SUB-GIRT 16GA SUB-GIRT STUD(PER PLAN) STUD(PER PLAN) 3 (2)•12z1 5D.PER 4C STUD A PARTITON PANEL a' PARTITGN PANEL "12 5D.W/O WASH "12 S.D.W/O WASH W fl2 S.D.W/O WASH w PARTITON PANEL BASE CHANNEL d BASE CHANNEL a WEDGE ANCHOR WEDGE ANCHOR WEDGE ANCHOR FPLOOR N N w w THE DETAILS SHOWN IN THIS SECTION OF FFLOOR FFLOOR THESE DRAWINGS ARE INTENDED TO -- DEPICT THE DIFFERENT CONNECTION TYPES REQ'D FOR BUILDING ERECTION AND FASTENER SIZING AND FREQUENCY. I J P REFER TO BUILDING PLANS FOR MATERIAL e e STEEL LINE STEEL LINE 51ZE5,GAUGES,FREQUENCY,LOCATIONS, CHANNEL LAP ETC.- CHANNEL LAP BASE CHANNEL BASE CHANNEL PARTITION PANEL C-MC(-' PARTITION PANEL PARTITION PANEL FLOOR CLIP W'v4G� WEDGE ANCHOR 30"O.G. JWEDGE ANCHOR 30"O.G. WEDGE ANCHOR �e STUDS STUDS STUDS TOP CHANNEL "12 S.D.W/O WASH 27 '12 S.D.W/O WASH MINI-STUD(PER PLAN) STEEL LINE STEEL LINE STEEL LINE STUD(PER PLAN) STUD(PER PLAN) A4 sEb/'is'L .9 L.v'tr SECTION"A° EEL LINE SECTION"A° EEL LINE SECTION"A" STEEL LINE E%PIPES. ' 7/S/ SECTION"A" SECTION"B" STUD ATTACHMENT 1 STUD ATTACHMENT a 2ND FLOOR 2 STUD ATTACHMENT 3RD FLOOR 3 TOP CHANNEL ATTACHMENT 4 STSrl,AI-L S 5GIRT CLIP!L-2x4xI6GA) (4)•12 S.D.W/O WASH PER LEG GIRT(PER PLAN) t+1 FINISHED FLOOR STEEL LINE 6)m 0 FINISHED FLOOR FLOOR DECK "12 S.D.W/O W45H N FLOOR DECK PURLIN(PER PLAN) • L__° _ J N — (�a9 all ' .°. ° a" : °< _..a ° '• .°° e °' STUDS(PER PLAN) PER PLANS q 6'HEADER TYPICALLY 60" ._ lb)*11 S.D.W/O-514 PER STUD I&GAx2'0 ANGLE MUST EXTEND (2)FLUTES OF DECKING SECTION"A" Q N 10"HEADER u (10)112 S.D.W/O WASH PER STUD ��L STEEL LINE..A.. Q (4)"12 S.D.W/O WASH PER LEG - E 0 INFILL CEE STUD AT LARGE SPANS ONLY STUD(PER PLAN) FLOOR DECKING �.W 2'0" STUD(PER PLAN) DBL CEE 5UPPORT'5(SEE PLANS) F.FLOOR (LAP LOCATION ON ROOF PLAN) (4)Fl2 S.D.W/O WASH PER LEG PARTITION PANEL GIRT CLIP(L-2z4zI6GA) cv C "12 SD.W/O WASH - —., - I'-0" I'-0" 0 GIRT IPER PLAN) S STUDS(PER PLAN) A "A" PARTITION PANEL SECTION"A" 01 to 01 ��L-Fx X1/4 LEDGER ANGLE of o LCC HO C I/2"WEDGE ANCHOR 24"O.C.(FIELD a I of to of LOCATE LES) z CMU!BY OTHERS) ~ 1 I 1 I ar Z IN( AN)WRL PER PLAN) a-I I6GAx2'-0 ANGLE MUST EXTEND (2)FLUTES OF DECKING a IL IF IL t6 DBL GEE SUPPORTS ACROSS - L-2x4xIbGA DRAG STRUT L Q HALLWAYS/DOOR OFNG'S STUD(PER PLAN) STUD!F'ER PLANT � 7�-'m STUDS WEB/WEB(PER PLAN) FIELD CUT PANELS AS REQ'D 9 G (�I SPAN "12 S.D.W/O WASH 4_ S U "`", (PER ATTACHMENT DETAIL) NON-LOAD IS) 0 BEARING STUD PARTITION PANEL(PER PLAN) HEADER ATTACHMENT 6 OFF GRID STUD ATTACHMENT 7 FRAMING a ELEV/STAIR 8 MISC.CI"IU 8 TYP PURLIN ATTACHMENT 9 TYP GIRT ATTACHMENT 10 0 Z Q o I 6"P.T.T.FOR 4Z(DRAU.N) w ZEE PURLN S"P.T.T.FOR 6Z Z 10"P.T.T.FOR IOZ / I IL QI ° I / a �% z r m ° T r/ ®% m �7 0 m IL ?® / al oSTEEL LINE IS) IS) u G I I I I Q I I i i ___ I � I � River Glty Deslyn Notea: ew se,t a-am-ie "12 SD.W/O WASH -12 SD.W/O WASH •14 5.D.W/O WASH mn sani y-mz-� L-2x2xI6GA SHEETING ANGLE L-2x2xl6GA SHEETING CHANNEL 12"PARTITION TOP TRIM STUD IPER PLAN) STUD SUER PL N) ZEE PURLN L F, �R FPA PARTITION PANEL PARTITION PANEL PARTITION TOP TRIM STUD STUD _ •12 SD.W/O WA5H 9 INSULATION PARTITION PANEL PARTITION PANEL L-2x2xl6GA SHEETING CHANNEL •12 S.D.W/O WASH I I � JOB #: FBC"8265 0 1 111 JOB #: RGD°1098 ZEE PURLN I Q PARTITION TOP TRIM 1 W � y ISSUE:ISSUE DATE�Pe mii 16 a Z Fl2 S.D.W/O WASH o d INsuLAT1oN SHEET: STRUCTURAL SCREW=-12x 5�. PARTITION PANEL STITCH SCREW.Fl40/5.0, LL d ~ a a I TYP PARTITION ATTACHMENT 11 TYP INSULATED PARTITION ATTACHMENT 12 FLASHING: TRANSVERSE INSL.WALL 13 FLASHING: LONG17UDINAL INSL.WALL 14 TYP PARTITION ATTACHMENT 15 of SHEETS ILL 36x24 PAPER SIZE GUTTER STRAP m 60"O.G. RAKE TRIM 4LE INSIDE METAL CLOSURE W/TAPE SEAL TOP t BOTTOM TAPE SEAL CONT.ALONG RAKE t REMOVE INSULATION OVERFLOW STANDING SEAM ROOF PANEL '12 5D.W/WASH 12"OC. VING BACKING IN PLACE HOLES SUPPORT ANGLE(L-3x3xI6GA) STANDING SEAM ROOF PANEL EAVE _ _ _HEIGHT--------- ROOF LINE ROOF INSL.NOT SHOWN FOR CLARITY INSULATION(PER PLAN) EXTERIOR SHEETING EXTERIOR SHEETING INSULATION °/ CENTER 16GA STUD m PIER ASSEMBLY 16GA STUD(PER PLAN) A v PARTITION PANEL •14 SD.W/WASH 12"O.C. STANDING SEAM ROOF PANEL RIDGE GAP GUTTER 92 SD,W/O WASH 30"O.C. '14 5D.W/WASH®6"O.C. (PROFILE MAY RY) END DAMS W/TAPE SEAL GONT'S TOP t BOTTOM INSULATION THE DETAILS SHOWN IN THIS SECTION OF FOLD BACKING OVER INSULATION THESE DRAWINGS ARE INTENDED TO DEPICT THE DIFFERENT CONNECTION TYPES REQ'D FOR BUILDING ERECTION AND FASTENER SIZING AND FREQUENCY. REFER TO BUILDING PLANS FOR MATERIAL ZEE PURLIN 1IZE5,GAUGES,FREQUENCY,LOCATIONS, 12"RIDGE CHANNEL ETC._ INSULATION C.M�c� AS o INSIDE METAL CLOSURE q4 SD.W/WASH e 6"O.C. !21"12 5D.W/O WASH®IMC HIGH EAVE TRIM SAME METHOD USED AT BASE 121 M4 S.D.WNIASH !21•14 S.D.WASH AND TOP OF WALL INSULATION ��(6)-12 5D.W/WASH NOTE: FOR"SIM."CONDITION •.� STANDING SEAM ROOF PANEL MAY REQUIRE FIELD lb)"12 SD.W/O W45H �t17ERE hr BENDING ALONG RAKE EDGE o TERMINATING RAKE.3ZC -- --- -- - 15 REQ'D FOR THAT CONDITION a„ Wt7 SECTION"A" E%PIPE3. SECTION"A" 2'-0" TYP. INSULATION DETAILS 16 LOW EAVE DETAIL 17 RAKE ATTACHMENT DETAIL 1$ TYP RIDGE DETAIL 19 DETAIL NOTES 20 S _ to PARAPET CAP TRIM PARAPET CAP TRIM 0 K1 • Q@� INSULATION ' cj Xj PERIMETER STUDS W PARTITION PANEL �T l0 EXTERIOR SHEETING , 6� U EXTERIOR METAL PANEL EXTERIOR METAL PANEL STANDING SEAM cj��9 PBU LINER PANEL LINER PANEL BASE CHANNEL E^� m PARAPET RAKE FLASHING PARAPET RAKE FLASHING FLOOR DECKING E LOW EAVE TRIM F.FLOOR ROOF TO WALL FLASHING END DAMS W/TAPE Q) fl,I,�ULAT'ON END DAMS W/TAPE SEAL TOP t BOTT. ZEE CLOSURE W/TAPE SEAL TOP t BOTT. SEAL TOP t BOTTOMSTANDING SEAM ROOF STANDING SEAM ROOF STANDING SEAMPURL IN(PER PLAN)(PER PLAN) l4)�I2 5D.W/O WASH PER STUD ~EAVE STRUT EAVE STRUT(PER PLAN)RECEIVER CHANNEL TRIM FLASHING(IF REQ'D) TOTRIM FLASHING(IF REQ'D1TOP TRIM FLASHING(AS REQ'D) ITION LINER PANEL PARTITION LINER PANEL PARTITION LINER PANEL O ISULATION WALL INSULATION U LL HIGH EAVE PARAPET CONDITION 21 RAKE PARAPET CONDITION 22 FRAMING a PERIMETER ROOF TRANSITION Q) 0 z Qo N Q Z � L 0 � Q � w U 0 Rlvw Dlty D-1g,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 JOB #: FBC-6260 r JOB #: RCD*10aB C ISSUE DATE: a-2-16 6L ISSUE: Permit SHEET: W a 0 OF SHEETSLL 36x24 PAPER SIZE INSTALLATION / ERECTION DRAWINGS AEEREVDATI PAGE INDEX: TYMCAL PANELS TYMCAL NOMENCLATURE: LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL ``'},,--C"MCC .' W C-PNL C-PANEL BUILDING"A"IST FLOOR IOGx3Ylxl2GA IST FLOOR EXT.WALLS s PERIMETER 10'-8 CMU N/A CMU CMU Q R-"L R-PANEL STUD e CHANNEL LAYOUT RGD-All-A1.2 LLLL.AUG. FLANGE S1ZE IST FLOOR INT.BEARING WALLS 10'-8 6Gx2 I/2xIbGA 30"O.G. 6 I/6x2 3/8xI6GA 6 I/8x2 3/8xI6GA U-PNL U-PANEL PARTITION 6 UNIT LAYOUT RCD-AI3-AI.4 MEMBER SHAPE(CEE,ZEE,ETC-.) 2ND FL W FLOOR EXT. ALO.G.WALLS a PERIMETER 10'-I 6Cz2 I/2xIbGA 5'-0 O6 I/Sz2 3/8xI6GA b I/8x2 3/8xI6GA RRU REVERSED ROLLED U-PANEL 2ND FLOOR FRAMING RGD-AIS-AI.b WEB SIZE BEARING WALLS 10'-1 4Gx2 I/2xl4GA 30"O.G. RILL REVERSED ROLLED U-PANEL(LINER) 2ND FLOOR DECKING RCD-AI.I-AI.B TYP NOT ROLLED STEEL MEMBERS W/SHOP DRAWINGS 2ND FLOOR INT. 4 1/8x2 3/8xI6GA 4 I/8x3 3/8xI6GA z —SHOP DETAILED MEMBER NUMBER 3RD FLOOR EXT.WALLS s PERIMETER VARIES 6Cz2 I/2xIbGA 5'-0 O.C. 6 I/Sz2 3/5zI6GA 6 I/8x2 3/8xI6GA PBG PURLIN BEARING G-PANEL W21x44Bz t t—MEMBER SIZE 3RD FLOOR INT.BEARING WALLS VARIES 4Gx2(/2xIbGA 5'xl0'GRID N/A N/A PBU PURLIN BEARING U-PANEL BUILDING"A"2ND FLOOR TYP CHANNEL MEMBERS E%PIRES. PIER PURLIN BEARING R-PANEL STUD e CHANNEL LAYOUT RGD-AMB-A1.10 TC8 10'-II 1.2-PNL l2-PANEL PARTITION 6 UNIT LAYOUT RCD-AI.II-A1.12 L MEMBER LENGTH HEADER&PURLIN SCHEDULE: SSEAM STANDING SEAM 3RD FLOOR FRAMING RGD-A1.13-A1.14 REFERENCE NAME LISTED ON ISOM AFF. AFTER FINISHED FLOOR 3RD FLOOR DECKING RCD-AI.I5-ALI6 TYP FRAMING SUPPORT MEMBERS LABEL DESCRIPTION SUPPORTED BY 50M BILL OF MATERIALS (2)Z512-1 IS'-6 HI 4Gx2xI&GA SINGLE GEE STUDS EA.END tll� BOS BOTTOM OF STEEL BUILDING"A"3RD FLOOR MEMBER LENGTH 142 8Cx2 1/2x16GA DOUBLE CEE STUDS EA.END 0 LLL MEMBER PIECE MARK m V E Bi BASE TYPE STUD e CHANNEL LAYOUT RGD-AI.Il-AI.18 MEMBER REFERENCE MARKNUMBER HDI DOUBLE 8Cx2 I/2xl2GADOUBLE OFF T A W n 0 CMU CONCRETE MASONRY UNIT PARTITION e UNIT LAYOUT RCD-ALIS-AI2 MEMBER QTY HD2 DOUBLE IOCx2 1/2xl2GA W/ 0 W ei GONG. CONCRETE ROOF FRAMING PLAN RI -AI2(-AI.22 TYP PAR7ffKKJ PANELS CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END CON79 CONTINUOUS ROOF SHEETING PLAN D-AI23-AI2 (35)15'-1 ZI 4Zx2 1/2xIbGA ZEE PURLIN SINGLE GEE STUDS ' 'cj x?L .� D5L DOUBLE LMEMBER LENGTH [�I9 MEMBER QTY ul W EL ELEVATION } TYP SECTION MARKS � Q E.HT. EAVE HEIGHT ELEVATIONS RGD-A2.1-A2b ry GA GAUGE DI 9 FF./FFLOOR FINISHED FLOOR DETAILS Q� VIEWING DIRECTION E p� FMG FRAMING FRAMING/SHEETING DETAILS RCD-dl PAGE NUMBER m DETAIL NUMBER J E F.W. FIRE WALL FRAMING/SHEETING DETAILS RGD-dx 61`-m INSL INSULATION FRAMING/SHEETING DETAILS RCD-dx TYP SECTION(GENERALLY REFERING TO GONG.SECTIONS( MFGR MANUFACTURER N.T.S. NOT TO SCALE 4PAGE O.G./o/G ON CENTER PNL PANEL QTY QUANTITY NUMBER DEAIL NUMBER 6REF REFERENCE VIEWING DIRECTION REO'D REQUIRED a ~ TYP GRID LINES 51)./5D.5. SELF DRILLING SCREW NOTE 7� TOS TOP OF STEEL COLUMNS MAY OR MAY NOT FALL ON GRID v I ( 1-) LINES.GRID 18 FOR REFERENCE ONLY T5 TUBE STEEL TYP TYPICAL GRID NUMBER/LETTER Cj O m GRID LINE U.N. UNLESS NOTED Cn p tt� W.A.WEDGE ANCHOR WEDGE ANCHOR COMMON MATERIAL LL 4 CENTER LINE CEE ZEE U ie PLATE FLANGE TOP FLANGE L- ANGLE WEB WEB w TOE(RETURN LEG) 50TTOM FLANGE(TOE SIDE) ® p I FLANGE N EAVE STRUT CHANNEL p � r TOP FLANGE F5WEE, WEB BOTTOM FLANGE ITOE SIDE) W U O m L L � Q � Ll O L) O W U Rlvw Dlty D-19,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5C"8266 r JOB #: RCD°1058 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a -7LE 0 OF SHEETSLL 36x24 PAPER SIZE —-—-—-——-—-—-—-- --—-—-—-— —-—-—-—- --—-—-—-— -—-—-—-—- —-—-—-—-- -—-—-—-— --—-—-—-— —-—-—-—-- -—-—-—-— —-—-—-—- --—-—-—-— —-—-—-— —-—-—-— —-—-—-—-- -—-—-—-— —-—-—-—- -—-—-—-— Bf� --—-—-—-— —-—-—-—-- --—-—-—-— —-—-—-—- --—-—-—-— —-—-—-—- —-—-—-—-- -—-—-—-— —-—-—-—- -—- 301, 101. -———————— -—-—-—-— ———— ——— ———— - -—-—-—-- -—-—-—-—- -—-—---—I -—-—-—-—- -—-—-—--I -—-—-—-— —-—-—-—- -—-—-—-— —-—-—-—- -—-—-—-- -—-—-—-— —-—-—-—-- -—-—-—-——-—-—-—-- --—-—-—-— —-—-—-— -—-—-—-— -—-—-— C,VIC - - - - - - - - - - - - - - -—- - - - —-—-—-—-—-—-—-— —-—-—-—-- -—- — -—-—-—-— —-—-—-—-- --—-—-—-— —-— —-—-—-— —-—-—-—- —-—-—-—-- -—-—-—-— —-—-—-—-- -—-—-—-——-—-—-—-- --—-—-—-— —-— —-—-—-— - Bel 1127 1p -------- -------- -------- -------- -------- -------- --------- -------- -------- ----------------- -------- -------- ----------- 30. to AL EUX Ill --------- -------- 101. -------- --------- ---------- 101. 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I ......-..... 0-4 15 'Bo. -- - - -- - -- - - -- - - -- - - - -- - - -- - 4 - - -- - - ---I ----------- I--------- .-- - -.-. ........................................ --------------- ------------- ----------------- -- -------- --------I ----------- ----------- 30, CH ELEVATOR ROOM ELEVATOR - Qj X el CARTS N e-Tw- ci4tTs --------- -------- -------- -------- -------- -------- - -------- --------------- --- --------- -------- --- -------- 3) STAIR -1 E ayy 61 -------- -------- --------- -------- --------- -------- ------ -------- --------- --- ------ --------- --------- ------------------------- -------- -------------- BASE CHANNE 3,Y. i E It ------------ ------- --------- ------- ------- --- ------- -------- --- ------- 1011, ------------------- --- ------------- -- ------ --------- ------- ----- -------- ------ -------- ROOM ELEC, 01. -------- --------- -------- ------- -------- -I ------------------- ---- ------------ -------- �--------- - 0, --- ---- - --- - ----- ---- ----- ---- ----- ----- --------------- - - - - -- --------- STAIR TOILET C -------- --------- -------- -------- -------- ---------- --------- ------------------------------ LL l ----------------------------- --------- -------- --------- ssfi 30 A -------- -------- -------- -------- -------- -------- ---------- ---------------------------------- 301, - --- --- -------- --------- -------- --------- -------- --------- -------- --------i-- Gy Lu PLAN w NORTH H JW 0I W,(,let Floo,� J) d) RIvw clty D-19,N- Review-1 LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS-PERIMETER 10-el cmu N/A cmu cmu THIS FLOOR JOB #: F5G-6268 IST FLOOR INT.BEARING WALLS 101-6 6c.2 1/2x16GA Bell O.C. r.116x2 3/6.16GA 6 1/64 316x16GA JOB #: RCE)*1058 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6C4 1/2x]6GA r-0 O.G. &]/8x2 3/8xI6GA &I/8x2 318xl6GA ISSUE DATE: 'B-2-I6 2ND FLOOR INT.BEARING WALLS 101-1 4C:x2 1/2xl4GA 301,O.C. 4 I/Sx2 31SxII 41/6x3 3/SxI6GA ISSUE: Permit 3FRD FLOOR EXT.WALLS-PERIMETER VARIES 6C4 1/2x]6GA 5-00c &I/8x2 3/8xI6GA &I/8x2 3/8x]6GA SHEET 3RD FLOOR INT.BEARING WALLS VARIES 4Cx2 I/2xI6GA 5'xl0'GRID N/A N/A fP,C-D-,41,2 OF SHEETS LL 36x24 PAPER SIZE e-� —-—-—-—-- ——-—----—- —-—-—-— —-—-—-—-- -—-—-—-- --—-—-—-——-—-—-—-- —-— —-—-—-—-T--—-—-—- PIV ------ -------- --------- -------- ------ ----------------- -------- -------- 100: ------- -------- - ------------------ -------- --- ----------------- ---t---j-------- --------- ------------F ---------I--------- --------- --------f -------- ----------------- --------- -------- -------- ....... c t -——-—-—-—-- -—-—-—-— —-——-—- --—-—-—-—-—-— —-—-—-- -—-——-— —-—-—-—-- -—-—-—-— —-—-—-—-- --—-—-—-— —-— —-—-—-— -—-— -—-—-—-- -—-——-— —-—-—-—-- -—-—-—-——-—-—-—- -—-—-—-L 1p 41127 —-——-—-—-—-- -—-—-—-— —-—-—-—- --—-—-—-— -—-—-- -—-—-—-— -—-—-—-- -—-—-—-——-—-—-—-- --—-—-—- —-—-—-— -—-—-- -—-—-—-— -—-—-—-- -—-—-—-——-—-—-—- --—-- —-—-—-— AL ------ ------ ---------------- ------- ---- ----------------- --------- ------ -------- ---- -------- --------- ----------------- ------- ------- ---------------- -- ------- -------- -------------- INDICATES DB STUDS r - ------- -------------- ............ ............ ........ .......... ......... . ..... ........... ............ ..... .. .............. ........ ............—....... - - - - ------------------ ---- ----- --- ..... ................ ..... -------- - :]F� ---------------- --- ------- --- - -------4------- ------ ............ �4 cj x ............... .......... LL ------------ ----- ------- -------- -- -------- ----- -------- -------- ----------------- -------- --- --- ---- --- -------- - - --------------------- ............... -1 1 -—-—-—-— .......... 01 - - - ---- ------- - ------ ------- - -------- -------- - - ------------- -------- -------- --------- -------- -- -—-—-—-—-—-——-—-—-—----—-—-—-—-—-—-- ELEVATOR MACHINE ELEVATOR ROOM CARTS —-—-— —-— —-—-—-—-— —-—-- -—-—-—-— -—-—-—- —-—-—-—-—-—-—-—-—-—-—-——-—-—-—----—-—-—-—-—-—-------—- -- STAIR —-— —-—-— -- —-—-—- -—-—-—-—-—-—-—-—- -—-—-—- -—- -—- -—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—----—-—-—-—-—-—-------—- - -—----—-—-—- —-—-—-—----—-—-—-— —-—-—-—- -—-—-—- --—-—-—— LL IV I V"P'V —-— —-—-—-—-----—-—-—- - -—-—-—- -—-—-—- -—-—-—-— —-—-—-- —-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—----—-—-—-—-—-—--——--—-- D-——-—-—-—----—----------- Ec-- -—-—-—-—-—-- -—-—-—-— —-—-—-—-- —-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—--—-—- LE ROOM---- --------- --- --------- _4-------- --------------------------------------------------------------------------------------------- ---- --------------- --- ----------------------------------------------------------------------------------------------------------- -- TOILET - --------------------------------------------------------------------------------------------------------- L Lu NORTH JW awlafg ,A-,-ii 3�Dj �N 4S 6tUCI PLAN L LLI RIvw clty D-19,Not": —It Sent LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL 1ST FLOOR EXT.WALLS to PERIMETER 101-8 Cmu N/A Cmu rmu JOB #: F5G-6260 I THIS FLOOR IST FLOOR INT,BEARING WALLS 101-6 eCx2l/2x16GA 301,O.C. 6 1/6x2 318xI6GA &1/6x2 3/6xl6GA JOB #: RCE)*10a& 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6Cx21/2xI6GA 51-0 O.G. &I/8x2 3/8xl6GA 6 I/8x2 3/8x]6GA ISSUE DATE: 'B-2-16 2ND FLOOR INT.BEARING WALLS 101-1 4C.21/2xl4GA 301,O.C. 4116.2 3/6.10GA 41/6x3 3/6xI6GA ISSUE: Hermit 3RD FLOOR EXT.WALLS a PERIMETER VARIES 6Cx2l/2x]6r.A 51-0 O.G. &I/91x2 3/8xl6GA &I/8x2 3/8xI6GA SHEET 3RD FLOOR INT.BEARING LUAL.1-5 VARIES 4Cx2 I12x1&GA 5'xlO'GRID N/A N/A fRC-D—,41,2 tY OF SHEETS LL 36x24 PAPER SIZE a — 0 b — 0 0 C. d (2)18GA -V BEAM .MCC: PANELS �e R 4 0 n P 9avi+� 4 icy,_EQIS[6R40�y S�ONALENO /w./K� in L%PIPES_ 9 — 0 m h — 0 Ip J — ----- ————— ————— --- ------ ————— ---__ _----_ __--- ___-- —____— --___ --___ ----__ _---- ----- _-- ----__ ----- ----- __—_-- ____— —_— eM ---------------------- --------- --- ---------- ----- ----------- ----------- ------ ------ ......--- ...-------- ------ --............ --- --............... ------ ----- --...----- ----............ ---- ------------------ --............ --- -----............ ----- ------------------ .........---------- ----- -............ - 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,p a O o [ a = p ri T N Q Z � O Lu 0 m PLAN Partition d Unit La out u< u p N 0 NOR TN JW a lielny'A"/lee FlooN Q U p RIVW Glty D"19 Notae: Review Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5G-6266 r JOB #: RGD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a C, A13 0 0� SHEETS 36x24 PAPER SIZE LL II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 I I I I I I I I I I I I I I I I I I I I I I I I 1 — d I r2/186A -V BEAM ..... ° _ d �MnsC�.y u PANELS r — 6 -- ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ----- ------ ----- ..... ...... ..... ........ .... ..... ...._. ...... .. .... ........ ..... ..-- ...... ....... ... ....... ...... ...... .... ........ ..... ..... ...... ............ _................... --- ------------ ----------------- --------- ------------ ---------------- ----------- ------------- ---- ---------- ----------- ------------------ ---------- ------ ----- ----------- ------ --------- ------- ----- ---------- ------ ----- . - 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N Q Z � r L Q PLAN Partition Unit La out � Q � NORTH- JW @u/laf g ,A-,-it F/oorl Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 JOB #: F5G-6266 r JOB #: RCD*10a& C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 OL SHEETSLL 36x24 PAPER SIZE I0_0 I 10_0" I I0_m I 10_0 I 10_mn I Im_0 I 10_mn I Im_0 I I0_m O Im_0 II I0_m° 12 Im_0 3 10_m" 14 Im_0 I5 I0_m° I6 Im_0 IT I0_m° IS Im_0 19 I0_0° 20 10_0 21 I0_0° 22 Im_0 23 I0_0° 24 10_O a — 0 b — 0 0 d — G.me s 0 ai an p '� Qn RFolS1EF4'��U� _ SSg/ONAL 9 EXPIRES'. � 9 — 0 s h — 0 J s tll @ — @r�E 0 • Q oo Kj LEDGEKrGLE ' 0 x MLL9 — = W 0 v 0 DGER ANGLE MACHINE 0�q 9 ELEVATOR ROOM ELEVATOR Q^ — CARTS ENTRYH.AIIT� m m m m J 0 m 9 STAIR .J E Ul WI2x35 WI2x35 _W-B- EAM 0 p 9 TOP CHANNEL W z p W -F.49 p W a w p W !3 3 � 9 1I2x35 1I2x35 1I2z35 s IDELEC. w 0 ROOM VI 9 J CIO 9 STAIR TOILET — ,p 7L:l Z w �4 a 0 o I a I T N Q Z @ LU 0 LOD PLAN 2nd Floor Frarrrin u N 0 NORTH JW Bu/1d/ny'4"(leeFlooN Q U p Rlvw Dlty D"19,Not": Review—1 a-30-I6 mit Sent 9-d1-I6 HEADER&PURLIN SCHEDULE: LABEL DESCRIPTION SUPPORTED BY JOB #: F5C"8268 HI 4Cx2x16GA SINGLE GEE STUDS EA.END H2 SCz2 I/2zI&GA DOUBLE CEE STUDS EA.END JOB #: C ISSUE DATEE:: 9-2-12-16 6L HDI DOUBLE 8Gx2 I/1x11GA A END HD1 DOUBLE IOCx2 /2xI2GA W/ ISSUE: Permit CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI 4Zx2 /2xII ZEE PURLIN SINGLE GEE STUDS ItIc��-y 11 OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 d --W-BEAM --- _ xw -w m b 3I3 w12x22_ --W-BEAM---- - d C.Mcy�, iOP CHANNELW�"p�Q nxW _m Ji 12T _ W12x22 "Eo�srExt�° W—BEAM x X. E3 3I3 3I WI2x22 — h AM a LEDGEANGLE - 0 x � 11 DGER ANGLE MACHINE ELEVATOR ROOM ELEVATOR Q^ CARTS ENTRY CARTS U _ WI2x35 _ _ _ _ _ -12x3 STAIR .5 _ _ _ _ _ _ WI2x35 _ _ _ _ - xq pj W-BEAM� W-BEAM IU-B-BEAMi xi iw aiw �iw aiw �iw aiw �iw — p � tll 3 m 3Im �Im 3 m m 3Im - ,3 ,3 WI2x35 WI2x35 WI2x35 9 a - m ELEC. _ w ROOM Cj s_ TOILET — m LPL m 2 a) Z � L w Q PLAN 2no door Framin P/ar u o N 0 NORTH@u/ldlig';4"�/st F/oorl Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 HEADER&PURLINSCHEDULE: LABEL DESCRIPTION SUPPORTED BT JOB #: F5C"8268 HI 4Gx2xI6GA SINGLE GEE STUDS EA.END 42 eCx2 12 ISSUE DATEE:: 9-2-16xI&GA DOUBLE CEE STUDS EA.END JAB #: 2-1r C 6L HDI DOUBLE 8Gx2 I/2x12GA ISSUE: Permit HD2 DOUBLE 10Cx2 12x12GA W/ CRIPPLE STUDS a 24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI 4Zx2 1/2xl6GA ZEE PURLIN SINGLE GEE STUDS IL 0 L SHEETS 36x24 PAPER SIZE 10'_0' I 10_0" I 10_0 I 10_0' I 10_0 I I0_0' I 10_0 I 10_0' I 10'_0 0 10_0' II 10'_0° 12 10_0' 3 10'_0° 14 10_0' 19 10'_0° 16 10_0' 1l 10'_0° 18 10_0" 19 10'_0° 20 10'_0' 21 10'_0° 22 10_0" 23 10'_0° 24 10_O a — 0 0, 0 .. .. .. .. .. .. s d — C.Mc WAS TONAL ENG p�p1✓lY EXPIRES. � 9 — 0 m 3"40 G{j FLOOR DEGKINCZ,ITYPI J — H H H H H H H H H H H H H H H 4 E 0 m 0o k LJ X ill — 0 N .. .� V 9 0, ELEVATOR ELEVATOR ��m 9 STAIR 6t•-Ill S � 9 S"x20 G;�FLOOR DEGKINd'(TYP) CID: 0 9 STAIR - 0 a = o 1 T N Q Z � p Lu 0 m PLAN 2no/Floor D&ckin P/an u o 0 NOR TN JW g,/1d/ny'4"(leeFlooN Q U p Rlvw Glty D-19,Notes Review—1 a-30-I6 mit Sent 9-d1-I6 JOB #: F5G"8268 r JOB #: RGD°1058 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 0� SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 d 3"x20 GA FLOOR DECKING^(TYF) v � E c E I: I: E I: E I: c E I: E c I: E c E c 41327 0 Etr��Rpo AL — 9 3'k20 G,, FLOOR DECKIWC(TYF) h ti H H H H ti ti H H ti ti H H ti H - — J �V E m 0 • In E [ E [ [ 3 — LL QN ELEVATOR ELEVATOR E p� STAIR Cj �9 QJ N � E � = a � � z u s_ r I I N Q Z � L w Q PLAN N NORTN @u/ldlrg'4"�/stF/oorl 0 Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 JOB #: F5C"8266 r JOB #: RCD*10a& C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 OF SHEETS LL 36x24 PAPER SIZE TIC,, T T I,, T T I., 326.-0" BArElCHA L -FIELD LO —-—-—TE WINDOW-—-- -—-—-—-—-—-—-—-—- —-—-—-—-—-—-—-—-—- -—-—-—-- —-— —-—- -—-—-—-——-—-—- —-—-—-— —----—-—--- -—-—-—--—-—-—-—-—-—-—-—-—-- -—-—-—-—- ----—-—-- —-—-—- -—-—-—-— —-—-—-—-- -—-—-—-—-—-—-— C t T4 MOVE BASE 3 AND -————---—————- —————— —————— —————- ——— ——— ————----— ............... ............. .... ......--............ ....... ...... ........... ........... ......... ............ ............. .......... ...... ........... ..... .......... . .......... ... ....................... ...... ..............�lk:..........�:::J: j ........ .............. ................ ............... .............—............... ............. ...................... 1��: - ............. .............. ............ ......... .......... ....... ........ ... ............ ............ .... ........ ........ ......... ....................... ... C mc 25, —-—-—-— —-—-—-—- —-—-—-—-—-—-—-—-—- -—-—-—-- -—-—-—-— -—-—-—-——-—-—-—-- -—-- —-— —-—-—-—- -—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-—- -—-—-—-- —-— -—- --—-—-—-—-—-—-— f—-——-—-—-—- -—-—-—-— — --------- -- - --- -------------- ----- ------ --- - -— ------ ----------------------- -------- --------------------------- --------- -------- ---- ---------------------- -------- --------------- --- --------------- ------- -------- ---------------- -------- --- --------- -------- --- EXPIRES. � ....... ..... -------- ----------- -------- -------- -------------------------- ---- -------- --------------------------- -------- --------- ----------------- -------- -------- --------------- -------------- 101. ------ .... ...... -------- --------------------------- ----- -------- ------------ -------- --------- ------------------ — ----- --------------- .............. ---------- -------- -------- ------ .............. ........... ....:1 111. M'T 3 INDICATES DB STUDS I w m u AL. --1 -AL 62 ..... .......... ----- ...... . ............... ............. ....... ...................... ........... ... ........... ......... ... Qj X I i --I - I m 1-o............. ...............—.............. ..............—... .......... ... ......... ...... ... --- ---- ... -—-—-—-— —-—-—- — ............ ........--.......... . 2 101. —-—-—-— —-—-—-—- —-—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-— —-—-—-— --- — ---------------------------- —-—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-— —-—-—-—-- —-—-—-— —-—-—-—- -—-— —-—-—-—- --—-—-—-—-—-—-— 101. 1 ....... ELEVATOR ELEVATOR ..... ...... . —-—-—-—- —-—-—-—-—-—-—-—-—-—-—-—-—----—-—-—-— -—-—-—-—--—-—-—-—--—-—-—-—-—-—-—-—-—-—-—-—-—-- -—-—-—-— —-—-—-—-- —-—-—-—-—-—-—-—-- —-— —-—-—-—- --—-—-—-—-—-—-— STAIR ......... -—-—-—- - -—-—-—- ------------- ------- --- -------- -------- --- ... - --------- ----------- ------- ----- CHANNEL .............. .......... ...........���:::�::�:::��::::�.... .............— .............— .............. —-—-—-—-- -—-—-—-— —-—-—- —-—-—-—- -—-—-— -—-—-—- -—-—-—-— -—-—-—- J. -—-—-— —li ���—=� ......... .... ......... —-—-—-— -—-—-—-—- —-—-—-— -—- r J ................ ........ L-—---- It>---—-—-—- -—-——-— -—-—-—-— -—-—- -—-—- ................ ....... ------- ------- -------- ------- ---------- -————— ———— - > J ......... 771 25 ------------------------ --------------- ------------------t -------------------- STAIR -—-—-— -—-—-—-—-—-—-—-—-—-—-—-—-—-- ............ ................................. .................. ................ ----- - ----- . ................. ................. ......... ...... ...... .......... ... . . .: ...... ..... ----------------------------------------- -————— ——— ——— 101. ---- ----- ------- 25 L 102'-2" 326'-0" O Lu (3 0- PLAN H- NUK NORTH 4) w RIvw clty D-19,Notes-. Review LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS-PERIMETER 10-el Cmu N/A Cmu amu JOB #: F5G-6268 IST FLOOR INT.BEARING WALLS 101-6 6C.2 1/2x11BGA Bell O.C. r.116x2 3/6.16GA 61/64 3/6xl6GA JOB #: Rcc)-10 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6Cx2 1/2x]6GA r-0 O.G. &]/8x2 3/8xI6GA &I/8x2 318xl6GA THIS lL-- ISSUE DATE: 'B-2-le 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 1/2x14GA 301,O.C. 4 I/8x2 318xI6GA 41/Sx3 3/8xI6G4 ISSUE: Permit BIRD FLOOR EXT.WALLS PERIMETER VARIES 6 Cx2 1/2x]&GA 5-00c &I/8x2 3/8xl6GA &I/8x2 3/8x]6GA SHEET Tr BASE 3RD FLOOR INT.BEARING WALLS VARIES 4Cx2 I/2xI6GA 5'xl0'GRID N/A N/A Icy -A l,e OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 i i i i i i i I i i i i i i I i I i j I -- - ------ 4 ... --i-------- j ------- I--------I ------- I-- I ------ I-- I ------ -- I ------ -- ------ -- I ------I ----- I I ------- i --------.I-------- ------- ---�.---{ —_s--�>:---_ - - -- b .. ......... 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INDCATES DB SIDS — • 0Qm o ----- ------------ -_ _ .. r----- KJ : .:::: .. .....:: .. ---- ....L:..... . mnx—_-- — ------ -----------_ 1 0m- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - n o 9 ELEVATOR ELEVATOR - _——_—_—_—_ _—_—_—_ --------- _—_—_—_ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ —_—_—_ —_ —_ _--- —_ —_—_—_ _ --_—_—_ _—_—_—_—_ _—_—_—_ -------- _—_—_—_ _ ----------------------- -_—_—_—_ _—_—_—_—_—_ _— STAIR ....._.� ----- ---- -- -- BASE'GHANNEL 0 ---------- ------- --------- ------- --------- ------- -------- ------- ------ -------- ---......... -------- =----- ---_-- ------- ----- -- ------------------------------------------ ------------- - - -- p s — -::�= _ =_= -_=_ ----- --------------------------------------------------- ------------- _ -- q 1 I -- _-_ - 1 ----- -------1---- 1 -- - ----------------------------------------------------- ---- ------ ------------------------------------------------------------------------------------------------------------------------ J - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T 1 1 N Q Z � r Lu @ PLAN Stuo d Channel La out u ° N 0 NO(CT- @u/ld/ig';4"�1nd Floo�J Q u Q Rlvw Dlty D"19,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT S12E TTP.SPACING BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS to PERIMETER 10'-8 CMU N/A GMU GMU JOB #: F`BG-6260 IST FLOOR INT,BEARING WALLS 10'-6 6Cx2 I/2xI6GA 301,O.C. 6 1/8x2 3/8xI6GA 6 1/8x2 3/8xI6GA JOB #: RCD.10aa C 2ND FLOOR EXT.WALLS-PERIMETER 10'-1 6Cx2 I/2xI6GA 5'-0 O.G. 6 I/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA ISSUE DATE: 9-2-16 L THIS FLOOR 2ND FLOOR INT.BEARING WALLS 10'-I 4Gx2 /2x14GA 30"O.G. 4/8x2 3/8xI6GA 4 I/8x3 3/8xI6GA ISSUE: P EI'rtl li I1 3RD FLOOR EXT.WALLS®PERIMETER VARIES 6Cx2 I/2xI6GA 5'-0 O.G. 6 1/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA SHEET: �++ 3RD FLOOR INT.BEARING WALLS VARIES 4Gx2 I/2xl&GA 5'xlO'GRID N/A N/A IL 0 OF SHEETS LL 36x24 PAPER SIZE I I I I I I I I I I I I I I I I I I I I I I I I a — 0 b — 0 c 0 ....::... ....::... ...... ----::... ----::... --- ..... ----::... ----::... -- ..... ---...... ----::... ----::... ......... ----::... ----::... --- ..... ----::... ----::... ...... ----::... ----::... ----::... ......... ----::... ----::... - --::::: -----....: .--...... ----::... ......... ----::... ----::... 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ELEVATOR ELEVATOR Q�9 E : ::::: STAIR ...:: - 0, ..... ......... 0 --- --.-- .�----- ------ --- - j — Cjr Q c S ------------------- Q� U 6 Z ® w �4 o I I I N Q Z � r L @ PLAN Partition Unit La out � Q � NORI awld/ig';4"�1nd Floo�J Q u Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent—It Sent1 9-d1-I6 JOB #: F5G-6266 r JOB #: RGD-10aa C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 0� SHEETS LL 36x24 PAPER SIZE a — 0 TO CHANNEL b — 0 O O d — ., ., Ci•MCI. 0 Q s 0 q f 9 n n u As1 in EXPIRES. � 0 ill J d1— Hi E 0 III III HillQ Kj Kj IIII 0 0 5 0 6) 0 6) 6 0 0 6 0 0 0 — p �pj c�._ 'H iiii LEDGE NGLE x iHill 0' v iiii � 0 DGER 0 ANGLE 9 Hill ELEVATOR Q� m 0 IHI 0 giilil STAIR p0 � � Q) iiii H p — ii 11 EL C OP THANN iiii �- � _______ _W8.15 __ _______ _W8_I5 __ ii 11 IIII T W-BEAM T W-BEAM T W-BEAM IIII iiii IIII IIII IHI sa sa sa sa sa �a sa w w w w w w iiii ��m �m ��m �Im ma �m 0 gill Z n n QIHi n 3�� 33 3�3 — 33 3�3 33 3�� =iiii " 7� 0 V1 xil 11 IIII CIOIII IIII IIII IHI O � } STAIR Hill ii 11 m t � Hill iiii .. 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III II — h r ' Ill • Qro� LEDGE ANGLE DGER ANGLE ELEVATOR ELEVATOR E p� 0 m STAIR u J N E TOr CHANNEL Ll x x x x iii Q III W8x15 W8_IS W8_IS TW-BEAM-- -------TW—BEAM-- -------TW—BEAM ii 11 IHI — Y W iiii sa sa sa eta sq eta sa "" _ � � iiii w w w w w w w iiii - 3�� 3 3�� x iHi 3 3 3 3 3 3 D it ii 01 — 111 xiiii ii nu �liii in, — t y _—_—_—_ _—_ U116x36 I _—_---_1___—_WI6.36_I_—_—_-- _—_—___ �"` U W-BEAM _—___—_-- _—_ W-BEAM = cl) U I-L 6 T I I N Q Z � L w m p PLAN 3ro/Floor Frarrin P/ar u o N 0 Dj NORTH @u/ld1Yg';4"�1nd Floo�J Q U Q RIVW Dlty D-19,Not": ew S a-30-I6 Sent—It Sent1 9-d1-I6 HEADER&PURLINSCHEDULE: LABEL DESCRIPTION SUPPORTED BT JOB #: F5C"8268 HI 4Cx2xI6GA SINGLE GEE STUDS EA.END 42 br-2 12 ISSUE DATEE:: 9-2-16xI&GA DOUBLE CEE STUDS EA.END JOB #: 2-Ir, C 6L HDI DOUBLE 8Cx2 I/2x12GA ISSUE: Permit HD2 DOUBLE IOCx2 12xl2GA W/ CRIPPLE STUDS®24"O.C. DOUBLE CIE STUDS EA.END W SHEET: ZI 4Zx2 1/2xl6GA ZEE PURLIN SINGLE GEE STUDS -,41.1. 0 OF SHEETS LL 36x24 PAPER SIZE a — 0 b — 0 0 Mc d — C. MSC s �e 41327 ,�cQ P m— 9rONAL 9 EXPIRES. 9 — 0 s h — 3"40 GA FLOOR DEGKING ITYPI 0 J ;n al� — 0 m 0o 0 0 X'B W 0 �ol v ol Q ill - 0 N 9 0, ELEVATOR ELEVATOR s m STAIR J N m 9 E 6t•-Ill S � Ca: NS 0 9 3"x20 GA FLOOR DECKING ITYPI CID 0 � � '� 2 A 2- PA lJ T -D K s — J O ' } 9 STAIR -- -- -- --11-11-1-1-11T-- 11T—(Dvc� u LL a ® o I a � 1 T N Q Z � p Lu 0 m PLAN 3rc'Floor D&ckin N NOR TN JW suudr y•:a^,,2ncfF1 0 ) Q u p Rlver Glty D-19,Notes Review—1 a-30-I6 mit Sent 9-d1-I6 JOB #: F5C"8268 r JOB #: RCD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a 0 OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2T 28 29 30 31 32 33 34 — d — b 3"x20 GA FLOOR DECKING(TYP) v O — C/J 4127 — t �QA RfQISIEREO C`•TONAL Ei'tGp�iu/� _XMRES. — 9 3"x20 GA FLOOR DECKING(TYP) — h - Ill • no m = ' a mN� cj m MITI 9 - QN ELEVATOR ELEVATOR Q�9 m STAIR J E �9 QJ N � — p s _ — 9 a - ii (� = a � 2 2- PA Il T -D CIO s_ r I I N Q Z � L w Q PLAN arc/Floor 17&ckin Plan u o N O NORTH 11111of @u/ldlrg'4"�1ndFloo,J Q U Q Rlvw Dlty D-19,Not": ew S a-30-I6 Sent-It Sent1 9-d1-I6 JOB #: F5G-6266 r JOB #: ROE)"IOSS C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a �D=141.1ro tY 0 OF SHEETS LL 36x24 PAPER SIZE BA61E�11311111EIJ FIELD LOE WINDOW - ------7 ------------ T AND Z MOVE BASE ma U CHANNEL =............ ........ .......... ...... ........... ........... ............................................ .............................. ———— ——— ———— ir—————-- —————— ——— ———--- -——— ——— C.mc w -----------------4-----------------4------- -------------------- ------- ---------------------------- ------- -------- ------- ----------------- a II....... nr L ——————L—————- —————— ——————L—————- —————— -Fs............... ...................................... .......... t --............ 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O a � I I I I I 1 I 7 = dJ3 q 2] r R :-.... ................................................................................................--.................................................................................................................................................................................................—............................................................ ... ........ ........ ......... ......... ........ .......... ......... ......... .......... ......... ......... .......... ........ ......... ......... .. .....---- ---....... ......... :--..... ------::-............. ---- ............... --- L:......:: = TONAL ETt d/ ----------- ----- --------- ------- --------- ------ ---------- -- ------... --------- ------- -------.. ---------- --- ----- ------ ------- ------... --------- ------- ------ -------- -- - ------.--- --------- ------------------- ------ EXPIRES. .....— ....— .....— ........ ---- --------- ---- - ----- ---- ---- 2&GA P PARTITION ........: P ELS 115/01) .......:: .................................... ^ r l �.........�. ^ .�.........�.—...^ —A......... 16GA SHEETING ANGLES ------------- mm 0^ - ----- -- --...-- -.......... - —`�----- ------ ------ ----- ------ --.... .:: ----- ------ ------ ----- ------ ------ ----- ------ ------ ----- . ............ 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Kj —...............................................................................................................................................................................................—............ m — k Q@ c --- ------- -------- --------- --------- ---------- ---------- --------- --------- ---------- --------- --------- ---------- ---------- --------- --------- ---------- ---------- --------- ---------- ---------- --------- --------- ---------- ---------- --------- - -------- ---------- ---------- ------------ y m�'-6 --- ------------ ---------- ---------- -------- ------- ----------- -------- --------- --------- ------- ---------- -------- ------- --------- ------- --------- --------- ------- ----------- -------- ------ ...: � ————— ————— 'T————— ------ ————— •T————— ------ -- ----- ————— —————— ----- ----- ------ ————— -------- _ — m41 ELEVATOR ELEVATOR ....... = Q�9 :I 1 STAIR ..... 61 Ill :.... ::.....::I 0 r-- ------ -_--- ...... 9 z LL �Q ) �1 r T I I N Q Z � r p PLAN Pdl tlt%OY d UY% Ld OUt � Q � NORTH II7ld7ng -3rd F/oorJ Q u 0 RIVW Dlty D-19,Not": ew S—It a-30-I6 Sent 9-d1-I6 JOB #: F5G-6266 r JOB #: ROD-10aa C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a CD-,41,2 tY 0 OF SHEETS LL 36x24 PAPER SIZE IO_O I IO_O" I IO_O I IO_O I IO_On I IO_O I IO_On I IO_O I IO_On O IO_O II IO_O° 12 IO_O S 10_O" I4 IO_O 1E IO_O° 16 IO_O 1T IO_O° 1E IO_O I9 IO_O° 20 10_0 21 IO_O° 22 IO_O 2E IO_O° 24 10_O a — 0 � i TOP CHANNEL IiYP) 0 0 s MCC`, Y—RECIEVER CHANNEL �w� `�,O 0 I m_ 9 'TIONALO I 9 w j = EXPIRES'. 0 HI BELOW F=CEIVER CHANNEL L4x2x16GA ANGLE 0 �— r � 'r--�'--�T--'r--„--�T--`f--„--��--`{--�'--��--'r--�'--�'---'r--„-- --`f 'r--�'--�T--'r--„---`T--`f--„--��--`{--�' �@ — 0 0 = i i i i i i i i i i i nn ----- ------ ------ ----- ------ ------ ----- ------ ------ — --- ------ ------ ----- ------ ------ ----- ------ ------------------- ------ ----- ---- Q0� ----- ------ ------ ----- ------ ------ ----- ------ ------ — --- ------ ----- ------ ------ ------ ----- ------ ------------------- ------ ----- k ---- —@ C 0 _ m�-0 - ^I 4x4x2 I/2x16GA EAVE STRUT x x 0 X.5 i mu9 — = W 0, ELEVATOR ELEVATOR Q�9 �—RECIEVER CHANNEL F p'J STAIR J E 0 E 6t•-Ill I _ 9 0 I w I I I 9 0 0— I I CID I I � I I , .. .. .. .. — w I I ,n -RECIEVERCHANNEL j 0 STAIR (Dv a G � a 1 T N Q Z � Q LU 0 m PLAN ���/ Framin P/an u p N 0 NORTH g�/ld/ny':4"(3rd Fl J Q u Q Rlvw Dlty Deslgn Notes Review Smt a-30-I6 mit Sent 9-d1-I6 HEADER&PURLIN SCHEDULE: LABEL DESCRIPTION SUPPORTED BY JOB #: F5C"8268 HI 4Cx2xI&GA SINGLE GEE STUDS EA.END H2 SCx2 1/2x16GA DOUBLE CEE STUDS EA.END JOB #: RCD°IoSS C ISSUE DATE: 'B-2-16 HDI DOUBLE SCx2 I/2xl2GA A END HD2 DOUBLE IOCx2 I/2xl2GA W/ ISSUE: flerm It CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI I 4Zx2 I/2xl&GA ZEE PURLIN SINGLE GEE STUDS IL CE) ,4I11.21 x OF SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2T 28 29 30 31 32 33 34 — d F42 i — d C.McWAS C�w d]32T _ `SS�ONAL E%PIPE3. '9 i - rL4x2x16GA ANGLE H2 h N -- --- ���L—.r------------ --------- ---- - tl1Q i ^I 4x4x1 I/2x16GA EAVE STRUT 2 _ - 1 cj XLn � i mu9 9 - _ ELEVATOR ELEVATOR = - 9 RECIEVER CHANNEL m� STAIR J E TOP CHANNEL 0 22 I I = LL I I I I I I I a - I I I O - cn I I — � I — Z r I I N Q Z � L w Q PLAN Roof Framin P/an Q 3 N U o NORTH 11111of @u/ldlrg';473rd Floo,J Q U Q RIVW clty D-19,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 HEADER&PURLINSCHEDULE: LABEL DESCRIPTION SUPPORTED BY JOB #: F5C"8268 HI 4Cx2xI6GA SINGLE GEE STUDS EA.END 42 br-2 12 ISSUE DATEE:: 9-2-16xI&GA DOUBLE CEE STUDS EA.END JOB #: 2-Ir, C 6L HDI DOUBLE 8Cx2 I/2x12GA ISSUE: Permit HD2 DOUBLE 10Cx2 12x12GA W/ CRIPPLE STUDS®24"O.C. DOUBLE CEE STUDS EA.END W SHEET: ZI I 4Zx2 I/2xl6GA ZEE PURLIN I SINGLE GEE STUDS IL fP,C, x 0 OF SHEETS LL 36x24 PAPER SIZE I0_0 I 10_0" I I0_m I 10_0 I I0_m I Im_0 I 10_mn I Im_0 I 10_mn O Im_0 II 10_m° 1� Im_0 3 10_m" I4 Im'_0 19 I0_m° 16 Im'_0 1l I0_m° 18 Im'_0 I9 10_0° 20 10_0 21 I0_0° �� Im'_0 73 10_0° 74 10_O a — 0 0 0 s a — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — C.1�1CC/ O s 9 20,iA I INI V- EA DECK m ��90 SfEB�G ��K. t1d- --------------------- E%PIRES. � 0 s 0 S -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- s 0 Ill @ w e 9 0, ELEVATOR ELEVATOR �'� Q^ 9 6t._I11 s 0 0 s s 9— — — — — — —20GAI INI V- EA DECK— CIO — — — — — — — — -- -- -- -- -- — V/ w j c S ROOF LINE BELOW IO w 0 ® p I v CIO - p r L 1 T N Q Z � @ wU 0 m 0- PLAN N 0 NORTH Bu/ldfiy':4"(3rd Floor) Q U @ RIvw vty D-19,Notas: Review Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5C"8266 r JOB #: RCD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEET: W a BCD-,41,2 0 0� SHEETS LL 36x24 PAPER SIZE II 12 13 14 15 I6 Il 18 19 20 21 22 23 24 25 26 2l 28 29 30 31 32 33 34 — d INI I-e=Ar ROOFClEX "I - ExPIFES 09. 'r r - Ill -- -- -- -- -- -- -- — — -- -- -- -- -- -- -- -- fll— fll — -- -- -- -- -- -- -- -- -- -- -- -- -- -- — O -------------------------------- t X'> Lu u 9 QN ELEVATOR ELEVATOR Q�9 �9 QJ N � a - = a � � z s_ _ 0 -- — - LL --------------------- ROOF LINE BELOW z w r T N Q Z � m L w p PLAN )F00� 51-76-�tb` P1.5 w 6 Q 3 N U o NORTH @y//d/ng'4",'3rdF/oorl Q u Q RIVW Dlty Daslyn Notas: ew Smt a-30-I6 mit Sent 9-d1-I6 JOB #: F5G'6266 r JOB #: RGD"1098 C ISSUE DATE: 'B-2-16 ISSUE: Permit SHEETfP, : W a C[)-,41.24 0 0� SHEETS LL 36x24 PAPER SIZE PARAPETQ 10:_0: � 10:_0:: � 10'_O" � 10'_0" � 10'_O" � 10:_0:: I 10'_0" � 10'_0" 10 10'_0" II 10:_0:: 12 10'_0:: 13 10'_0" 4 10:_0:: 1S 10:_0:: 16 10'_0" 1T 10:_0:: 8 0 B, T uv T-— ElLt 3RD FrLOOR �El_U J ELEVATOR . . . . .. . . . . ..- - - - - - - - - - 4� QQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q_ 'Q. I, I, .... ... .. . . . . . . . .. INrL.00 R 2ND FrLCOR 2ND FFLOO_R EL:111-1 E -—-—-— -—-—-—- —-—-—-— -—-—-—- —-—-—- - -—-—-—- -—-—-—- -—-—-—- -—- —-—- --—-—-—-—-—-—-—-—-- --—-—---— —-—-—- 1.20.-0 • Oo Framin e South End of B ilding"A" , QNQ ..-0.. 0.-0. 0.-0.. 0.-0.- 0.-0.. 0.-0.- 0.-... ..-0.- 0--.. 101-0. ARA A AT GUTTER 6i GUTTER LOW SAVE TRIM AVE LOW EAVE__ LOW EAVE TRIM *EL:132'-3I/_2 ­_ E Ei_;131'-7� L.;131'-7 0 MP2 b J) LL MP3 MP3 1 MP4 r IF MP3VI n 3RD FFLOOR rL:121'-1 a w III fu 2ND rrLO 1117 *ECOR 0 'C tII L I4 (2R-ILq ai m I 1D F------1 F------1 F------1 F------I F------ w CM WALI_ BY OTHERS LUALL 3DIM, BY OTHERS CARTS ENTRY CARTS IN �'=L R rFL_ EISOV40—I — CMU BEYOND LINE LINE LINE".I" �t5l&�V_7t icl? G4=il_�1111111�5 LIGHT GAGE MUAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP'SPACING BASE CHANNEL TOP CHANNEL. IST FLOOR EXT.WALLS-PERIMETER 101-6 CMU N/A CMU CMU JOB #: 1`5G-6260 IST FLOOR INT.BEARING WALLS 101-8 6Cx2 1/2x16GA 30,O.C. &1/8.2 3/8.16GA 6 I/8x2 3/8xI6GA JOB #: RCE)*10a& 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6Cx21/2x16GA 51-0 O.C. &1/6x2 316xI6GA 6 I/8x2 3/6xl6GA ISSUE DATE: 'B-2-16 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 I/2x14GA 30 O.C. 4 I/8x2 3/8xl6GA 4 /8x3 3/8xI6GA ISSUE: Yi SHEET 3RD FLOOREXT.WALLS-PERIMETER VARIES &Cx2l/2xl6G,4 51-0 O.C. &1/6x2 3/8xl6GA 6 116.2 316.16GA'I uj 3RD FLOOR INT.BEARING WALLS VARIES . 4Cx2 /2xI&GA 5'x10'GPl0 N/A NIA IL C A 2,1 _'F SHEETS 36x24 PAPER SIZE 10'_0" 4 10'_0" 5 10'_0" 6 10'_0" , 10'_0" 8 10'_0" 9 10'_0" 0 10'_0" II 10_0 12 10'_0" 13 10_0 14 10'_0" 15 10'_0° 6 10'_0" 1l 10'_0° 18 10'_0" 19 10'_0° 20 31 10_0 32 10_0n 33 6 0 34 SEE NORTHE45T FRAMING ELEVATION PARAPET PARAPET EL:138'-0 EL:138'-0 _ PARAPETEO 36A;E _ HIGH SAVE EL:135'-5 9 0 0 --------------------------------------------_ --� o Bok ivicel LINTEL SEE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 8 0 8 0 8 0 8 0 8 0 PLAN FOR SIZE 3RD FFLOOR IL 3RD FFLOOR_ _3RD FFLOOR �EL:121'-� � EL:121'-� ELEVATOR I ELEVATOR �O�AEtr/ RFO h�`r N/ --� SIONAL ENG p� 0 0 B 0 B 0 B 0 B 0 B 0 B 0 B 0 0 0 0 0 BOk LINTEL SEE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - PLAN FOR SIZE EXPIRES. _2ND FFLOOR 2ND FFLOO_R _ _2ND FFLOOR EL:III'- EL:III'-1 EL:III'-II FFLOOR FFLOOR FFLOOR EL:100' EL:10111, ErrLOOR III'_6" 20'-0" 20'-0" 20'-0" 9'-4" Q z m Kj 0 k [�u 9 Framin e East E/evation Framin East E/evation 3 South End a!Building'4" North End o!Building'4" , �� l0 QN �+Ol u cj 9 m0= �@m E N O 4 5 6 l 8 9 10 II 12 13 14 15 I6 Il IB 19 20 31 32 33 34 � SEE NORTHEAST SHEETING ELEVATION GUTTER _PARAPET r� a GUTTER EL 138 0 Z *E OWEA'-VE ----- _ HIGHEAVE _ PARAPET EL:136l —————— __ LOW EAVE TRIM EL:135'-5 I/2 EL:136'-I 5/I6 LOW EAVE TRIM MPI CIO MP2U 7� U LL E MP4 MP3 F E MP4 MP3 VI K _3RD FFLOOR 3RD FFLOOR FFLOOR W E~ w W s EL:121'-T EL:121'-�--- E EL:121'-T LL W w K ALL' y MP4 2ND-FLOORRRJ. *ND FFLOOR_ _2ND FFLOOR EL:III'-I EL:III'-I m EL:II_ N Z r 1 r -1 r -1 r -1 — U z m m CM WALL ro W 0 CMU WALL CARTS ENTRY CARTS CMU WALL - BY OTHERS F 3 BY OTHERS BY OTHERS W @ O FFLOOR FFLOOR CMU BEYOND EL:I00'-m� *EL:Imm'-0 EL:100'-0 10'-0" IS'-8' Rlver Glty Deslyn Notas: LINE LINE"p" LINE"q" LINE"p^ LINE"k" LINE"h" x ew sm,t a-sm-is 180'-10" 25'-8" mit sent s-ms-w Sheetin � East €levation Sheetin � €ast €legation 4 South End a!B ilding North End o! lding LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT S1ZE TYP.SPACING BASE CHANNEL TOP CHANNEL LL IST FLOOR EXT.WALLS a PERIMETER 10'-8 CMU N/A CMU CMU JOB #: F5C"8266 r IST FLOOR INT,BEARING WALLS 10'-8 6Cx2 I/2x16GA 3m"O.C. 6 1/6x2 3/8x16GA 6 1/8x2 3/8xI6GA JOB #: RCD"10a& C 2ND FLOOR EXT.WALLS®PERIMETER 10'-1 6Cx2 I/2xI6GA 5'-0 O.G. 6 I/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA ISSUE DATE: 'B-2-16 L 2ND FLOOR INT.BEARING WALLS 10'-1 4Cx2 1/2x14GA 30"O.G. 4 I/Sx2 3/8xI6GA 4 1/8x3 3/8xI6GA ISSUE: Permit I1�I BIRD FLOOR EXT.WALLS®PERIMETER VARIES 6Cx2 I/2xI6GA 5'-0 O.G. 6 I/8x2 3/8xI6GA 6 I/8x2 3/8xI6GA SHEET: �++ 3RD FLOOR INT.BEARING WALLS VARIES 4Gx2 1/2xI6GA 5'xIO'GRID N/A N/A IvP v�/ IL 0 OF SHEETS LL 36x24 PAPER SIZE 20 21 29 30 31 Q5'-0 1.. 5 o.. 5 11 1 11 5 ...PA LOW-EAVE LOW L -- ------------ -------- LC L:132'-3 7/10 'T�o C.Ewcut - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----------------------------- - - - - 21-- - - - - - - - �-110�LINTEL�11 'LAN FOR SIZE . . . . . . . . . . . . . . . . . . . . . _3R_ FFLOOR rL 3—rrLOOR ,,3R9jrFL.— EL__ _T_ C, _,� .121-1 EL.:121'-1 lr Q .. .. .. .. .. .. .. .. .. ..- - - - ——— -BOX LINTEL SEE EK­IIRES, If PLAN FOR SIZE EL:IILO R ri. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S SLO_ NCLFF OR 2ND F " L' F L ` — -- l [ 1 1 I --- ----- E:1 El OL0-6 " -10. 5'-0� Q ­1 - - - - -"- - - - R FrLOOR FFLOOR ­'o. - 22-SL�0" - - -- ' FFLOO EL:IOO'-O e . M a 0 no -2 120--ll" 46'-32"' 6 cj x E-71 41 LL QN ( � � � � 24 25 2i 2l 2� � 30 31 � � � � � 1 5-0� � � ��� i) ,a GUTTER _LOW EAVE_� L.OW EA B EL� . _IIEL LOW EAVE TR.111 EAVE _-LOWEAVEL LI: EL ------- =L L:132'-3 *r Cj MP2 Lc j 4� mP3 I m FFLOOR r aRD FFLOORL FL_ R r aRD FFLOOR 1*1 12 EL;121' *E21 E r 1 *7 r y ly x w y Z (j x _x f'v 1w 1w y 1 1 111) mP4 'L 7 7 7 FFLOOR 2ND FFLOOR *2N�FFLOOR 5�2NID FFLOOR 2N E E�111 *E IR" F *E"LDI EL 1117_1 CM WALL 1:11 WALL Q Lu Q BY OTHERS BY OTHERS * F mgrL -4- FrLOOR JII, *IC7LFO �_I rFLO 0 OgRe *K: 17-4" RVW Clty LINE V'714RU �NO/-07�5/--X5�ti011� LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TTP.61-AC[WG BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS®PERIMETER 101-91 cmu N/A cmu cmu JOB #: F5G-6268 16T FLOOR INT.BEARING WALLS 101-6 6Cx2 I/MeGA 301,O.C. 6 I/Sx2 318xI6GA &1/6x2 316xl6GA JOB #: RCE)*1058 2ND FLOOR EXT.WALLS 0 PERIMETER 101-1 6Cx2 1/2xI&GA 51-0 O.G. 6 I/8x2 3/8x16GA &1/8x2 3/8xI&GA ISSUE DATE: 'B-2-I6 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 1/2xI4GA 301,O.C. 4 I/Sx2 3/8xl6GA 4 I/8x5.3/6x16GA ISSUE: Permit 3RD FL OOR EXT ®PERIMETER V,,41.R�:: I,,'-.,x22 1/2xI6 GA 5,-0 O.G. 6 I18xFN7xIoGA & SHEET 'L INT.=Z:S 4 112xII S'AO'GRID fP,CD OF SHEETS LL 36x24 PAPER 'j SIZE _oT 2-1 1. Tr 2 v2r, 2 -,T- .2, r -,T- o I._T.. S '2� I..2. r _—_PARAPET ...PA �M LOW EA A LOW 11/16 --------- _—_LOW E L WE HT-—- m m ------- LOW EHL E17 =zm =LQ li N, C•Me T�lll 4x �-110�LINTEL�11 - - - - - - - - - 12' 12' 12'-Il" Y PLAN FOR SIZE ty -LOOR CIR 5V3 -LOOR_3RD FF 3— L11 _R0 rFL.— FLOOR- 3RD Fr-aT-- EL:IlI'- __ _��_1� _'_ _C, '_ _,_ __ —-—-—- 47 EC.-12r-T E MIL U21 -BOX LINTEL SEE - - - - - - - -WRY& 12'-0" - - - - PLAN FOR SIZE 2N FFLOOR c, LD 2ND EL:IIFPLOOR FFLOOIR 2ND C� FFLOOE* k: mL-,TlT--oF- t 1114 LIL t 111411—-— *u EL 00 'L LgOR, -—-EL 11LOOR 00'-. FFLOOR -—-EL L.I Oo Kj 46'-32'" cj x m I Framin North V,:5 jo�7 LL cj EQ _j E 6 LOW EAlE ELd'._O_� ARAT LOW EA LOW EAVE S EL:I36'-2 11/16 --------- CIO EAV LOW EAVE MP4� EL:l *rL:133'-O MPI -—-—-—--EL:132'-31/2 =aQ N, T J) u LL MPB MP4 MP3 FFLOOR aRD FFLOOR BIRD FFLOOR E 3R�� *EFI% al K,12F:F� *E EC.121`:T'�7 a; EL 121 r r E7 02MIL_ 7 2ND rFLOOR L 2ND ILLOOR_ 2ND rFL.00R - - EL:I *2=N0 1: �"�_4 �11 rL F1,1LOOR II 2ND FFLOORIF_T L w w w z. 0 "D WALL CMU WALL L 0 TPIERS 0 BY OTHERS *FLF F7 F rFLOOR LO R 0 L 17-4" RIvw clty D"19,Not": Sh��t in North Elva1�iol'l Sheet in 6oLll LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYF.SPACING BASE CHANNEL TOP CHANNEL. IST FLOOR EXT.WALLS-PERIMETER 101-8 Cmu N/A cmu Cmu JOB #: F5G-6268 16T FLOOR INT.BEARING WALLS 101-6 6C.2 I/M&GA 301,O.C. 6 /84 316xI6GA r 116x2 316x16GA JOB #: RCC)*10a& 2ND FLOOR EXT.WALLS*PERIMETER 10-1 6Cx2 1/2xl&GA 51-0 O.G. 6 1/8.2 3/8xl6GA &1/8x2 3/8xI6GA ISSUE DATE: 2ND FLOOR INT.BEARING WALLS 101-1 4Cx2 1/2xl4GA 301,O.C. 41/6x2 3/8x]6GA 41/6x3 3/6xl6GA ISSUE: 3RD FLOOR EXT.WALLS-PERIMETER VARIES 6Cx2 1/2xl&GA 5-0 O.G. 6 I/8x2 318xI6GA &I/ax2 3/8xI6GA SHEET 3RZ)FLOOR INT.BEARING WALLS VARIES 4Cx2 12xI6GA S'xIO,GRID N/A N/A CD-,42,.4 0 OF SHEETS ILL 36x24 PAPER SIZE PARAPET___ L 5 LOW E 111_ C..Mc - - - - - - - - - - - - - - - - - - - - - - - - - O fpl SEER cj . .. .. . NAL ............. FFLOOR - - -———--——-—-—- - -—-—-—- -—-—-—- - -—-—-—- -—-—-—- - -—-—-— -—-—-—- —-—-—-— -—-—-—- —-—-—- -—-—-—- -—-—-—- zLoo" -—-—-—-—-—-- cj x LIT, QN tii AR GUTTER GUTTER LOW EAVE TRIM LOW EAvE TRIM CIO In MP2 MF3 MF4 L;121'-1 r MPI M14 D_ —1 WALL Lu BY OTHERS E F 3 0 E L Ll L F-1 L w (3 Rl I 'W C t� Review Smt �1�110�11166 1�17116 I��olll LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL IST FLOOR EXT.WALLS-PERIMETER 10_5 cmu N/A cmu amu JOB #: F,5G-6266 IST FLOOR INT.BEARING WALLS 101-6 6C.2 1/2x16GA Bell O.C. r.116x2 3/6.16GA 61/64 3/6xl6GA JOB #: RCE)*10a& 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6CV2 1/2x]6GA r-0 O.G. &]/8x2 3/8xI6GA r,I/8x2 318xl6GA ISSUE DATE: 'B-2-16 2ND FLOOR INT.BEARING WALLS 101-1 4C:x2 1/2xl4GA 301,O.C. 4 I/8x2 318xI6GA 41/6x3 3/8xI6GA ISSUE: Permit BIRD FLOOR EXT.WALLS-PERIMETER VARIES 6C4 I/2xl&GA 5-00c &I/8x2 3/8xI6GA &I/8x2 3/8x]6GA SHEET 3RD FLOOR INT.BEARING WALLS VARIES 4Cx2 1/2xl&GA 5'xl0'GRID N/A N/A FR,C[)-,42,E) OF SHEETS LL 36x24 PAPER SIZE R_APE ...PA EL 138'-0 E.H.T. C.mc 3RD FFLOO AL 2ND rrLOOR ---------------- ---------- --------------------------- ---ErrLOOR,-� -1 7 • 0 cj x 1�Ele I��011 QN ci F -j IF tii PA PET-�- GUTTER GUTTER r LOW EAVE TRIM LOW EAVE TRIM LOW EAVE 1� CIO MP2 J) u LL MI-4 _3RD rrLOOR z MF'4 7 2ND rrLOOR L 0 F�mo I EL: RI,w vty D"19,Not": LIGHT GAGE METAL SCHEDULE: LOCATION STUD HEIGHT SIZE TYP.SPACING BASE CHANNEL TOP CHANNEL LL IST FLOOR EXT.WALLS to PERIMETER 101-8 Cmu N/A Cmu rMLI JOB #: F5G-6266 IST FLOOR INT,BEARING WALLS 101-6 CCx2l/2xlgGA Boll O.C. 6 1/6x2 316xl6GA &1/6x2 3/6xl6GA JOB #: RCE)*10a& 2ND FLOOR EXT.WALLS-PERIMETER 101-1 6Cx2l/2xl6GA 51-0 O.G. &I/Bx2 3/8xl6 GA 6 I/8 X2 3/8 X]6 GA ISSUE DATE: C:2ND FLOOR INT.BEARING WALLS 101-1 4 .21/2xl4GA 301,O.C. 4 116.2 3/6.10GA 41/6x3 3/6xI6GA ISSUE: BIRD FLOOR EXT.WALLS a PERIMETER VARIES 6Cx2l/2x]6r.A 51-0 O.G. &I/Bx2 3/8xl6GA &I/8x2 3/8xl6GA SHEET 3RD FLOOR INT.BEARING WALLS VARIES 4Cx2 I12xl&GA 5'xlO'GRID N/A N/A 42,(o OF SHEETS LL 36x24 PAPER SIZE STUD ORIENTATION MAY STUD ORIENTATION MAY 5TUD ORIENTATION MAY ON GRID OFF-GRID GRID LINE DIFFER®GRID LINES. GRID LINE DIFFER®GRID LINES. STEEL LINE DIFFER a GRID LINES. (SEE PLANS) (SEE PLANS) (SEE PLANS) I I I OPEN CHANNEL OPEN CHANNEL •12 SD.W/O WASH "12 SD.W/O WASH A A A STUD(PER PLAN) MINI-STUD(PER PLAN) 'STUD(PER PLAN) STUD(PER PLAN) I6GA SUB-GIRT 16GA SUB-GIRT STUD(PER PLAN) STUD(PER PLAN) 3 (2)•12z1 5D.PER 4C STUD A PARTITON PANEL a' PARTITGN PANEL "12 5D.W/O WASH "12 S.D.W/O WASH W fl2 S.D.W/O WASH w PARTITON PANEL BASE CHANNEL d BASE CHANNEL a WEDGE ANCHOR WEDGE ANCHOR WEDGE ANCHOR FPLOOR N N w w THE DETAILS SHOWN IN THIS SECTION OF FFLOOR FFLOOR THESE DRAWINGS ARE INTENDED TO -- DEPICT THE DIFFERENT CONNECTION TYPES REQ'D FOR BUILDING ERECTION AND FASTENER SIZING AND FREQUENCY. I J P REFER TO BUILDING PLANS FOR MATERIAL e e STEEL LINE STEEL LINE 51ZE5,GAUGES,FREQUENCY,LOCATIONS, CHANNEL LAP ETC.- CHANNEL LAP BASE CHANNEL BASE CHANNEL PARTITION PANEL C-MC(-' PARTITION PANEL PARTITION PANEL FLOOR CLIP W'v4G� WEDGE ANCHOR 30"O.G. JWEDGE ANCHOR 30"O.G. WEDGE ANCHOR �e STUDS STUDS STUDS TOP CHANNEL "12 S.D.W/O WASH 27 '12 S.D.W/O WASH MINI-STUD(PER PLAN) STEEL LINE STEEL LINE STEEL LINE STUD(PER PLAN) STUD(PER PLAN) A4 sEb/'is'L .9 L.v'tr SECTION"A° EEL LINE SECTION"A° EEL LINE SECTION"A" STEEL LINE E%PIPES. ' 7/S/ SECTION"A" SECTION"B" STUD ATTACHMENT 1 STUD ATTACHMENT a 2ND FLOOR 2 STUD ATTACHMENT 3RD FLOOR 3 TOP CHANNEL ATTACHMENT 4 STSrl,AI-L S 5GIRT CLIP!L-2x4xI6GA) (4)•12 S.D.W/O WASH PER LEG GIRT(PER PLAN) t+1 FINISHED FLOOR STEEL LINE 6)m 0 FINISHED FLOOR FLOOR DECK "12 S.D.W/O W45H N FLOOR DECK PURLIN(PER PLAN) • L__° _ J N — (�a9 all ' .°. ° a" : °< _..a ° '• .°° e °' STUDS(PER PLAN) PER PLANS q 6'HEADER TYPICALLY 60" ._ lb)*11 S.D.W/O-514 PER STUD I&GAx2'0 ANGLE MUST EXTEND (2)FLUTES OF DECKING SECTION"A" Q N 10"HEADER u (10)112 S.D.W/O WASH PER STUD ��L STEEL LINE..A.. Q (4)"12 S.D.W/O WASH PER LEG - E 0 INFILL CEE STUD AT LARGE SPANS ONLY STUD(PER PLAN) FLOOR DECKING �.W 2'0" STUD(PER PLAN) DBL CEE 5UPPORT'5(SEE PLANS) F.FLOOR (LAP LOCATION ON ROOF PLAN) (4)Fl2 S.D.W/O WASH PER LEG PARTITION PANEL GIRT CLIP(L-2z4zI6GA) cv C "12 SD.W/O WASH - —., - I'-0" I'-0" 0 GIRT IPER PLAN) S STUDS(PER PLAN) A "A" PARTITION PANEL SECTION"A" 01 to 01 ��L-Fx X1/4 LEDGER ANGLE of o LCC HO C I/2"WEDGE ANCHOR 24"O.C.(FIELD a I of to of LOCATE LES) z CMU!BY OTHERS) ~ 1 I 1 I ar Z IN( AN)WRL PER PLAN) a-I I6GAx2'-0 ANGLE MUST EXTEND (2)FLUTES OF DECKING a IL IF IL t6 DBL GEE SUPPORTS ACROSS - L-2x4xIbGA DRAG STRUT L Q HALLWAYS/DOOR OFNG'S STUD(PER PLAN) STUD!F'ER PLANT � 7�-'m STUDS WEB/WEB(PER PLAN) FIELD CUT PANELS AS REQ'D 9 G (�I SPAN "12 S.D.W/O WASH 4_ S U "`", (PER ATTACHMENT DETAIL) NON-LOAD IS) 0 BEARING STUD PARTITION PANEL(PER PLAN) HEADER ATTACHMENT 6 OFF GRID STUD ATTACHMENT 7 FRAMING a ELEV/STAIR 8 MISC.CI"IU 8 TYP PURLIN ATTACHMENT 9 TYP GIRT ATTACHMENT 10 0 Z Q o I 6"P.T.T.FOR 4Z(DRAU.N) w ZEE PURLN S"P.T.T.FOR 6Z Z 10"P.T.T.FOR IOZ / I IL QI ° I / a �% z r m ° T r/ ®% m �7 0 m IL ?® / al oSTEEL LINE IS) IS) u G I I I I Q I I i i ___ I � I � River Glty Deslyn Notea: ew se,t a-am-ie "12 SD.W/O WASH -12 SD.W/O WASH •14 5.D.W/O WASH mn sani y-mz-� L-2x2xI6GA SHEETING ANGLE L-2x2xl6GA SHEETING CHANNEL 12"PARTITION TOP TRIM STUD IPER PLAN) STUD SUER PL N) ZEE PURLN L F, �R FPA PARTITION PANEL PARTITION PANEL PARTITION TOP TRIM STUD STUD _ •12 SD.W/O WA5H 9 INSULATION PARTITION PANEL PARTITION PANEL L-2x2xl6GA SHEETING CHANNEL •12 S.D.W/O WASH I I � JOB #: FBC"8265 0 1 111 JOB #: RGD°1098 ZEE PURLN I Q PARTITION TOP TRIM 1 W � y ISSUE:ISSUE DATE�Pe mii 16 a Z Fl2 S.D.W/O WASH o d INsuLAT1oN SHEET: STRUCTURAL SCREW=-12x 5�. PARTITION PANEL STITCH SCREW.Fl40/5.0, LL d ~ a a I TYP PARTITION ATTACHMENT 11 TYP INSULATED PARTITION ATTACHMENT 12 FLASHING: TRANSVERSE INSL.WALL 13 FLASHING: LONG17UDINAL INSL.WALL 14 TYP PARTITION ATTACHMENT 15 of SHEETS ILL 36x24 PAPER SIZE GUTTER STRAP m 60"O.G. RAKE TRIM 4LE INSIDE METAL CLOSURE W/TAPE SEAL TOP t BOTTOM TAPE SEAL CONT.ALONG RAKE t REMOVE INSULATION OVERFLOW STANDING SEAM ROOF PANEL '12 5D.W/WASH 12"OC. VING BACKING IN PLACE HOLES SUPPORT ANGLE(L-3x3xI6GA) STANDING SEAM ROOF PANEL EAVE _ _ _HEIGHT--------- ROOF LINE ROOF INSL.NOT SHOWN FOR CLARITY INSULATION(PER PLAN) EXTERIOR SHEETING EXTERIOR SHEETING INSULATION °/ CENTER 16GA STUD m PIER ASSEMBLY 16GA STUD(PER PLAN) A v PARTITION PANEL •14 SD.W/WASH 12"O.C. STANDING SEAM ROOF PANEL RIDGE GAP GUTTER 92 SD,W/O WASH 30"O.C. '14 5D.W/WASH®6"O.C. (PROFILE MAY RY) END DAMS W/TAPE SEAL GONT'S TOP t BOTTOM INSULATION THE DETAILS SHOWN IN THIS SECTION OF FOLD BACKING OVER INSULATION THESE DRAWINGS ARE INTENDED TO DEPICT THE DIFFERENT CONNECTION TYPES REQ'D FOR BUILDING ERECTION AND FASTENER SIZING AND FREQUENCY. REFER TO BUILDING PLANS FOR MATERIAL ZEE PURLIN 1IZE5,GAUGES,FREQUENCY,LOCATIONS, 12"RIDGE CHANNEL ETC._ INSULATION C.M�c� AS o INSIDE METAL CLOSURE q4 SD.W/WASH e 6"O.C. !21"12 5D.W/O WASH®IMC HIGH EAVE TRIM SAME METHOD USED AT BASE 121 M4 S.D.WNIASH !21•14 S.D.WASH AND TOP OF WALL INSULATION ��(6)-12 5D.W/WASH NOTE: FOR"SIM."CONDITION •.� STANDING SEAM ROOF PANEL MAY REQUIRE FIELD lb)"12 SD.W/O W45H �t17ERE hr BENDING ALONG RAKE EDGE o TERMINATING RAKE.3ZC -- --- -- - 15 REQ'D FOR THAT CONDITION a„ Wt7 SECTION"A" E%PIPE3. SECTION"A" 2'-0" TYP. INSULATION DETAILS 16 LOW EAVE DETAIL 17 RAKE ATTACHMENT DETAIL 1$ TYP RIDGE DETAIL 19 DETAIL NOTES 20 S _ to PARAPET CAP TRIM PARAPET CAP TRIM 0 K1 • Q@� INSULATION ' cj Xj PERIMETER STUDS W PARTITION PANEL �T l0 EXTERIOR SHEETING , 6� U EXTERIOR METAL PANEL EXTERIOR METAL PANEL STANDING SEAM cj��9 PBU LINER PANEL LINER PANEL BASE CHANNEL E^� m PARAPET RAKE FLASHING PARAPET RAKE FLASHING FLOOR DECKING E LOW EAVE TRIM F.FLOOR ROOF TO WALL FLASHING END DAMS W/TAPE Q) fl,I,�ULAT'ON END DAMS W/TAPE SEAL TOP t BOTT. ZEE CLOSURE W/TAPE SEAL TOP t BOTT. SEAL TOP t BOTTOMSTANDING SEAM ROOF STANDING SEAM ROOF STANDING SEAMPURL IN(PER PLAN)(PER PLAN) l4)�I2 5D.W/O WASH PER STUD ~EAVE STRUT EAVE STRUT(PER PLAN)RECEIVER CHANNEL TRIM FLASHING(IF REQ'D) TOTRIM FLASHING(IF REQ'D1TOP TRIM FLASHING(AS REQ'D) ITION LINER PANEL PARTITION LINER PANEL PARTITION LINER PANEL O ISULATION WALL INSULATION U LL HIGH EAVE PARAPET CONDITION 21 RAKE PARAPET CONDITION 22 FRAMING a PERIMETER ROOF TRANSITION Q) 0 z Qo N Q Z � L 0 � Q � w U 0 Rlvw Dlty D-1g,Not": ew Smt a-30-I6 mit Sent 9-d1-I6 JOB #: FBC-6260 r JOB #: RCD*10aB C ISSUE DATE: a-2-16 6L ISSUE: Permit SHEET: W a 0 OF SHEETSLL 36x24 PAPER SIZE CITY OF ARLINGT ON CERTIFICATE OF OCCUPANCY COPY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 4125 172nd Street NE Building Permit Number 1038 Name&Address of Owner Sprinkler System Number of Stories 172ND HOLDINGS LLC No 3 165 BEACHWOOD AVENUE Type of Construction/ Occupant Load Use CAMANO ISLAND,WA 98282 II-B B = 11; S-2 =153 Self-Storage THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP S-2 OCCUPANCY ISSUED June 8, 2018 BY COMBINATION INSPECTOR CONSTRUCTION PERMIT APPLICATION Community& Economic Development City of Arlington • 18204 591''Avenue NE Arlington, WA 98223 • Phone (360) 403-3551 CIVIL (TYPE 1) 71 GRADING/PAVING'DRAINAGE (TYPE 11) RIGHT OF WAY(TYPE III) TYPE I & II ONLY NEW DEVELOPMENT REDEVELOPMENT Project Name: 17721 31ST DR NE Snohomish County Tax Parcel I.D. #: NA Project Address/Location: 17721 31ST DR NE Description of Project:RETIRE GAS SERVICE LINE AT THE MAIN. OWNER Name:NA Address: NA City:NA State:NA Zip:NA Phone:NA Email:NA APPLICANT Name:CASCADE NATURAL GAS Address:1520 S 2ND ST City: MT VERNON State:WA Zi :98273 Phone:(360)336-6156 Email: AGRZESKO@CNGC.COM ENGINEER Name: NA Address:NA City: NA State:NA Zip: NA Phone:NA Email: NA License #:NA Expiration: NA CONTRACTOR Name: SNELSONS Address:601 W STATE ST City: SEDRO WOOLLEY State:WA Zip:98284 Phone:( 360) 856-6511 Email:NA License #:#374N9 Ex iration:07/20/2017 I, hereby certify that I have read and examined this application, City of Arlington Municipal Code, Standard Plan & Specifications. Performance of the proposed work shall follow all applicable laws and regulations. The owner/applicant shall assume full and complete responsibility for said work and shall be responsible for the acquisition and compliance of all applicable permits and/or authorizations which may include, but not limited to, Right of Way Permit, WSDW Hydraulic Project Approval (HPA), WSDOE Notice of Intent (NOI), National Pollutant Discharge Elimination System (NPDES), Army Corp.of Engineers Permits,the requirements of the Endangered Species Act,and the Forest Practices Application(FPA). Signature esa,oe�a,ead,„essa,« Print Name:ALBERT GRZESKOWIAK Date: 05/08/2017 Page I 1 REVISED 10/2013 CONSTRUCTION PERMIT APPLICATION Community& Economic Development City of Arlington • 18204 59t1 Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551 Complete package constitutes all items. Only complete submittals will be accepted. Civil -Submittal Requirements, Type I: O Complete Application; O Construction Plans including cut/fill quantities; • 3 full size plan sets 22"x 34" ■ PDF file of the complete plan set ■ 1 full size set of landscape plans 22" x 34" O Marysville Utility plans if applicable (2 sets); O Drainage Analysis including calculations and downstream analysis (3 sets) and (PDF file); O Geotechnical Report(3 sets) and (PDF file); O SEPA is required if 500 or more cubic yards of cut/fill is proposed (not required if included with a Land Use Permit); Grading cut/fill quantity: NA ; O Drafts of easement(s)dedication(s), and/or CAPE(s)for review; O Construction Calculation Worksheet; O NPDES Permit (if required); See Storm Water Drainage Report, New or Redevelopment Flowcharts O Assurance Device will be required prior to Permit Issuance (Bond or Assignment of Funds); O Plan Check Fee due at time of permit submittal. Grading /Pavina/ Drainage Submittal Requirements, Type II: O Complete Application; O Construction Plans including import/export quantities; • 3 full size plan sets 22"x 34" ■ PDF file of the complete plan set O Drainage Analysis including calculations and downstream analysis (3 sets) and (PDF file); O Geotechnical Report(3 sets) and (PDF file); O SEPA is required if 500 or more cubic yards of cut/fill is proposed (not required if included with a Land Use Permit); Grading cut/fill quantity: NA ; O Construction Calculation Worksheet; O NPDES Permit (if required); See Storm Water Drainage Report, New or Redevelopment Flowcharts O Plan Check Fee due at time of permit submittal. Right of Way Submittal Requirements,Type III: O Complete Application; O Construction Plans; O Traffic Control Plan; O Road Closure Request; O Temporary Erosion & Sediment Control (TESC) Plan; O Certificate of Insurance with the City of Arlington named as Additional Insured; O Assurance Device will be required prior to Permit Issuance (Bond or Assignment of Funds); O Engineers Estimated Cost of Construction; $$1,440 O Permit fee due at time of permit issuance. Page 12 REVISED 10/2013 Mc McClendon Engineering Inc CASCADE NORTH W EST SELF STORAGE Arlington, WA FINAL STRUCTURAL CALCULATIONS Date: September 8, 2016 Prepared for: Forge Building Co. 2619 Lampert Drive Boise, ID 83705 G. Mc� of WAS 43327 SSICNAl' EXPIRES; Prepared by: McClendon Engineering Inc 1412 West Idaho Street, Suite 240 Boise, ID 83702 Project No.: 1068.16 DMC McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA TABLE OF CONTENTS Page Number GENERAL: Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . DesignLoads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Materials and References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . y GRAVITY DESIGN: RoofFraming . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Deck Purlins Beams/Columns Floor Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Joists Beams LintelDesign . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6/0 StudDesign . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '-'/7 Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . so Wall Footings Column Footings LATERAL DESIGN: Lateral Analysis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 9 Wind Base Shear Seismic Base Shear Diaphragm/Chord Analysis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69 ShearWall Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMUWall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S- 101 1 McE McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA DESIGN LOADS GRAVITY DESIGN LOADS: Roof Dead Loads Canonv Roof Dead Loads Roofing: I psF Roofing: Decking: ?RSt: Decking: ,jgme Framing: Z pgi= Framing: 44 4&jc Insulation: Z pS,F Insulation: - Ceiling: I P&I Ceiling: M& E Collateral: I psf M& E Collateral:_ I P tp. Miscellaneous: _ I Miscellaneous: I E Roof DL: 10 Ps Y,Special Roof DL: top i'a Roof Live Loads Snow Load:ZS pSF Rool*LL: ZO ELM Floor Dead Loads Unger Floor Dead Loads Flooring: Flooring: Decking: Decking: SI PQ'F Framing: _ Framing: N PIC- Insulation: Insulation: Ceiling: Ceiling: M&E Collateral: M&E Collateral: Miscellaneous: Miscellaneous: ( PSf E Floor DL: Y-Special Floor DL: S"(p e&F Floor Live Loads L►G r Occupancy or Use: S Le Floor LL: 1 Z!W Occupancy or Use: 409AIQXtL Floor LL: l DDpLF Occupancy or Use: S1'M lyz s Floor LL: I100 Occupancy or Use: Floor LL: Wall Loads Interior Stud Wall DL: CMLI Wall DL: S'S psI< Exterior Stud Wal I DL: 10 psr LATERAL DESIGN LOADS: Wind Loads Seismic Loads Wind: J/b mph Site Class: D R: I/ S2: is p: Exposure: C Seismic Design Category: 5 Sns: 01741 MWFRS: S#wApLa.' Risk Category: Xr- SDi: O, N3 T Z)I rN p.-ts>.,-N��,�� Importance Factor: /.O MSFRS: S'IM- PO %qq, -E)H t'�L emu S LOAD COMBINATIONS: Design Method Strength Design: Basic Load Combinations ❑ Allowable Stress Design: Basic Load Combinations ❑ Alternative Basic Load Combinations 0MOOF McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA MATERIALS AND REFERENCES MATERIALS: Steei Wood Concrete Shapes: Fy= Sd K Sawn Lumber: — fC- Z 5"Oc ; Plates/Angles/Channels: Fy '3(oKs; GluLam: — fy= CoUks: Hollow Structural Shapes: Fy= '-l2 Ks.; Eng. Product: Pipe: Fy= — Masonry Bolts: t 325 Licht Gauee Steel fm= 15[x pa; Anchor Bolts: 1; 0'� Fy: SVAc., f,,= CPD KL) REFERENCES: Soils Codes Used Software Used Rearing Pressure= z000 P%FF 26 Ib' ITSC Ut rd L Source of Information ► e-C. Frost Depth ZW DEFERRED SUBMITTALS: Steel: Steel member layout Concrete: Joist/Joist Girders Layout Mix Design Q� Metal deck layout Reinforcement Layout Wood: Masonry: Engineered Truss Layout ❑ Mix Design �) Reinforcement Layout Cold Formed Steel: Steel member layout Other: ❑ SPECIAL INSPECTIONS: Fabricators ❑ Steel Construction ❑ Concrete Construction ❑ Masonry-Level 1 ❑ Masonry-Level 2 ❑ Wood Construction ❑ Soils ❑ Deep Foundations ❑ Special Cases X Seismic Resistance ❑ Other: ❑ 3 Mc McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA PROJECT DESCRIPTION: The Structural scope of work for this project consists o£ • The design of three story light gauge steel framed storage building. • The gravity system for the buildings consists of a light gauge steel framed roof, concrete on metal floors supported by light gauge steel framed walls. • The lateral system for the buildings consists of a simple roof and floor diaphragms and light framed shear wall system. o The loads are transferred from the diaphragm to the metal shear walls to the foundation. o The shear walls are mostly uniformly spaced and redundant. Conservatively,the shear loads were calculated using worst case tributary areas. 4 MC McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA PROJECT DESCRIPTION: The Structural scope of work for this project consists of: • The design of a three story light gauge steel framed storage building. • The gravity system for the buildings consists of a light gauge steel framed roof, concrete on metal floors supported by light gauge steel framed walls. • Two foundation designs provided for value engineering per contractor; a slab with thickened footings, and a mat slab. • The lateral system for the buildings consists of a simple roof and floor diaphragms and light framed shear wall system. o The loads are transferred from the diaphragm to the metal shear walls to the foundation. o The shear walls are mostly uniformly spaced and redundant. 4 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK Ol Ct TI Cp F-I NO IC 'OU tj DE Project: No: tO&SAt Page: McClendon Scope: QAJ Date: 8 1( Checked by: Engineering Inc Item: By: —_ N : 7n�— Raor SCE to OOF P�XLL-LlJ ; �:> I Spr�r�l = IO ' Sp►ac_�ac, 5 , bL - pLr ( 5'� - 3.SpLF SL = Z5 pa.ve C 5'� /ZC pLF �4cLu,�t l9 y3 16. Fr r, ESR-2409 I Most Widely Accepted and Trusted Page 5 of 14 TABLE 2—MINI-V-BEAM m SECTION PROPERTIES""' DECK BASE METAL I POSITIVE NEGATIVE TYPE GAUGE THICKNESS(In.) (in ) S(in') S(In) 264 0.018 0 073 0.097 0.092 24 0.024 0.099 0.137 0.137 Mini-v-Beall)'"" 22 0.029 0.120 0.165 0165 20 0.035 0.144 0.198 0.198 18 0.047 0,264 0.264 0.264 For SI: 1 inch=25 4 mm, 1 psi=6894 Pa. 'Tabulated values are based on a 1-foot wide section. 'I ioperties based on 38,000 psi yield strength,except where noted. (Tensile strength=52,000 psi) 'All section properties are net values- 4 Properties based on 75 percent of 80,000 psi yield strength (Tensile strength=82.000 psi) TABLE 3—MINI-V-BEAMTA1 ALLOWABLE REACTIONS' DECK MINIMUM ALLOWABLE LOAD(pif) TYPE GAUGE BEARING REACTION LOCATION LENGTH End of Deck Interior 26z 1.5 inches 234 —T528 24 1.5 Inches 321 732 Minix V TM 1.5 inches 1110 20 1.5 inches c_�7V6.6. ,' 1650 1.5 Inches 162U 3040 For SI: 1 inch=25 4 mm, 1 plf= 14.597 N/m. Properties based on 38,000 pal yield strenyth,except where noted. (Tensile strength=52,000 psi) 'Properties based on 75 percent of 80,000 psi yield strength. (Tensile stronglh=B2,000 pal) PROFILE Ov MIKI,V 91*AN t . - - _ r4 w• _. i SCREW FASTENER PATTER145 TO 5l,'PPO�qT hEA.MS FIGURE 2—MINI-V-BEAMTm DIAPHRAGM SHEAR WITH SCREWS r-- u ti O~i T Gt GT ?? Q! Obi 07 W f0 i9 t7 O O O O �- t'yl X � m 6 6 M �S6c;S C6 �Srn � � u� � r, C c) ri C O H .r - m (J - a r C !O M U (D (O �In d' ,G M l•1 Pl f0 10 t0 10 10 f0 10 f0 fD 10 V U U; Lo m _ WW (ptppDpp 0 (N�nn t- rOr 0 In pNo N GO t0 U1 1(t�pp O n W h Oi n W M R N W 4 ILI In In � a � _o C 1=^SQ "� C? .- N nI N (�i .- N N M .- N N Mi Op� 7 M V N 10 d1 In In n M In N 1� M ui !O I� LLJ 'i3 1(IT�J, ED Q pl Y M ID M N qX � A .5 = Q O Lj 41 v '�` r N N N �+ v �{ N rryi V N N M 2 a A a CC �,nY ppY W 7 t' M a, m m a) m ci z Jj vYi li o o ri d d fD rL In I7 I �, '7 In . O . . . 1 10 ry`^ W n t- M O M In V' W 0 V W 0V' V 1p QG V In W n R) O N D 1- 01 I(, D W V 0 0 0 0 0 0 — 0 0 0 �-(=7 oa o 0 tT R 2 N � i P N W - 01 Q? A 0; 4) W S 666 fV N N N 6@ N N 6 H N N 6 a 0 ` � ga4g EDe2- 9Go9 c c o c d a c c o c c c c o 0 0 '� � m Y 1') N IP •�t r) N 11+ V N <t� •f N p ^� Q co In M Mf 1N. 41 h IA H1 Y) I(f Yf tCl !A 111�(�f.. nl m i of ai ri NNN n{ NNN N a X X x X x x x x x x m x x x x x m5 . 9 N Y n In to D � �. x k X X X M M C.j rj N CJ N N lV N N N R K IR ^ x 0x x x x x x x x x x x v) 0 0 0 0 0 0 0 0 0 0 a v v a v v v a v v a a ai m W Y C•] N W V M Vi NIn h u a q v 7i Nn g N of ai 6 6 -4 4 v -4 v 4 MC Project: No: Page: l u McClendon Scope: S192< X T 'Uk:S OG fJ Date: $ 4r Checked by: Engineering Inc Item: By: or 'ROOF T2A-Mt,,) '+ Fcx* `b L = V ps F 6 10' 4-I o' 'l e 7G PJ_F 5 L- = ?-S pc-F 6 " -)/z. Tl, _ Z'ZO p(_F RJ Roar DC. = �rc� 1bs ' sL STS' 16y 2,vr„t R f31 /D 'o " sp✓�c�,d�� �I £�S' 16 1 2D v,bL- ,� G..1 I C? x 3 ' , A DC. 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W,Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr; 208.342-2919 �l McClendon Engineering Inc Steel Beam File=m\lftli Proiects12016 Projects11068.16 Cascade SloregelCalcsWesign.ec6 ENERCALC,INC,1983.2016,Dulld:6.16.6.7,Ver:6.16.6.7 0.i0 DO1 ENGINEERING Description: Roof Beam-R81 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span=19.0 n .� W8x15 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D=0.070, S=0.250 k/ft, Tributary Width=1.0 ft.(Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.446: 1 Maximum Shear Stress Ratio= 0.080 : 1 Section used for this span W8x15 Section used for this span W8x15 Ma:Applied 15.117 k-ft Va:Applied 3.183 k Mn/Omega:Allowable 33.932 k-ft Vn/Omega:Allowable 39.739 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0,529 in Ratio= 430>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.709 in Ratio= 322 >=240, Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p+H Dsgn.L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1,00 1,00 0.81 59.61 39.74 +D+L+H Dsgn,L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1.00 1.00 0,81 59.61 39.74 +D+Lr+H Dsgn.L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1.00 1.00 0,81 59.61 39.74 +D+S+H Dsgn.L= 19.00 ft 1 0,446 0.080 1512 15.12 56.67 33.93 1.00 1.00 3.18 59.61 39.74 4.D+0.750Lr+0,750L+H Dsgn,L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1.00 1.00 0.81 59.61 39.74 +D+07501.47508+1­1 Dsgn.L= 19.00 ft 1 0,362 0.065 12.30 12.30 56.67 33.93 1.00 1.00 2.59 59.61 39,74 +D+4,60W+H Dsgn.L= 19.00 ft 1 0,113 0,020 3.84 3.84 56.67 33.93 1.00 1.00 0.81 59.61 39,74 +D+0.70E+H Dsgn.L= 19.00 ft 1 0.113 0.020 3.84 3,84 56.67 33.93 1.00 1.00 0.81 59.61 39.74 +D+O,750Lr+4.750L+4A50W+H Dsgn.L= 19.00 ft 1 0.113 0,020 3.84 3.84 56.67 33.93 1.00 1.00 0.81 59.61 39.74 +D+0,750L+0.750S+0.450W+H Dsgn.L= 19.00 ft 1 0.362 0,065 12.30 12.30 56.67 33.93 1.00 1.00 2.59 59.61 39.74 +D+0,750L+0.750S-45250E+H Dsgn.L= %00 ft 1 0.362 0.065 12.30 12.30 56.67 33,93 1.00 1.00 2.59 59,61 39.74 +0.60D+0.60W+0.60H Dsgn.L= 19.00 ft 1 0.068 0.012 2.30 2.30 56.67 33.93 1.00 1.00 0.48 59.61 39.74 +0.60D+0.70E+0.60H McClendon Engineering,Inc Project Title: Cascade Storage M 1412 W.Idaho Street,Suite 240 En sneer; WT Proiect ID: 1068.16 Boise,Idaho 83702 Proiect Descr: 208-342-2919 1 Z. McClendon Engineering Inc Steel Beam Flle=m:Vikct P jects1201d Projects11068.16 Cascade StoragetCalcsldes1gn.ec66 ENERCALC,INC.1983.2016,Build:6.16.6.7,Vec6.16.61 0•00 r• Description: Root Beam-R81 Load Combination Max Stress Ratios Summary of Moment Values_ _Summary of Shear Values Segment Length Span# M V Mlnax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 19.00 ft 1 0.068 0.012 2.30 2.3d 56.67 33,93 1.00 1.00 0.48 59.61 39.14 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location In Span +D+S+H 1 0.7089 9.554 0.0000 0.000 Vertical Reactions Support notation;Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.183 3.183 Overall MINlmum 0.485 0.485 +D+H 0.808 0.808 +D+L+H 0.808 0.808 +D+Lr#-H 0.808 0.808 +D+S+H 3.183 3.183 +D+0.750Lr+0,750L+H 0.808 0,808 +D+0.750L+0.750S+H 2.589 2.589 +D+0.60W+H 0.808 0.808 +D+0.70E+H 0.808 0.808 +D+0.750Lr+0.750L+0A50W+H 0.808 0.808 +D+0.750L+0.750S+0.450W+H 2.589 2,589 +D+0.750L+0.750S+0,5250E+H 2.589 2.589 +0.60D+0.60W+0.60H 0.485 0.485 +0.60D+0.70E+0,60H 0,485 0.485 D Only 0.808 0.808 Lr Only L Only S Only 2.375 2.375 W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 I McClendon Engineering Inc Steel Beam File■m,111McE Projects)2016 Projects11068.16 Cascade StoragelCalcsldesign.ec8 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver.6.16,6.7 r.i0 DO Description: Roof Beam-R82 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.81)5(2.375) D(0.81)SI2 375) D(0.81)5(2.375) 0(0.81)S42 375) Span=41 s ft wl ISx:% - Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Load(s)for Span Number 1 Point Load: D=0.810, S=2.375 k 0 2,0 it,(RB1) Point Load: D=0.810, S=2.375 k(iD,12.0 ft,(RB1) Point Load: D=0.810, S=2.375 k A 22.0 ft,(RB1) Point Load: D=0.810, S=2.375 k A 32.0 ft,(RB1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.476: 1 Maximum Shear Stress Ratio= 0.087 : 1 Section used for this span W16x36 Section used for this span W16x36 Ma:Applied 75.991 k-ft Va:Applied 8.196 k Mn/Omega :Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 22.023ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.152 in Ratio= 426>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.724 In Ratio= 285>=240, Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omaga Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 41.00 ft 1 0,156 0,028 24,94 24.94 266.67 159.68 1.00 1,00 2.63 140.72 93.81 +D+L+H Dsgn.L= 41,00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1,00 2.63 140.72 93.81 +D+Lr+H Dsgn.L= 41.00 ft 1 0.156 0,028 24,94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93,81 +D+S+H Dsgn.L= 41.00 ft 1 0.476 0.087 75.99 75.99 266.67 159.68 1.00 1.00 8.20 140,72 93.81 +D+0.750Lr+0.750L+H Dsgn,L= 41.00 ft 1 0.156 0,028 24,94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750L+0.750S+H Dsgn.L= 41,00 ft 1 0.396 0.073 63,23 63.23 266.67 159.68 1.00 1.00 6.81 140.72 93,81 +D+0.60W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24,94 266,67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.70E+H Dsgn.L= 41,00 ft 1 0.156 0.028 24.94 24,94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266,67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0,750L+0.750S+0.450W+H Dsgn.L= 41.00 ft 1 0,396 0.073 63.23 63.23 266,67 159.68 1.00 1.00 6.81 140.72 93.81 +D+0,750L+0.750S+0.5250E+H 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Prof ect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342.2919 ��{ McClendon Engineering Inc Steel Beam File=m:VIMcE Projecta12016 ProjeclW066.16 Cascade StoragatCalcsldeslgn,ec6 ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver:6.16.6.7 0•0r r• Description: Roof Beam-RB2 Load Combination Max Stress Ratios Summary of Moment Values_ _ Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Me Max Mnx Mnx/Omega Cb Rm VA Max Vnx Vnx/Omega Dsgn.L= 41.00 ft 1 0.396 0.073 63.23 63.23 266.67 159.68 1.00 1.00 6.81 140.72 93.81 +0.60D+0.60W+0.60H Dsgn.L= 41.00 ft 1 0.094 0.017 14.96 14,96 266.67 159.68 1.00 1.00 1.58 140.72 93.81 +0,60D+0.70E+0.60H Dsgn.L= 41.00 ft 1 0.094 0.017 14.96 14.96 266,67 159.68 1.00 1.00 1.58 140.72 93.81 Overall Maximum_Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max,"+"Defl Location in Span +D+S+H 1 1.7242 20.617 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.196 6,020 Overall MINimum 1.581 1.249 +D+H 2.635 2.081 +D+L+H 2.635 2.081 +D+Lr+H 2.635 2.081 +D+S+H 8.196 6.020 +D+0,750Lr+0.750L+H 2.635 2,081 +D+0.750L+0.150S+H 6.805 5,036 +D+0.60W+H 2.635 2.081 +D+0.70E+H 2,635 2.081 +•D4,7501-r-47501-+0.450W+1­1 2.635 2.081 +D+0.750L+0.750S+0.450W+H 6.805 5,036 +D+0.750L+0.750S+0,5250E+H 6.805 5.036 +0.60D+0.60W+0.60H 1,581 1.249 +0.60D+0,70E+0,60H 1.581 1.249 D Only 2.635 2.081 Lr Only L Only S Only 5.561 3.939 W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage M E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 C Boise,Idaho 83702 Project Descr: 208-342-2919 15 McClendon Engineering Inc Steel Beam Rie■m:IIIMcE Projects12016 Projects11066.i6Cascad8 6lorage\Calcsldesign.ec6 ENERCALC,INC.1983-2016,Bul1d:6.16A7,Ver:6.16A7 1.1 I t Description: Roof Beam-R132 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield; 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending o(o aid otns�t oa,e,� �to.a,l I apcn=C en wi606 -. Applied Loads _ _ Service loads entered.Load Factors will be applied for calculations. Beam self welqht calculated and added to loading Load(s)for Span Number 1 Point Load: D=0.810k(@2.0 ft,(R81) Point Load: D=0.810 k a012.0 ft,(RB1) Point Load: D=0,810 k(@ 22.0 ft,(RB1) Point Load: D=0.810 k aA 32.0 ft,(RB1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.156: 1 Maximum Shear Stress Ratio= 0.028 : 1 Section used for this span W16x36 Section used for this span W16x36 Ma:Applied 24.935 k-ft Va:Applied 2.635 k Mn/Omega :Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k Load Combination +D+H Load Combination +D+H Location of maximum on span 22.023fl Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 In Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 ` Max Downward Total Deflection 0.570 In Ratio= 862>=240.'c Tk-AQ LO►°,� ON L y Dt:FLtrCTlO,_3 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum For_ces_ & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn,L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+L+H Dsgn,L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+Lr+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 14072 93.81 +D+S+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93,81 +D+0.750Lr+0.750L+H Dsgn.L= 41.00 ft 1 0.156 0.028 24,94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750L+0.750S+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159,68 1.00 1.00 2.63 140,72 93.81 +D+0.60W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266,67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.70E+H Dsgn.L= 41.00 ft 1 0.156 0,028 24.94 24,94 266.67 159.68 1.00 1.00 2.63 140.72 93,81 +D•b.750Lr+0.750L+0.450W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750L+0.750S+0.450W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D4750L+0,750S+0.5250E+H McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342••2919 �P McClendon Engineering Inc Steel Beam Rie■mAINcE Prolects12016 Project611068,16 Cascade StoragelCalcs\design.ec6 ENERCALC,INC.1983-2016,Build:6,16.6,7,Ver6.16.6,7 r.irMCCLENDON ENGINEERING Description: Roof Beam-R82 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn,L= 41,00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.61 +0.60D+0.60W+0.60H Dsgn,L= 41,00 ft 1 0.094 0.017 14.96 14.96 266.67 159.68 1.00 1.00 1.58 140.72 93.81 +0.60D+0.70E+0.60H Dsgn.L= 41.00 ft 1 0.094 0.017 14.96 14.96 266.67 159.68 1.00 1.00 1.58 140.72 93.81 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.5705 20.617 0.0000 V-666 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall Wlmum 2.635 2.081 Overall MINimum 1.581 1.249 +D+H 2,635 2,081 +D+L+H 2.635 2.081 +D+Lr+H 2.635 2,081 +D+S+H 2,635 2.081 +D+0.750Lr+0.750L+H 2.635 2.081 +D+0.750L+0,750S+H 2.635 2.081 +D+0.60W+H 2.635 2.081 +D+0.70E+H 2.635 2,081 +D+0.750Lr+0.750L+0,450W+H 2.635 2.081 +D+0.750L+0.750S+0.450W+H 2.635 2.081 +D+0.750L+0.750S+0.5250E+H 2.635 2.081 +0.60D+0.60W+0.60H 1.581 1.249 +0.601)+0,70E+9.601­1 1.581 1.249 D Only 2.635 2,081 Lr Only L Only S Only W Only E Only H Only Mc Project:—-QaC iNL- SI-CeA►CII(C No: f6&6. l(c Page: D McClendon Scope: 1 ctacr l7. t;S�r�,� Date: 0/1(0 Checked by: Engineering Inc_ Item: By: Wt RoGF Fa$4A&�� Girt= vPpo�-t - c l 1 D' C Mn 4� rt o v L1 L:. 8� Z�l�x fcb e A C M 000 - I- I� 0 cp o N v) VV tltl to In N N O p10p V W m 2 m m O O O S Q O [J f. � G V' . tO0• OR tnD a. O M P1 IT V V1 t�1 00 ti O O O O O O o C 0 0 t7 C O YC O V r O M OOi . tn0 . OO1 N N N M l7 ( . _1 � pp a y aa NN ly y' at C Ot t0 N a0 h h tO n R N M N m OR 0 g 0 0 0 •r N fV fV fV tV CV tV (V M M M M M M M M Q X m pppp p� t� (� tJ M r N M N tt{yyy, M N N M cn C� fC n Oi n of M n m � a0 O N wi J Z W c0 m 4 r m 4 O M OnD O to 0 m Y cl N -T r- N tV .r ry r tJ v N n N ' Q r r P• + oq ep p a i " a= a0 g O omo S taS N t0 M S t� °' 8 Q J 4 y O m M M M n t0 a M n O to 0 l0 Of V r) t( tc) ,r m O� _ �M+ M MMr� N Mnn S ro S C7 00 ap n aD a0 ^ y a0 a0 n OR a0 a0 E N C co a a C a a a C 0 0 a Lu C N l0 to N to WA �V) �Of l0 N M N 0 WA tV) f�0t f0 a0 Lm •_ 2Onf R O+ fV) tn0 aN0 O� V I O N °• Q o 0 0 o c r o s �' jF U) w c C ¢ F .0 to n 0 0 n m 0 O to n w to n to n M A m m N n to M y EE- OOOY, n M o Of n tD a) r- M o m S 10 M M Q ., - G N M v tl M M .r 6 tJ M of v tJ M v 6 '(CyQ Oyd yy g O to N Of O to N Of nO O to • 7 o 7 a, C 0, O O 0 am On N No_4 0 O 'i lY p ZW t0 Q M N W Q M N tp �p M N t0 O M N p P P P A ch t 0 0 0 0 0 0 0 0 iA M to 0 0 0 0 N - m M M M M c v v v c i fV lV cV M M M M X C X X X X X X X X X X X X X X X X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N t� ti r-- ti r— tr rr r— co w ati ao 00 m M M tv cn cli v E O ^ M _N tD 7 M 1 0 :t (1 Z U U U U U U U OOOOO UUN U U U UQ U U O O O W Uc7v f� C X X X M o a o 0 0 0 o a a a o �d r.- r- t- r r- r w w ao ao ad m cc ad N V 19 Q�440`�4�'� QQQQQQg44Q4444 J � O-- O J- c4- ZA sc Lo o-- o- o- a- - o•- co-- o- o-- a bbbbbbb�b�b�b�bbbbbbbb 20 4 `�QQNQQQQQS'44 �' QQQ�Q �Y44 tA N a- o.. 3 o-- o- cr- o-- 7 o-- o-_ w a- o-- say ' L o� Z ° ISA N o-- o- o-- VJ o-- o- o-- �bbbbbbb�bbbbbb �bbbd�b Mc Project: IgsC.A1 x- 3 "���C�G� No: /4W'/k Page: ZI McClendon Scope: 11RUCT MXS. IGjJ Date: 43 A Checked by: Engineering Inc: Item: By: LET Y8•310sF + 2,-+-psF + 9'ps1= = S-U psF LL = �25psF rL t'sF Zp C,4 'tJ ' Cow, o�Q AA t~ML. bcx K GJ/ S" TCT F',�- Comex.. S 3 - Z Spp,J ZZ PLW31*m or W3 FORMLOKT" 5 in. TOTAL SLAB DEPTHVic Norrnal Weight Concrete Maximum Unshored Clear Span(ft-In.) Concrete Properties Deck Number of Deck Spans Density Uniform Weight Uniform Volume Compressive Gage 1 2 3 (pcf) (psf) (yd3/100 ft2) Strength,f',(psi) 22 10'-0" 10'.7" 10'.7" 145 42.3 1_080 3000 21 10'-11" 111.8" 12'-1" Notes: 20 1 V-7" 12'-4" 12'-10" 1.Volumes and weights do not include allowance for deflection, 2.Weights are for concrete only and do not Include weight of steel deck. 19 12'-1" 13'.9" 14'.2" 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 12'-5" 14'-10" 14'.7" _ 18 13'-1" 16'4" 15'4" Shoring is required for spans greater than those shown above.See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) -Deck Number of - --- -- -- Span(ft-in.) --^---- — Gage Deck Spans 13.4. 8'4" 9'4" 9'4" 10'-0" 0'-8" 11'-0 11'4" 12'-0" 12'-6" 13-0" 13'-8" 14'-0" 16'-0" 16'-0" 1 254 229 208 190 120 108 97 88 79 72 65 58 48 39 22 2 254 229 208 190 175 161 106 97 88 79 72 8fi 68 48 39 3 254 229 208 190 175 161 108 97 88 79 _72 65 58 46 39 1 274 248 225 206 189 174 120 108 98 88 81 73 86 55 45 21 2 274 248 225 206 189 174 161 150 98 89 81 73 66 65 45 3 274 248 225 206 180 174 161 150 140 89 81 73 66 55 45 1 294 265 241 220 202 187 173 160 LL08 98 89 81 74 61 51 20 2 294 265 241 220 < 202 187 173 160 148 1 98 89 81 74 61 51 3 294 265 241 220 2 187 173 160 149 7j4O 1 89 81 74 61 51 1 333 301 274 250 230 212 191 172 156 116 106 97 89 75 63 19 2 333 301 274 250 230 212 191 172 155 140 126 115 1 89 75 63 3 333 301 274 250 230 212 191 172 165 140 126 115 104 75 63 1 370 334 304 278 255 232 208 187 169 134 122 112 103 88 74 1$ 2 370 334 304 278 255 232 208 187 169 153 139 126 115 88 74 3 370 334_304 278 255 232 208 187 169 153 139 126 115 88 74 1 460 400 365 333 299 268 241 217 197 178 162 143 132 113 95 16 2 400 400 365 333 299 268 241 217 197 178 162 148 135 113 95 3 _ 400 400 365 333 299 268 241 217 197 178 162 148 135 113 96 See footnotes on page 69. Shoring required In shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F(in./lb. x 106) Attachment Dock Span(ft-in.) Pattern Gage 8'-0" 8'-6" 9'-0" 9'4" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-0" 13.0" 13'-6" 14'-0" 16'-0" 16'-0" 22 q 1606 1594 1583 1573 1565 1557 1550 1544 1538 1532 1527 1523 1518 1511 1504 21 q 1605 1592 1680 1570 1560 1552 1544 1537 1530 1624 1619 1514 1509 1500 1493 36/3 20 q 1608 1593 1580 1569 1559 1549 1541 1533 1526 1520 1513 1508 1503 1493 1485 19 q 1618 1602 1587 1573 1561 1550 1540 1531 1523 1515 1508 1502 1496 1485 1475 18 q 1634 1615 1598 1583 1569 1557 1546 1635 1526 1517 1509 1502 1495 1482 1472 16 q 1679 1655 1633 1614 1597 1562 1568 1555 1543 1532 1522 1513 1504 1489 1475 Y2 q 1708 1686 1666 1648 1633 1618 1605 1693 1683 1572 1663 1555 1547 1532 1520 21 q 1729 1704 1883 1653 1646 1530 1616 1602 1590 1579 1569 1560 1551 1535 1521 20 q 1750 1724 1700 1679 1660 1643 1627 1613 1600 1588 1677 1567 1557 1540 1525 3614 19 q 1801 1770 1742 1718 1696 1875 1657 1640 1625 1611 1698 1586 1576 1655 1537 18 q 1854 1819 1787 1759 1734 1711 1690 1671 1654 1638 1023 1609 1597 1574 1554 16 q 1973 1929 1890 1855 1823 1795 1769 1746 1723 1703 1684 1667 1651 1623 15_9_8_ See footnotes on page 69. r - 70 VF5 VERCO DECKING,INC. www.vercodeck.com c M , Project: cfSC ► t:D S` MAC No: �C�b, 1�/ Page: Z3 McClendon Scope: STYUC i 'ZII✓S14,k) __ Date: '5mf Checked by: Engineering Inc. item: By: GI)T FLGbt �►'znh C� FzI S,o,q,,i _ 6'0„ RWi: = ( /O� FSpsF,CS 12, = 68PLF 32 ( SLp cas F 12 spsF 2v �Z� / 8/0 pe-F �S roc F ? '/z I z C,(4 ��cv«,) � (Z�R3Co51b FT = Ig �3v ib, Fr- �t�#z /c ,o �cwF gg ��F `LL ? 10IZLF Z-/J pLF 4JAefs z Pl0 psF�C /o•� : /Oo PLF I� = l998 P4Ic I to'� t/t3 N� = 714, ` 75' 16• Fr R2w,64:; I Z� /OC x Z!z x iZ C, 14 t cuuJ = Z M 98 = ZS) S9(Q IL,Fr r-- 0 C, v o o c o 01,51 0 o c c a o o c o v O N N k:1 0 N N M 0 0 0 ti 4 _ O V 00 o Vpp 00 O 0N 0 V t0 O N N w', x z h n r- n c0 r- ono tD O O CA 0 V V r N r N N N N N N N N M M M I") M Ci t7 C') X Xw C QY1 NO, 0 OA UY � a N Oi V D f- n n (D•_� (� N M N M N N M N N M to LO p� N M tV °0 N V O o Mp O T OVA O l A� co t0 v4n o0 N (6 N t0 n M R N A ai n Qi M A rn M ad O tV vi cn o � n nrn fO v o ra'i o Cv V 1+ � t a 0 3 0 a0 N O an n 0 co to to ttpp N A N O gj J 00 O 00 0 O wO V (O t0 M O 4 f pp OC7 cc�� pp ttOp Op ccpp Yj rpp` s�..�. 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(/] �n C Oi h r= r7 •- u1 M M n c0 m h -t ap N N M V r'7 N r0 er N rD W N ra OR O O C O O O O 0101010 o 0 0 0 0 r- V S C O V r00 � n OO O N � M t0 01 f0 Ol M Of N +y ti a X u0'1 VJ QnQ Cif �(1 U1 'V r`1 M M N m O O T Ono z t0 t0 rD t0 h h (� n m OO m m m m 00 OR "� m c i cq rh M M M rh M M M M M M M M C x r Ln yC m v n rn to m m0 1 rn m rc m n m r rnp ro n U C m R O b $ M ONO n � Od 000 O N Ln Of (n M to N M m N N N N co g J , Gl N Ono 6 N Oi OnD iimVV CV � m UNi rV � O� 0 .- M ui O .' 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V Z rO� NO rO� rO� (oyf rrA� rN� rra� rO� rO� O �Oy rrA� rl+'}1 rrA� rrA� C O 7Z Ji X X X X X l� X X X X X X X uj O O O O 1� DMc Project:acA-L-,�t: STG riu No: �Q&8,/4^ Page: McClendon Scope: rJ Date: $ Checked by: Engineering Inc Item: By: L�r -Fl wre- FJ51 Spn-� = 6, L>L _ �S(Q r�s►=� zc�'/z� �2� -� ( ��+sF�(Z8'� = r- tL = ( /75psF`�zv'/z1C2� - 25oop�F TL= 3 F ) 12 x Few DL r 5,3K + p X 28 � = /O UQ h CF `P,2 w'��, �J /2 x l cP McClendon Engineering,Inc Project Title: Cascade Storage ME 1412 W,Idaho Street,Suite 240 En ineer: WT Protect ID: 1068.16 C Boise,Idaho 83702 Pro Descr: 208.342-2919 Z� McClendon Engineering Inc Steel Beam Flle=M:111MCE ProJecis12018 Projects11068.16ascade StoragelCalcskieslgn.fx:6� ENERCALC,INC.1983-2016,Build:6.16.6,7,Vef:6,16,6,7 KW-06007747 Licensee:MCCLENDON ENGINEERING Description: Floor Beam-FB3 CODE REFERENCES Calculations per AISC 360.10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral4orsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1.3 a T f Span=8.0 n W12i14 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=1.316, L=2.60 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY .-- . • Maximum Bending Stress Ratio = 0.703; 1 Maximum Shear Stress Ratio= 0.357 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 30.528 k-ft Va:Applied 15.264 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Combination +D+L+H Load Combination «D-fL+H Location of maximum on span 4,000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximurn Deflection Max Downward Transient Deflection 0.090 in Ratio= 1,065>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.137 in Ratio= 698 >=240. Max Upward Total Deflection 0.000 In Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+H - -- Dsgn.L= 8.00 ft 1 0.243 0.123 10.53 10,53 72.50 43.41 1.00 1.00 5.26 71.40 42.75 +D+L+H Dsgn,L= 8.00 ft 1 0.703 0.357 30,53 30,53 72.50 43.41 1.00 1.00 1516 71.40 42.75 +D+Lr+H Dsgn.L= 8.00 ft 1 0,243 0.123 10.53 10.53 72,50 43.41 1.00 1.00 5.26 71.40 42.75 +D+3+H Dsgn,L= 8.00 ft 1 0.243 0.123 10.53 10.53 72.50 43.41 1.00 1.00 5.26 71,40 42.75 +D+0.750Lr+0,750L+H Dsgn,L= 8.00 ft 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1.00 12.76 71.40 42.75 +D+0.750L+0.750S+H Dsgn,L= 8,00 It 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1.00 12.76 71.40 42,75 +0+0.60W+H Dsgn,L= 8.00 ft 1 0.243 0.123 10.53 10.53 72.50 43.41 1.00 1.00 5.26 71.40 42.75 +D+0.70E+H Dsgn.L= 8,00 ft 1 0.243 0.123 10,53 10.53 72.50 43.41 1.00 1.00 5.26 71,40 42.75 +0+0.750Lr+0,750L+0.450W+H Dsgn.L= 8,00 ft 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1,00 12.76 71.40 42.75 +D+0,750L+0.750S+0.450W+H Dsgn.L= 8,00 ft 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1.00 12.76 71.40 42.75 +D-F0.750L40,750S40.5250E+H Dsgn.L= 8.00 ft 1 0.588 0.299 25,53 25.53 72.50 43.41 1,00 1.00 12.76 71.40 42.75 +0,60D+0,60W40.60H Dsgn.L= 8.00 ft 1 0.146 0.074 6.32 6.32 72.50 43.41 1,00 1.00 3.16 71.40 42.75 40.601)+0.70E+0,601­1 McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Protect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 0 208-342-2919 Zg McClendon Engineering Inc Steel Beam File M:11!McE Proiects12016 Projects11068.16 Cascade StoragelCalcs\deslgn,ec6 ENERCALC,INC.1983-2016,Build:6.16.6,7,Ver.6.16.6,7 .1 1• Description: Floor Beam-FB3 Load Combination Max Stress Ratios Summary of Moment Values _Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 8.00 ft 1 0.146 0,074 6.32 6.32 72.50 43.41 1.00 1.00 3.16 71.40 42.75 Overall Maximum Deflections Load Combination Span Max,"-`Defl Location in Span Load Combination Max."+"Deft Location In Span +D+L+H 1 0.1375 4.023 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.264 15.264 Overall MINlmum 3,158 3,158 +•D+H 5.264 5.264 +D+L+H 15.264 15,264 +D+Lr+H 5.264 5.264 +D+S+H 5.264 5.264 +D+4,750Lr+0.750L+H 12,764 12.764 +D+0.750L+0.750S+H 12.764 12.764 +D+0.60W+H 5.264 5.264 +D+0.70E+H 5.264 5.264 +D+0.750Lr+0.750L+0.450W+H 12.764 12.764 +D+0,750L+0,750S+0,450W+H 12.764 12.764 +D+0.750L+0.750S+0.5250E+H 12,764 12,764 +0,60D+0.60W+0.60H 3.158 3.158 +0.600+0.70E+0.60H 3.158 3.158 D Only 5,264 5.264 Lr Only L Only 10.000 10.000 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068,16 MC Boise,Idaho 83702 Project Descr: D 208-342-2919 2q McClendon Engineering Inc Steel Beam File-M:111McE ProJects12016 Projects\106816 Cascade StoragelCalcsldesign.ec6 ENERCALC,INC.1983.2016,9ulld:6.16.6.7,Vec6,16,6.7 r.00MCCLENDON ENGINEERING Description: Floor Beam-FBA CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method; Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(53 Q10) Span=20,011 MUM Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Load(s)for Span Number 1 Point Load: D-5.30, L=10.0 k A 10.0 it DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.599: 1 Maximum Shear Stress Ratio= 0,102 : 1 Section used for this span W12x35 Section used for this span W1205 Ma :Applied 76.500 k-ft Va:Applied 7.650 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega:Allowable 75.0 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span %000ft Location of maximum on span 0.000 it Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.350 In Ratio= 685>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<350 Max Downward Total Deflection 0.535 In Ratio= 448>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omaga Cb Rm Va Max Vnx Vnx/Omega +D+H - Dsgn.L= 20.00 ft 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75,00 +D+L+H Dsgn.L= 20.00 It 1 0,599 0.102 76,50 76.50 213.33 127.74 1.00 1.00 7.65 112.50 75,00 +D+Lr+H Dsgn.L= 20.00 it 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75.00 +D+S+H Dsgn.L= 20.00 ft 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75.00 +D+0.750Lr+0,750L+H Dsgn.L= 20.00 ft 1 0.501 0.085 64.00 64.00 213.33 127.74 1.00 1.00 6.40 112.50 75.00 -t".750L+0,750S+H Dsgn.L= 20.00 ft 1 0.501 0,085 64.00 64,00 213.33 127.74 1.00 1.00 6.40 112.50 75.00 +D+0.60W+H Dsgn.L= 20,00 it 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75.00 +D+0.70E+H Dsgn.L= 20,00 it 1 0.207 0.035 26.50 26.50 213.33 127.74 1,00 1.00 2,65 112.50 75.00 +D+0.750Lr+0.750L+0.450W+H Dsgn,L= 20.00 It 1 0.501 0.085 64.00 64.00 213.33 127.74 1,00 1.00 6,40 112.50 75.00 +0+0.750L+0.750S+0.450W+H Dsgn.L= 20.00 it 1 0.501 0.085 64.00 64.00 213.33 127.74 1.00 1,00 6,40 112.50 75.00 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 20.00 ft 1 0.501 0.085 64.00 64.00 213.33 127,74 1.00 1.00 6.40 112.50 75.00 +0.60D+0.60W+0.60H Dsgn.L= 20.00 it 1 0124 0.021 15.90 15.90 213.33 127.74 1.00 1.00 1.59 112.50 75.00 1DMcClendon Engineering,Inc Project Title: Cascade Storage 412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 Boise,Idaho 83702 Project Descr.M 208-342-2919 30 McClendon Engineering Inc Steel Beam File=M:MIMcE Projeets12016 Projects11068.16 Cascade Storage%Calcs\design.ec6 ENERCALC,INC.1983.2016,Build:6.16.6.7,Vec6.16.6.7 0.00MCCLENDON ENGINEERING Description: Floor Beam•F134 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn.L= 20.00 It 1 0.124 0.021 15,90 15.90 213.33 127.74 1.00 1.00 1.59 112.50 75.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.5354 10.000 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.650 7.650 Overall MINimum 1,590 1,590 +D+H 2.650 2,650 +D+L+H 7.650 7.650 +D+Lr+H 2.650 2.660 +D+S+H 2,650 2.650 +D+0.750Lr+0.750L+H 6.400 6.400 +D+0.750L+0.750S+H 6.400 6,400 +D+0.60W4.H 2.650 2.650 +0+0.70E+H 2.650 2.650 +D+0.750Lr+0.750L+0A50W�H 6.400 6.400 +D+0.750L+0.750S+0.450W+H 6.400 6.400 +D+0.750L+0.750S+0,5250E+H 6.400 6.400 +0.60D+0.60W+0.60H 1.590 1.590 +0.60D+0.70E+0.60H 1.690 1.590 D Only 2.650 2,650 Lr Only L Only 5.000 5,000 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage ME 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 C Boise,Idaho 83702 Project Descr: D 208-342-2919 Z I McClendon Engineering Inc Steel Beam File=M;TWEProjects12016 Project0068,160e808deStoragelCelosftslgn.ed8 ENERCALC,INC.1983-2016,Bulld:6.116,6.7,Ver:616.6.7 r.00MICCLENDOIN ENGINEERING Description: Floor Beam-FI35 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending DO o+ Span c 11 50 n W1206 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT Internally calculated and added Uniform Load: D=1.040, L=1,875 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.961 : 1 Maximum Shear Stress Ratio= 0.317 : 1 Section used for this span W12x16 Section used for this span W12x16 Me :Applied 48.189 k-ft Va :Applied 16.761 k Mn/Omega:Allowable 50.150 k-ft Vn/Omega:Allowable 52.80 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.750ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.248 in Ratio= 556>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.386 in Ratio= 358 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+}i Dsgn.L= 11.50 ft 1 0.343 0.113 17.19 17,19 83,75 50,15 1.00 1.00 5.98 79.20 52.80 +D+L+H Dsgn.L= 11.50 ft 1 0,961 0.317 48.19 48.19 83,75 50,15 1,00 12 16.76 79.20 52.80 +D+{.r+H Dsgn.L= 11,50 ft 1 0.343 0.113 17.19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52.80 +D+S+H Dsgn.L= 11.50 ft 1 0.343 0,113 17.19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52.80 -10+0.750Lr+0.750L+H Dsgn.L= 11.50 ft 1 01806 0,266 40.44 40.44 83.75 50,15 1.00 1.00 14.07 79.20 52.80 +I)+0.750L+0.750S+H Dsgn.L= 11.50 ft 1 0,806 0.266 40.44 40.44 83.75 50.15 1.00 1.00 14.07 79.20 52.80 +D+0.60W+H Dsgn.L= 11.50 ft 1 0,343 0.113 17,19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52.80 +D+0,70E+H Dsgn.L= 11.50 ft 1 0.343 0.113 17,19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52,80 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 11.50 It 1 0.806 0.266 40,44 40.44 83.75 50.15 1.00 1.00 14.07 79.20 52.80 +D+0.750L+0.750S+0.450W+H Dsgn.L= 11.50 ft 1 0.806 0.266 40.44 40.44 83.75 50.15 1.00 1.00 14.07 79.20 52.80 +D+0.750L+0.7508+0.5250E+H Dsgn.L= 11.50 ft 1 0.806 0.266 40.44 40.44 83,75 50,15 1.00 1.00 14.07 79,20 52A0 +0.60D+0.60W+0.60H Dsgn.L= 11.50 ft 1 0.206 0.068 10.32 10.32 83,75 50,15 1.00 1.00 3.59 79,20 52.80 460D+0.70E+0.60H McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 M C Boise,Idaho 83702 Project Descr 208-342-2919 �Z McClendon Engineering Inc Steel Beam File=M:111McE ProjectsQ016 Projec%0068.16 Cascade StoragelCatcsldes1gn.ec6 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6,7 r.0r7747 Licensee: MCCLENDON ENGINEEIRINtl Description: Floor Beam-F85 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values_ Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 11.50 ft 1 0206 0.068 10,32 10.32 83.75 50.15 1.00 1.00 3.59 79.20 52.80 Overall Maximum Deflections Load Combination Span Max ""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H I 0.3868 5,783 0.0000 0.000 Vertica I Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 verall RAVIMUM 16.761 16.761 Overall MINimum 3,588 3.588 +D+H 5.980 5.980 +D+L+H 16,761 16.761 +-D+Lr+H 5.980 5.980 +D+S+H 5.980 5.980 +•D+0.750Lr+0.750L+H 14.066 14.066 +D+0.750L+0.750S+H 14.066 14,066 +D+O.60W+H 5.980 5.980 +D+0,70E+H 5.980 5.980 +D+0.750Lr+0.750L+0.450W+H 14,066 14,066 +D+0,750L+0.750S+0,450W+H 14.066 14.066 +D+0.750L+0.750S+0.5250E+H 14,066 14.066 +0.60D«0,60W+0,60H 3,588 3.588 +0.60D+0.70E+0.60H 3,588 3,588 D Only 5.980 5.980 Lr Only L Only 10.781 10.781 S Only W Only E Only H Only Mc Project: CtauADLE STM!JCL` No: ✓6&5 14' Page: 3Z' McClendon Scope: Date: g11(f Checked by: Engineering Inc Item: By: WT 1:77-g Cr IJ /2 X ZZ F�. N=2 c r1c c burp vr, r YP. S ►J = /Z bL = ( ;6o psF)( 70'/z)( Z) + C cps F�( 76' ) _ 31(0 p LF L = ( r 2S psr 20'/2 Z) 2 Oc) 1L F L �+- tJ l 2 X Z� f1 S vc_ = ( sc�ws�1CG 'IZ�C�) + '7r- �'G pc.F PIZOV,a t ' , LJ I Z X I q OMJMcClendon Engineering,Inc Project Title: Cascade Storage 1412 W.Idaho Street,Suite 240 Engineer: WT Protect ID: 1068,16 Boise,Idaho 83702 Project Descr. 208-342-2919 211 McClendon Engineering Inc Steel Beam rHe=M:TMcE Projectst2016 ProjeclsN068.16 Cascade Stor0gekcalcsldes1gn,ec6 11111 ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver.6.16.6.7 r rrMCCLENDON ENGINEERING_ Description: Floor Beam-FB6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000,0 ksi Bending Axis: Major Axis Bending ntal�t10 a1 - span=15.0 n L� W 12x22 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=6.0. L=10.80 k na,10.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.765: 1 Maximum Shear Stress Ratio= 0.175 : 1 Section used for this span W12x22 Section used for this span W12x22 Ma :Applied 55.920 k-ft Va:Applied 11,20 k Mn/Omega:Allowable 73.104 k-ft Vn/Omega:Allowable 63,960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 9.986ft Location of maximum on span 10,029 it Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.250 in Ratio= 718>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.390 In Ratio= 462 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omege Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 15.00 ft 1 0.273 0.063 19.97 19,97 122.08 73.10 1.00 1.00 4.00 95.94 63,96 +D+L+H Dsgn.L= 15.00 ft 1 0,765 0.175 55.92 55.92 122.08 73.10 1.00 1.00 11.20 95.94 63,96 +•D+Lr+H Dsgn.L= 15.00 ft 1 0.273 0,063 19.97 19.97 122.08 73.10 1.00 1.00 4.00 95.94 63.96 +D+S+H Dsgn.L= 15.00 ft 1 0.273 0.063 19.97 19.97 122.08 73.10 1.00 1.00 4.00 95.94 63.96 +0+0.750Lr+0.750L+H Dsgn.L= 15.00 ft 1 0.642 0.147 46,93 46.93 122.08 73.10 1.00 1.00 9.40 95.94 63.96 +D+0.750L+0.750S+H Dsgn,L= 15.00 ft 1 0.642 0.147 46.93 46.93 122.08 73,10 1,00 1,00 9,40 95.94 63.96 +D+0.60W+H Dsgn,L= 15.00 ft 1 0,273 0.063 19.97 19.97 122.08 73.10 1,00 1,00 4.00 95.94 63.96 +D+0.70E+H Dsgn,L= 15.00 ft 1 0.273 0.063 19.97 19.97 122.08 73.10 1.00 1.00 4.00 95.94 63.96 +D+0.750Lr+0.750L+0.450W+H Dsgn,L= 15.00 ft 1 0.642 0.147 46.93 46.93 122.08 73.10 1.00 1.00 9.40 95,94 63,96 +D+0.750L+0.750S+0.450W+H Dsgn.L= 15.00 ft 1 0.642 0,147 46.93 46,93 122.08 73.10 1.00 1.00 9.40 95.94 63.96 +D+0,750L+0.750S+0.5250E+H Dsgn.L= 15.00 it 1 0.642 0,147 46,93 46.93 122.08 73.10 1.00 1.00 9.40 95.94 63.96 +0.60D+0.60W+0.60H Dsgn.L= 15.00 ft 1 0.164 0.038 11.98 11.98 122,08 73.10 1.00 1.00 2.40 95.94 63,96 McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr, 208-342-2919 �5 McClendon Engineering Inc Steel Beam File=MAINcE Projects12016 Projeclst1068.16 Cascade StoragelCalcsWesign.ec6� ENERCALC,INC.1983-2016,Bulld:6,16.6,7,Vec6.16,6.7 r:00MCCILIENDON ENGINEERING Description: Floor Beam-FB6 Load Combination Max Stress Ratios Summary of Moment Values_ _Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +O.60D40.70E+0.60H Dsgn.L= 15,00 ft 1 0.164 0.038 11.98 11.98 122.08 73.10 1.00 1.00 2,40 95.94 63.96 Overall Maximum Deflections Load Combination Span Max.""Dell Location In Span Load Combination Max."+"Deft Location in Span +D+L•FH 1 0.3896 8.186 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum Overall MINimum 1.200 2.400 +D+H 2,000 4.000 +D+L+H 5.600 11.200 +D+Lr+H 2,000 4,000 4 D+S+H 2.000 4.000 +D+0.750Lr+0.750L+H 4.700 9.400 +D+0.750L+0,7508+H 4,700 9,400 +D+0.60W+H 2.000 4.000 +D+0.70E+H 2.000 4,000 4".750Lr+0.750L+0.450W+H 4.700 9.400 +D+0.750L+0.7508+0.450W+H 4.700 9.400 4-D+0,750L+0.750S40.5250E+H 4.700 9.400 +0.60D+0.60W+0.6011 1.200 2.400 +0.60D•t0.70E+0.60H 1.200 2.400 D Only 2,000 4,000 Lr Only L Only 3.600 7.200 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 0 208-342-2919 McClendon Engineering Inc LLteel Beam File■WPMProjecls12016 ProjecW1068,16 Cascade StoragalCalcsldesign.ec6 ENERCALC,INC.1983-2016,Bulld:6.16.6.7,Ver.6.16.6.7 ANXT11111114M. s• Description: Floor Beam-FB7 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield; 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span-12.0 It r'• W 12x22 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=1.320, L=2.50 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0,941 : 1 Maximum Shear Stress Ratio= 0.358 : 1 Section used for this span W12x22 Section used for this span W12x22 Ma:Applied 68.760 k-ft Va:Applied 22.920 k Mn/Omega:Allowable 73.104 k-ft Vn/Omega:Allowable 63.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.000ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.259 in Ratio= 555>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.396 in Ratio= 364 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 12,00 it 1 0.325 0.124 23.76 23.76 122.08 73.10 1.00 1.00 7.92 95.94 63.96 +D+L+H Dsgn.L= 12.00 ft 1 0,941 0.358 68.76 68.76 122.08 73.10 1.00 1.00 22.92 95.94 63.96 +D+Lr+H Dsgn.L= 12.00ft 1 0,325 0.124 23.76 23.76 122.08 73.10 1.00 1,00 7.92 95.94 63.96 +D+S+H Dsgn.L= 12.00 ft 1 0.325 0,124 23.76 23.76 122.08 73.10 1.00 1.00 7.92 95.94 63.96 +D+0,750Lr+0.750L+H Dsgn.L= 12.00 ft 1 0,787 0.300 57.51 57.51 122,08 73.10 1.00 1.00 19.17 95.94 63.96 +D+0,750L+O,750S+H Dsgn.L= 12.00 ft 1 0.787 0.300 57.51 57.51 122.08 73.10 1.00 1.00 19,17 95.94 63.96 +D+0.60W+H Dsgn.L= 12.00 it 1 0,325 0.124 23.76 23.76 122.08 73.10 1,00 1.00 7.92 95.94 63.96 +D+0.70E+H Dsgn,L= 12.00 ft 1 0.325 0,124 23.76 23.76 122.08 73.10 1.00 1.00 7.92 95.94 63.96 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 12,00 ft 1 0.787 0.300 57.51 57.51 122.08 73.10 1.00 1.00 19.17 95.94 63.96 +0+0.750L+0.750S+0.450W+H Dsgn,L= 12.00 ft 1 0.787 0.300 57,51 57.51 122.08 73.10 1.00 1.00 19,17 96.94 63.96 +0+0.750L+0.750S+0.5250E+1-I Dsgn.L= 12.00 ft 1 0.787 0.300 57.51 57.51 122.08 73.10 1.00 1.00 19.17 95.94 63.96 +0.60D40.60W+0.60H Dsgn.L= 12.00 It 1 0.195 0.074 14.26 14.26 122.08 73.10 1.00 1.00 4.75 95.94 63.96 +0.60D+0.70E+0.60H McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MDC Boise,Idaho 83702 Project Descr: 208.342-2919 71 McClendon Engineering Inc Steel Beam File■M 111E Projects12016 Projects11066.16 Cascade Storag6Calcsldesign.ec6 ENERCALC,INC.1983.2016,Build:6.16,6.7,Ver:6,16.6,7 r.0r D• Description: Floor Beam-F87 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn,L= 12.00 It 1 01195 0.074 14.26 14.26 122.08 73.10 1,00 1.00 4.75 95.94 63.96 Overall Maximum Deflections Load Combination Span Max."-"Defi Location In Span Load Combination Max."+°Defl Location in Span +D+L+H 1 0.3958 6.034 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXIMUM 22.920 22,920 Overall MINimum 4.752 4.752 +D+H 7,920 7.920 +D+L+H 22.920 22.920 +D+Lr+H 7.920 7.920 +D+S+H 7.920 7.920 +M.750Lr+0.750L+H 19.170 19,170 +D+0,750L+0.750S+H 19.170 19.170 +0+0.60W+H 7.920 7.920 +0+0.70E+H 7.920 7.920 +D+0.750Lr+0.750L+0.450W+H 19.170 19.170 +D+0.750L+0.750S+0.450W+H 19.170 19,170 +D+0.750L+0.750S+0.5250E+H 19.170 19.170 +0.60D+0.60W+0,60H 4.752 4,752 +0,60D+0.70E+0.60H 4.752 4.752 D Only 7.920 7.920 Lr Only L Only 15.000 15.000 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer; WT Protect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 3� McClendon Engineering Inc Steel Beam File=M,VIWE Projects12016 Projects11068.16 Cascade StoragKalcs\des1gn,ec6� ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6,7 Description; Floor Beam-F138 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties_ Analysis Method; Allowable Strength Design Fy;Steel Yield: 50.0 ksl Beam Bracing: Beam Is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L' span=12.0 n U wt2x1e Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weipht NOT internally calculated and added Uniform Load; D=0.6250, L=0,750 k/ff, Tributary Width=1.0 ft DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.402: 1 Maximum Shear Stress Ratio= 0.144 : 1 Section used for this span W1209 Section used for this span W12x19 Ma:Applied 24.750 k-ft Va:Applied 8.250 k Mn/Omega:Allowable 61.627 k-ft Vn/Omega:Allowable 57.340 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6,000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.093 In Ratio= 1.544>=360 Max Upward Transient Deflection 0.000 In Ratios 0<360 Max Downward Total Deflection 0.171 in Ratio= 842 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratlos Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 12.00 ft 1 0183 0,065 11.25 11.25 102,92 61.63 1.00 1.00 3.75 86.01 57.34 +D+L+H Dsgn.L= 12.00 ft 1 0,402 0.144 24.75 24.75 10292 61.63 1.00 1.00 8.25 86.01 57.34 +D+Lr+H Dsgn.L= 12.00 ft 1 0,183 0.065 11.25 11.25 102.92 61,63 1.00 1.00 3.75 86.01 57.34 +D+S+H Dsgn.L= 12.00 ft 1 0,183 0,065 11.25 11.25 102.92 61.63 1.00 1.00 3.75 86.01 57.34 +D+0.750Lr+0,750L+H Dsgn.L= 12.00 ft 1 0,347 0.124 21.38 21.38 102.92 61.63 1,00 1.00 7.13 86.01 57.34 +D+0.750L+0.750S+H Dsgn.L= 12.00 it 1 0.347 0,124 21.38 21.38 102.92 61.63 1.00 1.00 7.13 86.01 57.34 +D+0.60W+H Dsgn.L= 12.00 ft 1 0.183 0.065 11.25 11.25 102.92 61.63 1.00 1.00 3.75 86.01 57.34 +D+0.70E+H Dsgn.L= 12.00 ft 1 0.183 0.065 11.25 11.25 102.92 61.63 1.00 1.00 3.75 86,01 57.34 +D+0.750Lr+0,750 L+0.450W+H Dsgn.L= 12.00 ft 1 0.347 0.124 21,38 21.38 102.92 61.63 1.00 1.00 7.13 86,01 57.34 +D+0.750L+0.750S+0.450W+H Dsgn.L= 12.00 it 1 0.347 0.124 21,38 21.38 10292 61.63 1.00 1.00 7.13 86.01 57.34 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 12,00 ft 1 0.347 0.124 21.38 21,38 102.92 61.63 1.00 1.00 7.13 86.01 57.34 +0.60D+0.60W+0.60H Dsgn.L= 12.00 It 1 0.110 0.039 6.75 6.75 102.92 61.63 1.00 1.00 2.25 86.01 57.34 +0,601)+0.70E+0.601­1 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068,16 MC Boise,Idaho 83702 Project Descr. 208-342-2919 19 McClendon Engineering Inc Steel Beam File=MAHWE Projects\2016 Projects11068,16 Cascade Storage\Calcstdesign.ec6 GNERCALC,INC,1983.2016,Build;6.16,6,7,Ver6.16.6.7 0.r0 oMCCLENDON ENGINEERING Description: Floor Beam-FB8 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Ma Max Mnx MnxtOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 12.00 ft 1 0.110 0.039 6.75 6.75 102.92 61.63 1.00 1.00 2.25 86.01 57.34 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1709 6.034 6A000 01000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 8.250 8.250 Overall MlNimum 2.250 2,250 +D+H 3.750 3.750 +D+L+H 8.250 8.250 +D+Lr+H 3.750 3.750 +D+S+H 3.750 3,750 +D+0.750Lr+0.750L+H 7.125 7.125 +D+0,750L4750S+H 7,125 7.125 +D+0.60W+H 3.750 3.750 +D+0.70E+H 3.750 3.750 +D+0,750Lr+0,750L+0.450W+H 7.125 7.125 +D+0.750L+0.750S+0.450W+H 7.125 7.125 +D+0.750L+0,750S+0.5250E-+H 7.125 7.125 +0.60D+0.60W+0.60H 2.250 2.250 +0.60D+0,70E+0,60H 2,250 2.250 D Only 3.750 3.750 Lr Only L Only 4.500 4.500 S Only W Only E Only H Only c M Project: A(, W- No: ����� �G Pager McClendon Scope: ST QcT Date: e114( Checked by: Engineering Inc Item: By: SOpf-F z ��^ psr C Ar is p�F PLC. : w Ps.r- ( 2g '� = 66PLF Tc- ;- 7 8 , ExMAA�b14 2K" 611,-) Sc�- L NL ►2�✓3c G car PUT, 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 En ineer WT Project ID: 1068.16 MC Boise,Idaho 83702 Pro Descr: 208-342-2919 it McClendon Engineering Inc Masonry Beam File=IVIN] cEProjects12016Projects\1066.16Cascade$toragelCalcsldesIQn,ec6 ENERCALC,INC.19n2016,Build:6.16.6.7,Vec6.16,6,7 rr DO Description; Lintel-L1 Code References Calculations per ACI 530-11. IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General information f'm 1,500.0 psi Clear Span 8.667 it Rebar Size 5 Fs 24,000,0 psi Beam Depth 2,0 ft #Bars OF 1 Em=Pin 750.0 Thickness 8 in Top Clear 4.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Medium Wt Equiv.Solid Thick 7.60 in #Bar Sets 2 Lateral Wind Load 15.0 psf Wall Weight 78.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Shear Reinf Bar Size # 3 Calculate vertical beam weight? Yes n 25.778 Shear Reinf Bar Spacing 16.0 in Notel Shear calculated at"dl2"from edge of beam Ld#1: D 0.90 L 1.250 S 0.1250 Beam Support Beam Support 1 -#5 bars e , 2 sets used r 9.007fl Clear epen Uniform Loads start X J Dead Load L.Floor Live Lr.RWI`Live 8:Snow W:Wind E:Earthquake #1 0.0 ft 8,667 ft 0.90 1.250 0.0 0.1250 0.0 0.0 k/ft #2 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 0,0 0.0 k/ft #3 0.0 ft 0.0 It 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #4 0.0 ft 0.0 it 0.0 0.0 0.0 0.0 0.0 0.0 k/ft DESIGN SUMMARY e �v aximum StressRatios... Vertical Lateral Combined Actual abl - t Maximum Moment Allowable k-ft fblFb 0.9940 0.05368 0.9954 :1.00 Vertical Loads 21.652 k-ft 21,784 k-ft fvlFv 0,9769 0,02890 0.9774 :1.00 for Load Combination: +D+L+H Lateral Loads 0.3382 k-ft 6.30 for Load Combination: +D40.70E+H Maximum Shear 6.tr�I i Allowable Vertical Loads 53,136 psi 54.391 psi for Load Combination: +D+L+H Minimum Mn= 1.3'Fcr'S = 7,930 k-ft Lateral Loads 1.119 psi 38.730 psi for Load Combinallon: +D+0.70E+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0,620 inA2 As 0,620 in^2 rho 0,004066 rho 0.004444 np 0,1048 np 0,1146 k:((np)"2+2np)^.5-np 0,3649 k:(np^2+2np)^.5-np 0.3776 i=1 -kl3 0,8784 i=1 -k/3 0.8741 M:mas=Fb k i b d"212 27.492 k-ft Mamas=Fb k i b dA212 7.528 k-ft M:StI=Fs As j d 21,784 k-ft M:StI=Fs As j d 6.30 k-ft McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 M C Boise,Idaho 83702 Project Descr 208-342-2919 u Z McClendon Engineering Inc I Masonry Beam Flie=M:1!!McE Projecis12016 ProJectsN06$.16 Cascade StoragelCalcsldasign.006� y ENERCALC,INC.1983 2016,Build:6.16.6.7,Ver.6.16,6.7 i.007747 Licensee: MCGLENDOIN Description: Lintel-L1 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+H 9.92 21.78 24.33 54.39 0.00 6.30 0.00 38,73 +D+L+H 21.65 21,78 53.14 54.39 0.00 6.30 0.00 38,73 +D+Lr+H 9.92 21.78 24.33 54.39 0,00 6.30 0,00 38.73 +D+S+H 11.09 21,78 27.21 54.39 0.00 6.30 0.00 38.73 +D+0.750Lr+0.750L+H 18.72 21.78 45.94 54.39 0,00 6.30 0.00 38.73 +D+0,750L+0,750S+H 19.60 21.78 48.10 54.39 0,00 6.30 0.00 38.73 +D+0.60W+H 9.92 21.78 24,33 54.39 0.17 6.30 0,56 38.73 +D+0.70E+H 9.92 21,78 24.33 54.39 0,34 6,30 1.12 38.73 +D+0.750Lr+0,750L+0.450W+H 18.72 21.78 45.94 54.39 0,13 6,30 0,42 38.73 +D+0.750L+0.750S+0.450W+H 19.60 21.78 48.10 54.39 0.13 6,30 0,42 38.73 +D+0.750L+0,750S+0.5250E+H 19.60 21,78 48.10 54,39 0,25 6.30 0.84 38.73 +0.60D+0.60W+0.60H 5.95 21.78 14.60 54.39 0.17 6.30 0,56 38,73 +0.60D+0.70E+0.60H 5.95 21,78 14.60 54.39 0.34 6.30 1.12 38.73 MC Project. No: 1066, lef Page. McClendon Scope: t Dater Checked by: Engineering Inc: Item: By: Wr L►N �,,. 'D�:s ► r1i LZ - C-wfA za:L t:S '- tvve cf; 6/2 S 7�� ,g , C:x'rE�J 13►�a s Z V'' C nn�,�� ('pe,,J%tuC� C C--A L'A)p . 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 W� McClendon Engineering Inc Mason Beam File=KTIVIcE ProlectsQ016 ProJec(0068.16 Cascade StoragelCalcs%dl ign.ec6� Masonry ENERCALC,INC.1983.2016,Build:6.16,6,7,Ver6,16.6.7 r:r0 D• Description: Lintel-L2 Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General information f m 1,500.0 psi Clear Span 10.0 ft Rebar Size 5.0 Fs 24,000.0 psi Beam Depth 1.333 It #Bars E/F 1 Em=fm* 750.0 Thickness 8 in Top Clear 4.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Medium Wt Equiv.Solid Thick 7.60 in #Bar Sets 2 Lateral Wind Load 15.0 psf Wall Weight 78.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Calculate vertical beam weight? Yes n 25.778 Ld#1: D 0.50 S 0.1250 Beam Support Beam Support • • 1 -II 5 bars a/f,2 sets used a5� 10111bnq cn,n Uniform Loads Start X End X Dead Load L:Floor Live Lr:Roof Live S:Snow W:Wind E Earllmt�ake #1 0.0 It 10.0 ft 0,50 0.0 0.0 0,1250 0.0 0.0 klft #2 0.0 It 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #3 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #4 0.0 ft 0.0 It 0.0 0.0 0.0 0.0 0.0 0.0 k/ft DESIGN SUMMARY - Maximum Stress Ratios... Vertical Lateral Combined Maximum Moment Actua Allowable k-ft fb/Fb 0.7839 0,05267 0.7857 :1.00 Vertical Loads 9112 k-ft 11.624 k-ft fv/Fv 0.9146 0.03335 0.9152 :1.00 for Load Combination: +D+S+H Lateral Loads 0.3001 k-ft 5,697 for Load Combination: +D+0.70E+H Maximum Shear Actual Allowable Vertical Loads 39.848 psi 43,571 psi for Load Combination: +D+S+H Minimum Mn=1.3 Fcr'S = 3,523 k-ft Lateral Loads 1.292 psi 38,730 psi for Load Combination: +D+0.70E+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0,620 in12 As 0.620 in12 rho 0.006778 rho 0.006668 np 0.1747 np 0.1719 k:((np)^2+2np)^.5-np 0,4417 k:(np^2+2np)^.5-np 0.4391 j=1 -k/3 0.8528 j=1-k/3 0.8536 M:mas=Fb k j b dA2/2 11.624 k-ft Mamas=Fb k j b d'212 5.697 k-ft M:StI=Fs As j d 12,685 k-ft M:StI=Fs As j d 6,153 k-ft 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Protect Descr: 208-342-2919 q$ McClendon t-ngineering Inc Mason Beam File=M:1!!McE Projectst2016 Projects11068.16 Cascade Storage\Calc4ldosign.ec6 ENERCALC,INC.1983-2016,Bulld:6.i6.6.7,Ver:6.16.6,7 O:rr -• Description: Lintel-L2 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+L+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+Lr+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+S+H 9.11 11,62 39,85 43.57 0.00 5,70 0,00 38.73 +D+0.750Lr+0.750L+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+0.750L+0.750S+H 8.72 11.62 38.14 43.57 0.00 5.70 0.00 38.73 +D+0.60W+H 7.55 11.62 33.02 43.57 0.15 5,70 0.65 38.73 +D+0.70E+H 7.55 11.62 33.02 43.57 0.30 5.70 1.29 38.73 +D+0.750Lr+0,750L+0,450W+H 7.55 11.62 33.02 43.57 0.11 5,70 0.48 38.73 +D+0.750L+0.750S+0.450W+H 8.72 11.62 38.14 43.57 0.11 5.70 0.48 38.73 +D+0.750L+0.750S+0.5250E+H 8.72 11.62 38.14 43,57 0.23 5.70 0.97 38.73 +0.60D+0.60W+0.60H 4.53 11.62 19,81 43,57 0.15 5.70 0.65 38.73 +0.60D+0.70E+0.60H 4.53 11.62 19.81 43.67 0.30 5.70 1.29 38.73 r D Project: CAST►40� No: �06g. F - Page: 1te McClendon Scope: E.Tc?"T e-S Ir, Date: Checked by: Engineering Inc Item: By: Wf L J L/NTL! ('Rcar,) GJ roc. = /vnbf 2 '4 pLr- DMc Project. C- SC•�fle= Srcuz�c,e' No: /�'� ��' - Page: J�" McClendon scope: St`2ucr D�=SrC,:J -__ _ Date: 4' Checked by: Engineering Inc Item: By: GJ(4 Srr1D Se Ft voo Spr-)c.w-JC-, I, 4c" 4 s ' FAX, AL u + svd x aL = CD ZS �rzov, e `�/" X Z'/z. " x /N r,A Snh C 30'' o.C, -J-o 1,510,pc F IF/2O✓f6c (Q X Z,�Z„ x IcoC.)A srvu (C� ?.0"0.0 Load Bearing Wall Members Combined Axial & Lateral Load Tables Refer to Important Table Notes on Page 9 . . . Wall Spacing 400SG350-(nWs) 650SGI62-(nills) 00 12 10.36 16.99 21,91 4.38 5,71 6.23 8,58 10.88 13.63 19.09 6,34 9.80 12.68 18,87 24,65 9.59 13.16 17,19 26,82 33,95 8 16 10.28 16.90 21.82 4.30 5,64 6.15 8.50 10,80 13.56 19.02 6.26 9.51 12.59 16.78 24.57 9.50 13.07 17.11 26.73 33.86 24 10.12 16.73 21.65 4.16 5.51 5.98 8.34 10.65 13,42 18.89 6.10 9.33 12.42 16.62 24.41 9.34 12.91 16.95 26.57 33.70 12 9.88 16,11 20,57 4.30 5.64 6.14 8.49 10,79 13.55 19.02 6.26 9.50 12.58 15.77 24.66 9.50 12.��7 16.71 28.08 32.86 9 16 9.78 16.00 20.46 4,20 5.55 6.03 8.38 10.69 13.46 18,93 6.16 9,39 12.47 16.66 24.45 9.39 12.66 16.60 25.97 32.74 24 9.57 15,78 20.24 4.01 5.38 6.81 8.17 10.49 13.27 18,74 5.94 9,15 12.24 16.43 24,23 9.17 12,45 16.39 25.75 32,53 12 9.35 15.18 19.13 4.21 5.56 6.03 8,38 10.69 13.45 18.92 6.16 9.39 12.14 16.26 23.89 9.40 12.32 16.13 25.22 31.57 10 16 9.22 15.04 18.99 4.09 5.44 5,89 B.24 10.55 13.33 18.80 6.02 9.23 11.99 16.12 23.74 9.25 12.18 16.00 25.09 31,43 24 8.97 14.76 18.72 3,84 5.22 5.60 7.95 10.28 13.07 18.55 5.74 8.93 11.70 15.82 23.46 8.97 11.91 15.73 24.81 31.15 12 8.27 13.14 16.08 3.96 5.33 5.72 8,05 10.37 13.15 18.62 5.88 8.58 11.00 14.89 21.53 8.64 11.23 14.79 23.27 28.58 12 16 8.08 12.94 15.89 _3.77 5.15 5.49 7.82 10.14 12.93 18.41 5.66 8.35 10,78 14,66 21.31 8.42 11.03 14.58 23,05 28.37 24 7.72 12.55 15,52 3.41 4.81 5,05 7,37 9.70 12.51 17.99 5.24 7.91 10.35 14.21 20.88 8.01 10.63 14.16 22.62 27.94 12 6.97 10.60 13.01 3.62 1 4.99 4.91 7.03 9.13 11.73 16.90 5.20 7,47 9.75 13.03 18.83 7.60 9,97 13,36 20.67 25.21 14 16 6.74 10.36 12.77 3.35 4,73 4.61 6.72 8.82 11.42 16.58 4.91 7.17 9.45 12.72 18.53 7.32 9,69 13.07 20,38 24,91 24 6.30 9.91 12.34 2.88 4.26 4.08 6.15 8,24 10 85 15 9714.38 6.61 8.69 12.13 17.94 6.79 19.17 12.52 19.76 24.32 12 5.70 8.44 10,40 3,16 4,50 3.98 15.75 17.54 9.79 14.21 4.29 6.30 8.43 10.98 ie.021 6.51 $.62 /1.7017.7221.68 16 16 5.44 8.18 10.16 2.83 4.17 3,60 5.41 7.19 9.43 T-3ki 3.96 5.94 8.06 10'61 15.64 6.17 8.28 11.34 17.33 21.29 24 4.97 7.71 9.68 2.296 3.60 3.11 4.81 8.57 8.79 13,13 3.39 5.32 7,40 9,94 14.95 5.56 7.65 10.6716.61 20.57 • . Wall Spacing iO 0O 00 0O ri i0 12 4.28 6.18 6.17 9.12 11.56 14.49 20.32 6.30 1 9.55 13.37 17.74 25.92 9.58 1 13.641 18,37 28.54 136,20 8 18 4.21 6.12 8.10 9.04 11,49 14.42 20,25 6,23 9.47 13.29 17.66 25.85 9.50 13.56 18.29 28.47 36.13 24 4.08 5.99 5.95 8.89 11.35 14.29 20.13 6,09 9.32 13.13 17,50 25,70 9.36 13,41 18.14 28,32 35.97 12 4.21 6.12 8,10 9.04 11.49 14.42 20.25 6.23 9.47 13.29 17.66 25.84 9.51 13.56 17.94 27.90 35.26 9 16 4.13 6.03 6.00 8.94 11.39 14.33 20.17 6.14 9.37 13.18 17.55 25.74 9.41 13.46 17.84 27.80 36.16 24 3.97 5,87 5.81 8.73 11.20 14.15 20.00 5.95 9.17 12.97 17.34 25,55 9.22 13.26 17.64 27.60 34.96 12 4.14 6.04 e.01 8.94 1 11.39 14.33 20.17 6.15 9.38 1 13,14 17.63 125,74 9.42 13.33 17.43 27.13 34,13 10 16 4.03 5.93 5.88 8.81 11.27 14.22 20.06 6.03 9.25 13.00 17.39 25.61 9.30 1 13.20 17.30 27,00 134,01 2 3.82 5.72 5.64 8.54 11.02 13.98 19.84 5.79 8.99 12.72 17.12 25.35 9.05 12.94 17.05 26.75 33.75 12 3.95 5.83 5.77 8,68 11,12 14.08 19.93 5.92 9.12 2.11 116.27 23.75 9,18 12,34 16.18 25,31 31,43 I jt 6 078 5.66 5.57 8.44 10.92 13.89 1 19.74 5.74 8,91 .90 16.05 23.55 8.99 12.14 16.99 26.11 31.23 24 3.47 5.33 5.19 8.03 10,61 13.50 19.37 5.38 8.50 11.49 15.63 23.15 8.60 11.75 15.61 24.72 30.84 12 3,68 5,52 541 8.01 10.40 13.34 19.19 5,60 8.42 10.85 14.73 21.24 8.53 11.15 14.78 23.21 28.30 14 16 3.45 5.27 5.12 7.70 10.10 13.04 18.89 5.33 8,12 10,56 14.42 20.95 8,25 10.88 14.50 22,92 28.01 24 3,03 4.81 4.61 7.12 9.52 12.47 18.30 4.83 7.56 10.02 13,64 20,40 7.72 10.36 13.98 22,36 27.46 12 3.33 5.09 4.69 6.77 8.83 11.43 16.57 6.01 7.27 1 9.62 12.73 18.53 7.46 9,84 13,28 20.38 2A,91 16 16 3.04 4,76 4.35 6.41 8.47 11.06 16.19 4.67 6.91 9.25 12.35 18,15 7.12 9.50tE1225 2 20.00 24.54 24 2,52' 4,17 3.75 5.76 7.81� 10.39 15.48 4.06 8.26 8.58 11.66 17,48 8.49 8.86 19.29 23.83 ..d Height s 12 3.51 5.38 5.56 8.48 12.13 17.37 24.73 5.90 9.00 12.88 1 18,46 30.671 9.25 1 13,25 19.03 132.87 143.12 8 16 3.48 5.34 5.51 8.43 12.08 17.32 24.68 5.85 8.95 12.83 1 18.41 30,62 9.20 13.20 18.98 1 32.82 43.06 24 3.40 517 5.42 8.34 11.96 17.21 24.59 5.76 8.85 12.73 1 18.30 30.51 9.10 13.10 18.88 32.71 42,94 12 3.48 5.35 5.52 8.44 12.08 17.32 24.69 5.85 8.96 12.83 18.41 30.62 9,20 13.21 18,99 12.82 43,06 9 16 3.44 5.30 5.46 8.38 12.02 17.25 24.62 5.80 8.90 12.77 18.34 30.55 4.14 13.14 18.92 32.75 42.98 24 3.34 5.20 5,34 8.25 11.89 17.11 24.50 5.68 837 12,6A 18,21 30.40 9.02 13.01 18.78 32.60 42.83 12 3.45 1 6.31 5.47 1 8.39 12.031 17.26 24.641 5.81 8.91 12.78 18.36 30.56 9.15 13,15 18,93 32.76 42.99 10 16 3.39 1 5.25 5.40 8.31 11,95 17.17 24.56 5.74 8.83 12.70 18.27 30.46 9.08 13.07 18.84 32.66 42.90 24 3.27 5.12 5,25 8.15 11.78 16.99 24.40 5.59 8.67 12.53 18.09 30.27 8.92 12,91 1 18.67 32.47 42.70 12 3.36 5.21 5,36 8.26 11.69 17.11 24.49 5.70 B.78 12.64 18.20 30.39 9.03 13.02 18.78 32.59 41.31 12 16 3.27 5.12 5,25 8,14 11.76 16.97 24.37 5.58 8.66 12.51 18.06 30.24 8.91 12.89 18.65 32.43 41.16 24 3.09 4.93 5.03 7.91 11.51 10.69 24,12 5,36 8.42 12.26 17.79 29.93 8.68 12.64 18,38 32.43 40.86 12 3.24 5.09 5.21 8.09 11.69 16,88 24.29 5.55 8.61 12,45 17.98 29.69 8.87 12.84 18.58 31.13 39.03 14 16 3.12 4.95 5.05 7 92 11.51 16.67 24.09 5.39 8.44 12,28 17.78 29.46 8.70 12.65 18.38 30.91 38.81 24 2.87 4.60 4,74 7.58 11.13 16.26 23.71 5.07 1 8.10 1 11.89 17.37 29.01 8,36 12.29 17.98 30.47 38,38 12 1 3.10 4.92 5.01 7.86 11.42 16.66 23,97 5.35 1 8,39 1 12.19 17.87 27.54 8.65 12,59 18,28 29.25 36.36 16 1 16 1 2.93 4.74 4.80 7.62 11.15 16.24 23.68 5.14 1 8.14 1 11.92 17.36 27,22 8.42 12.33 1 17,99 28,94 36.06 24 1 2.61 1 4,39 4.39 7.15 10.63 16.64 23,12 4.72 1 7.68 I t1.An 18.77 26.81 7.96 11,82 1 17.42 28.33 35,46 1-Deflection Exceeds L/120 3=DellecUnn Exceeds L/360 7-Deflection Exceeds L/720 2=Deflection Exceeds L/240 6=Deflection Exceeds L/600 If not noted,deflection Is less than L/720 The Steel Network,Inc. 1042016 www.steelnetwork.com 1 1-888-474-4876 Load Bearing Wall Members I Page 10 Load Bearing Wall Members Combined Axial & Lateral Load Tables Important Notes: 1. Allowable loads are based on weak axis and torsional bracing at 48"o.c.maximum for axial load calculation and continuous support of each flange for flexural calculation. 2. Sections are punched with a standard punch-out 1.5"wide located along the centerline of the web 24"o.c. 3. Allowable loads are based on checks for punched section under axial load,flexural,and shear conditions. 4. Weak axis and torsional bracing should have sufficient stiffness and strength to resist the axial load. S. The allowable axial strength for distortional buckling Is based on an assumed k'-0. 6. Lateral loads have not been modified for strength checks:full loads are applied. 7. Listed wind pressures represent calculated design wind pressure(1.OW based on 2009 or 0.6W based on 2012 IBC). 8. 15 psf and higher wind pressures have been multiplied by 0.7 for deflection determination,In accordance with footnote"f"of IBC table 1604.3.The 5 psf pressure has not been reduced for deflection checks. 9. 5 PSF is classified as live transverse loads,not wind loads,per 2009 IBC Section 1607.13 and 2012 IBC Section 1607.14. 10. Strength increase due to cold forming is Incorporated In calculating allowable loads as per AISI Specification Sec,A7.2. 11. Moment of inertia for deflection is optimized based on the maximum moment at service loads for the listed spans;therefore;span values may be greater than spans based on an effective moment of inertia listed in section property tables. 12. Contact The Steel Network If web crippling capacity values of SigmaStud'are required to check lateral end reactions. 13. Loads in tables are in kips/stud(1 kip=1,000 pounds). Psf Lateral Load Wall Spacing 00 00 12 2.96 4.29 5.62 7.18 10.41 3.22 4.82 6.50 8.30 11.99 8.95 14.50 18.29 3.07 4.47 6.87 7.58 10.98 8 16 2,68 4,20 5.53 7.10 10.32 3.14 4.73 6.41 8.21 11.90 8.87 14.41 18.20 2.99 4.39 5.78 7.49 10.89 24 2.73 4.04 5.31 6.93 1Q15 2.98 4.55 6,22 8.03 11 73 869 14.22 16.02 2.84 4,23 5.62 7.33 10.72 12 2.71 3.90 5.12 6.54 9.49 2.96 4.44 5.94 7.56 10.97 8.42 13.62 16.82 2.83 4.10 5.40 6.96 10,08 9 16 2.61 3.80 5.01 6.44 9.38 2.86 4.33 5.83 7.47 10.86 8.31 13.50 16.71 2.73 4.00 5.29 6.85 9.97 24 2.42 3.61 1 4.81 1 6.24 9.16 1 2.67 4.12 1 5.60 1 7.25 10.651 8.09 13.261 16.481 2.55 3.81 1 5.09 1 6.65 9.75 12 2.44 3.50 4.58 5.87 8.52 2.68 4.04 5.34 6.83 9.90 7.90 12.49 15.28 2.57 3.71 4.90 6.29 9.12 10 16 2.32 3.38 4.46 5.75 8.39 2.57 3.91 5.20 6.69 9.77 7.76 12.34 15A5 2.46 3.59 4.77 6.17 8.99 24 2.11 3,16 4.23 5.51 8.13 2.35 3.66 4.93 6.44 9.52 7.49 12.05 14.87 2.24 3.36 4.53 5,93 8.73 12 1.88 2.69 3.52 4.54 6.59 2.12 3,16 4.12 5.32 7.76 6,59 9.92 12,18 2.02 2.90 3.83 4.93 7,16 12 16 1.75 2.56 3.37 4.39 6.43 1.97 3.00 3.96 5.16 7.60 6.40 9.74 11.98 1.88 2.75 3.68 4.78 7.00 24 1.50' 2.30 3.11 4.12 6.14 1 1.727 2.71 3.85 1 4.85 7.29 1 6.05 9.38 11.64 1 1,63' 2,49 3.40 4.50 8.69 12 1.40 2.04 2.67 3.48 6,07 1.62 2.40 3.14 4,09 6.02 5.30 7.78 9.56 1.51 2.21 2.92 3.80 5.53 14 16 126" 1.89' 2.52 13.32 4,90 1.477 223 2.97 3,92 5.85 5,08 7.57 9.36 1.37" 2.08 2.78 3.83 5.35 24 1.01" 1.63" 2.25" 3.04' 4,59 1.20" 1.93" 2.667 3.60 5.52 4.69 7.18 8.99 1.11" 1.79" 2.477 3.34 5.03 12 1.03' 1,53 2,04 2.68 3.94 1.23'1 1.81 2.40 3.17 4.72 4.13 6,15 7.59 1.128 1.68' 2.23 2.94 4.31 i6 16 0.89' 1.39" 1,891 2,53' 3,77 1,06" 1.64" 2.23- 2,99 4.53 3.91 5.93 7.38 0.98" 1.53' 2.08- 2.77 4.13 24 U.65' 1,13' 1.621 2,25"1 3,46'1 0.81' 1,35r 1921 2,68" 4.21 1 3.52'1 5.53 1 6.99 1 0.733 1.26' 1.79' 2.48" 3.807 • . • Wall Spacing 362SG250-(niils) • 0O 0i •O 12 3.33 5.00 6.79 8.75 12.63 9.36 15.12 19.23 3.36 4.95 6.52 8,60 12,60 3.64 5.45 7,36 9.92 14.47 8 16 3.25 4,91 6.70 8.66 12.54 9.27 15.03 19.14 3.29 4.88 6.44 8.52 12.52 3.56 5.36 7.26 9.83 14,39 24 3,10 4.74 6.52 8.48 12.38 9.10 14.85 18.96 3.14 4.72 6.29 8.37 12.35 3.42 5.21 7.10 9.65 14.22 12 3.06 4.64 6.26 8.05 11.63 8.79 14.23 17.79 3.15 4.63 6,11 8.07 11.78 3.42 5.15 7.01 9.30 13,64 9 16 2.99 4.53 6.14 7.93 11.52 8.68 14.12 17,68 3.05 4.53 6.01 1.97 11.67 3.32 5.05 6.89 9.19 13.44 24 2.80 4.32 5.91 7.71 11.31 8,47 13,88 17.45 2.88 4.34 5.81 7.77 11.45 3.15 4.85 6.68 8.97 13.23 12 2.82 4.25 5.68 7.30 10.58 8.26 13.30 16.27 2.91 4.27 5.65 7.48 10.87 3.17 4,80 6.55 8.63 12.54 10 16 2.70 4.12 5.54 7.17 10.45 8.13 13.15 16.13 2,80 4.15 5.53 7.36 10.74 3.06 4,68 6.42 8.49 12.41 2pro, 24 2.48 3.87 5.28 6.90 10.19 7.86 12.86 15.86 2.59 3.92 5.30 7.12 10.48 2.85 4.43 6.15 8 12.15 ��D 2 2,25 3.40 4.48 5.77 8.41 7.05 10.73 13.15 2,39 3.50 4,87 6.17 8.94 2,65 4,04 5,43 7,17 10.41 12 16 9,11 323 4.31 5.60 8.24 6.87 10.54 12.97 2.25 3.34 A.51 6,01 8.76 2.50 3.87 5,25 6,98 10.23 24 1.85 2.93 3,99 5,28 1.93 6.51 10.17 12.61 1.99 3.06 4.21 5.69 8.42 2.23 3.56 4.91 6.63 9.89 12 1.74 2.60 3,43 4.46 6.55 5.75 8.44 10.37 1.88 2.73 3.69 4.84 7.04 2.11 3.21 4.30 5.66 8.28 14 16 1.591 2.42 1 3.24 4.27 6 3/ 5.b3 8.22 10.16 1.72 2.57 3.51 4.613 6.84 1.94 3.02 4.10 5.45 8,08 24 1.31e 2.11" 2.91 3.94 6.03 5 12 7.82 9.17 1,44` 2.2.77 3.18 432 6.46 1 '1.65" 2.67 3.73 5.07 7.69 12 1.33' 1.98 2,63 3.46 9.14 4,50 6,68 8.24 1.42' 2.12 2.88 3.78 5.52 1.65 2.49 3.3' 4.43 6,55 18 18 117' 1.81" 2.45 3.27 4.95 4.27 6,45_ 8.02 1,260 1.95' 2.70 3.69 5.32 1.47" 2.29 3.16 4.21 6.33 24 0.90' 1.50, 2.12" 2.94 4.61 3.86 6.04 1 7.61 1 0.98' 1.65" 2.37' 3,25' 4.94 1 1.17" 1.95° 2.76 3.83 1 5.94 1=Deflection Exceeds L/120 3-Deflection Exceeds L/360 7=Deflection rxceeds 1/720 2-Deflection Exceeds L/240 6=Deflection Exceeds L/600 If not noted,deflection is less than 1_/1LU Page 9 1 Load Bearing Wall Members www.steelnetwork.com 1 1-888-474-4876 0420161 The Steel Network,Inc. 50 a ........... .. 0 . .. . . ......... .. .�i• o . . . . . .. ..... .. .. ... .. . 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' 3 o_ . ............... �......... a• • 3 b��b��b��bbbbbbb�b��bb Mc Project: Cis CEDE- STCXZ.A(,�- No: /0619. 4-7 Page: McClendon Scope: STrZVC.T 'I�eS�c.,J Date: '�'Ar Checked by: Engineering Iric Item: By: c Jr rot)r_) -'HTI O.-S i S I tJ'F - �CTt2r t JA4l._ , Typ. - i i iv rcewQ = zC S4 + tzs,psF)( !oIli- = lgioptF T'[. W Rr 'p = 293a f 7-000 P-S, ROOF �I05 Per 150' f 2dVi cue Z �d � ZJ YX I(o" (gyp FrC� MC Project: CAS-CACNL-1 �Z✓A69 No:- �Dle f�,l� Page: Z McClendon Scope: Date: � Checked by: Engineering Inc Item: By: t_jT, /kUT(=W-ro2 B12 4JAu_ TYP. RDO(- lO f ZS NSF, �1 7 p�fi Fl ee+4° - C z�C z ra )� �d�� S D I S �c 1Cr Zv p c. F �0Z5' F �J b = W 0 2 S p c.F /Zz�CX)PS-r Z, 01 ' - ZZ � (gyp FT; DProject: )a SCE Wit= SIrXZ r4Q er No: �O(o g./ Page: McClendon Scope: S-1.00LT- Ck S I Date: Checked by: Engineering Inc Item: By: IAJTL'a4vr2 T3CC-,:, l-JAtr4. S ("AT S(-A t� (;& r fNT, STI)'J to (41 L TL = "-/0 2 5 pc F /tiJT, CiO v Wel c L PLILI.- HT T'L _ 0C,9- PLP /A)T-. STU L I c-tyl U W r4(_1, ; 'F�noF : 17 s pt.-r 'FCOCXZ = 3ee7Ct)LF "'Atc. I SrutJ� = (fps r-V Z 2 (,J ill.L ( Ch,L)� = ( sSpSF )� 11 = �cOS�LF C� ¢JttNO STvd �r C r,10 LJYJ t-L. 7 U"r SLAB I Q,, I n„ s P2Cv' �2oyiO: lU ` 10t4T DE M Project: SC #A!,,C" No: 1069•14c' Page: Stl McClendon Scope: S7 O ycr L)e L lr"O Date: ���� Checked by: Engineering Inc Item: By: wr T3 I Cp.J 772LOe-- Jo, ^j-r- Sprac�,z1G�l ( /vl►ar SC r�Q /�LT = 30' 7- CZ Z n'C-3 q, c, (rvt K4 x SLAB c M Project:—13S[ AZ!10 No: f 0676, l(p Page: S 5 McClendon Scope: ^,TIOCT D1r:S tc,a Date: � Checked by: Engineering Inc Item: ?:�D r-1 O►J C)t s c cl r13 F/ - l)L 3 Z. 7- K + o.9 K L L- - /U,0 K ✓•o r< I S K «o r F 3 'F Pa Y Rai 77- = ZCn,3K Z6,zK/ 2,,0 Ksr- i--,,z � f�)c. 5,21< t- 7-TK � 2 ,17 w- 4- L L = /O.QK f S, (� (< 5- U k S(I = Z,N e G•1 Rro,Z�:, = 3�f b'<f Z,o K F2n✓1 oO- FT<> f rEt„2 Mc Project: CA Ati STOZAC, No: /I0� , g• ( Page: 5(v McClendon Scope: S-" Otr t,n? Date: Checked by: Engineering Inc Item: By: t� = 3•riK + i 6-("k T-L tc Fq - K W R e c ►al, sk� Z,p ��sF c M Project: 1'�SC.A C�Cr `--'T Y°'+�1 J',r, :_ No: 106 5A' Page: 5-4 McClendon Scope: ST-O t-)C T' b"' G,J Date: 811tr Checked by: Engineering Inc Item: By: GJr r c,rJ F.S — 'A� L7,0 K + $,ov 5 ok = 16,0 k r� p C Sr�K } 15.0(4 { I/J K "S3r(cK c �5, I i F. C L = ,Z K 4- H, S '� �- �r r S" = 1(,p,Z K 7'L = 2J e- 1-S,9 oovocw, CA►uw III �3 DMC , Protect: C►CSC-A�— SrO2f1f if No: j� Page. McClendon Scope: _C51-120t.T ` kt-Sdc.,,Q Date: 1/4rQ Checked by: Engineering Inc Item: By: IV)— �p�a.�L5G1T►d•JS ic, nJ D L r< 31< 2,0 ksF y. 2 �g — b� = ?. K + K + o",.1 Z J"L , K j_jl�, lnK� ?"O kSF g,3 � Up Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK DE M Protect: Y4 SG'4 fJ� =�TL►2�'a C� No: IDC�t3,/!� Page: '9 McClendon Scope: S>-(2 0C-T- ISE-Sice/0 Date: 9/42 Checked by: Engineering Inc Item: By: GJT Lip T Z-,.f&-4-G., -L)(::: 51,; - tJ i M1) w ID2 ZQ iJ'r'taC� 702 t_S!Z c.r;'L RooF C GOOF /NS 8/u" p Cx D, / D ( l0(-1') = /(),4f' �— Use D-KD ( 35 ' (, / e/,d DE M �, Project: -. 15�14 f)f'_~ 2kir- rqC,E No: � �' /(( Page: 60 McClendon Scope: SIVVCT- Date: 9 1 Checked by: Engineering Inc: Item: By: CJT- �FlS� SK�.x1�z. 1.1o2tN 70,L/ 32Cc ' isp.sf ( 301) peF Mc Project: C A S SZ Q cL a 66L No: 10 6'0.1(v Pager McClendon Scope: Date: A ,1(O Checked by: Engineering Inc Item: By: w'r LPT'c'-Rl�. ANA1.�/S1S - SEISMI G ('.bEFFIC.1�iJ�'S SUM Design Maps Summary Report User-Specified Input Report Title Cascade Storage Tue August 16, 2016 14:56:22 UTC Building Code Reference Document ASCE 7-10 Standard (whid'i LAHI!es USGS hazard data avallabln in 2008) Site Coordinates 48.17825°N, 122.13456°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Stanwood EaEr1rr sl l sAt� STILL R t+cw is A Y ® Arlington 0 'Warm Beach +4 RS'IV GTOR W MIA0N 4 _ T ULAt IP RESE4Y4T�N Granite Falls USGS-Provided Output Ss = 1.061 g S,r. = 1.141 g Sps = 0.761 g SAC, ' b' SL�C, DI S1 = 0.412g 5141 = 0.655g SDI = 0.437g ADC ' i� - � S1�C r: (CITY) For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NFHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.99 1.20 0.90 1.09 0.72 0.96. O.61 0.94 0,SC 0.72 0.49 0.60 iA 0.40 0.40 0.32 0.26F 0.24 0.24 0.16 0.12 0.09 0.00 1 0.00 0.00 0.20 0.40 0.90 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period T(sec) Period.T(sec) For PGA...T. C_ and C.4 values. please view the detalned renort. �Z o- ..... J F 4 ...... ,k- co-_ `1 cam. ....... V 1 1� C? ..... . 0 o._ iL ....... } . .._.. a ----- ----------- D 6 �� Page:—<< �� Project: �-4ASCA i�[L �'.Acb t� No: �Ao(r ► McClendon Scope: ST12-0c'f' ��S1r�,►y Date: 9//( Checked by: Engineering Inc Item: By: L�"rs ►zr1 C-� D V--S,% C,'0 _ S(--!- I S ►VA i cG CS = C)'3W ff(/I-0� Cs r A0,/'it)/ I.tl Cs = 0. 13(r v = 0. /3(�' w f l)/S 1:�1 (2 t'C t2 c,,-) — /UpsF � !v�/ = IVV pLF WALL. -4 pay ( iz I(x) 13L(L�r-,t ,- 32(:� pSF 61 OV'S +- 0,7 54 17 5 PSFY, �U�/'� - �1 0 7l(OL r- 4Ja[.L- psr ( l0')( I3� 9 10 pi-tr zNb = Sto psF CIO,-(,) 0•Zs( Izspsr-410WS 07gpi-r. Zr4J` _ 7ps,- ( /t'/z�C `I) - I Sk pL-r-, cmu = 55r�� C t�'/Z )C z) = 60-05-pe-F Tbrr4L- = zz�'107 PLF /�.J �►a�c rtc�J - Ili c-�.-� Sj26 SLops►'�IIa') �- v.7S�12S ,'`)(! Ia'� = ZNQ = S(tPS', 1 0') -?s 17s-p&1c6( jl0 = C) S 9O to GMT ` L A�- Z3, 590 ��F c M �, Project: _)')SC-6NE� S�xzVAC4L - No: 1 �, 16 Page: f McClendon Scope: Date: 'f_4_ Checked by: Engineering Inc Item: By: 07- 900PCF E590 LF CM - SSpsr- 1 z 2 - I '170 PLF 32© S(opsfw ( �0') + C,zs(12f,osrY7o1 = / 0Fdp1�:Ir Ztifl Nf4t L PSG psF C II,/Zx 3) - �jDB PLr- 7-rFIAt = / 7-, 020,�� F door- = lops,= (80) - gOvpLF wA� : �sr- ( ►2 ,�( & ) Cw\J = SSpsF Cis-'�(.`I) ZG:- L-ro,oLF 3e = S(L pS►=( 60) .1Z-5pSF)L8)6) _ (r 9 8oiac.r- WA(L - 7 psF ( /0'V Q) _ 412a 0 Lr- Cwov 1v'KL6 - 22- oopLF Zrvfl = SCo p.SF �r)`� +- o,75 IZ���$�=�(F3o &-CY-19 0,c.F 'roTrA1.. Z3, �sv pLF D M Project: S cat No: 1066'* Page: 6G McClendon Sc'I": STQc�cr S rGJ Date: `WO Checked by: Engineering Inc Item: By: LV. 7T_i2 ra C__. /ki/s b rz E G rr 00 - Art rra K� Zt2p c .SCpp&I::I7 ') + U,'ZS ( c s-gelpL� Wr c = Tps►= ( 1n')4 ► 0) - :�oo ,oLr- 2r�� = 9'&psw1 '4s,) + = CoTtIt(pi-F �J�<< 7 psr= ( I C13 /Pc.f. cAAL) sspsr- ( 11 /z�C 3� - -70$ p-LF F �J Q t c T-7 V- - Q1~-Y-1 Q 73 co I- 10tF (,JRc_t _ 7PsF ( 12 'Y,19� = I S`1(r Per Sea = S(e p s F ( 13(.e,-) + 6.7T 17SPsF'� 13(c'� _ pLr- G tta - 7 psr- ( co') /(0) = l I20 Per Zr.�p = 57Q psr r' 13(P') + C) ?S 1 S pSF�( 13(c, PsF C_to l) = S 5 psr= 11 �2���� 9 p pLF rtOT77�L = Z-9) L( c M �. Project: G6SCAbt� No: Page:. (OQ McClendon Scope: ST2 UC"r -KW_ S ICA Date: 211(c Checked by: Engineering Inc Item: By: L1qTT---a-AL. "be4 IC,N - JC1Snl1 G. 34S t: S K&�Are_ - SLA"►vA VC1 r2 ,1 (2 L:c.-r l en" CA*11 so, CC k)AS ZZ)7 co PC F /7)020 rt-F lC (� SO pL r V SO[q p`F Z'J(SPLF Y = Z2(oSpcF Z3, 2 5,0 I LI 0 )0(-r V=0,134 �!=-!Src:t�c. �7c�/�z,.�vS �'�[��-1 ��r2�C_r/c►.� c M Project: STCxl-f,C�E No: IQ81 A' Page: LI S McClendon scope: STVuc T IZ St CA n) Date: //!o Checked by: Engineering Inc Item: By: (.Jr Vc-�Z-rl�r� l�I Srrz� r3 ur►c�.� 1 3s' I z-z ' Nis �rRtCnn�J HT WT 14TWT GVx Fx Roat= 3S' t4g5o PLF 1--3, zS(-) U 513ipc.F rL.1F 5(o71 a(e o, ss �c� 1 ,�L F PLF Z � $,7I t v d, z`d 8 Ll pc r- %ss/ 8 40 PL-F =I,D I N,"�So g. 1,00 Lt/&z yr tl,m H-F T C v x Fx T300 �S' C�t�0Pwc Z Ila�300 pe-F 32 2z' M,&B5 pL.r- T IO) ()4 o 0,SS 2 E3 0 PLF P = � q3Sq� �3S Z = 1, 00 4 : Z9(.g'3(OLF Cog AU CD 0- (9- DE M Project: G6SCA-bC Sl-&r-ACG t No: /0680(r Page: -70 McClendon Scope:—STq-JGr T)Y-11411z) Date: q//(,- —Checked by: Engineering Inc Item: . By: r L"oF T)p ra p H 2 w,'-) c1M ��S 1'7��2 �crra��� - GJSL�s, = S►3 pLr- t!Roat�-� `` t� Co..>SE z �v��-► �v� c�, c , ✓1 p per, p ra 14 LL rw�rJs J nLFC ��v �SJ�. zr= Z 8, Z ►s 2J = Z -4 1 p L(= 'R = S/3 pc-r- �60') / - - 70, S 2 U ' ` r:= ZU, 5zo 0 / T-� ' Pi2vVr(!5 C ; Z D 6,r4 NA I u i V- I3 L:Ami 'R 0C)f- %�eC rt, DMC Project: No: '/(� Page: McClendon Scope: ST L)r-r �tC +J Date: ����° Checked by: Engineering Inc Item: By: �'JL ti2rLr7 ZJSt'is �� (DrJS :�,l v'1-4 'r1vu ) W. f . 7-u rat c 1grX�t �x pLF La T� = PCF ( �s, s'�1z ?J = zZ Z h(-F- ,p2ov, bL�t ESR-2409 I Most Widely Accepted and Trusted Page 7 of 14 TABLE 4-MINI-V-BEAMtM DIAPHRAGM SHEAR CAPACITY(q)(piQ AND FLEXIBILITY FACTOR(F) WITH ITW BUILDEX TEKS OR I.C.H.TRAXX SCREWS"(Continued) GAUGE SIDELAPATTACHM TRAXXPATT SPAN ENT ERN 4%0" 5'•0" 8'-0" 7'-0" 8'.0" 9'-01, 10'•0" 12"o.a 4 q 290 84 260 277 275 273 272 F 9.42 +258R 8.52 +206R 7.9 +172R 7.45 +147R 7.1 +129R 6.82 +115R 6.6 +103R q 204 198 193 190 188 186 185 @ 18"o.c. 4 F 11.6 +258R 10.4 +206R 9.51 +172R 8.87 +147R 8.38 +129R 7.99 +115R 7.67 +103R @ 24"o.c. 4 q 160 154 150 147 145 143 142 F 13.6 +258R 12.1 +206R 11 +172R 10.2 +147R 9.6 +129R 9.11 +115R 8.7 +103R Mid-Span 4 q 160 128 107 91 80 71 64 F 13.6 +258R 13,7 +206R 13.7 +172R 13.8 +147R 13.9 +129R 14 +115R 14.1 4-103R @ Third Points 4 q 225 180 150 128 112 100 90 F 10.9 +258R 11 +206R 11 +172R 11.1 +147R 11.1 +129R 11.2 +115R 11.3 +103R 22 @ Quarter Points 4 q 290 232 193 166 145 129 116 F 9.42 +258R 9.47 +206R 9.51 +172R 9,56 +147R 9.6 +129R 9,65 +115R 9,69 +103R @ 12"o c 7 q 302 293 288 283 280 278 276 F 9.29 +32.2R 8.46 +25.8R 7.87 +21.5R 7.44 +18AR 7.11 +16.1R 6.85 +14.3R 6.63 +12.9R @ 18"o.c. 7 q 215 207 201 197 194 191 189 F 11.3 +32.2R 10.2 +25.8R 9.41 421.5R 8.82 +18AR 8.36 +16,1R 8 +14.3R 7.7 +12.9R q 172 163 157 153 150 148 146 @24"o.c. 7 F 13 +32.2R 11.8 +25.8R 10.8 +21,5R 10.1 +18AR 9.53 +16,iR 9.08 +14.3R 8.7 +12.9R (�Mid-Span 7 q 172 137 114 98 85 76 68 F 13 +32.2R 13.2 +25.8R 13.3 +21.5R 13.4 +18AR 13.5 +16.1R 13.6 +14.3R 13.8 +12.9R @ Third Points 7 q 237 189 157 135 118 104 94 F 10,7 +32.2R 10.7 +25.8R 10.8 +21.5R 10.9 +18AR 11 +WIR 11.1 +14,3R 11.1 +12.9R @ Quarter Points 7 q 302 241 201 172 150 133 120 F 9.29 +32.2R 9.35 + &BR 9.41 +21.5R 9,47 +18AR 9.53 +16.1 R 9.59 +14.3R 9.65 +12.9R 376 366 360 355 352 349 347 PFF 7.83 +194R 7.11 +155R 6.6 +130R 6.23 +111R 5.94 +97.2R 511 +86AR 5.53 +77.7R @ 18"O.C. 4 267 267 250 246 242 239 237 9.59 +194R 8.62 +155R 7.93 +130R 7,41 +111R 7,01 +972R 6.69 +86.4R 6.43 +77.7R 212 202 195 191 187 185 182 @ 24"o.c. 4 11.1 F 194R 9.99 +155R 9.15 +130R 8,51 +111R 8.02 +97.2R 7,62 +86AR 7.29 +77,7R @ Mid-Span 4 q 212 169 141 120 105 93 84 F 11.1 +194R 11.2 +155R 11.3 +130R 11.4 +111R 11.5 +97.2R 11.6 +86AR 11.7 +77.7R @ Third Points 4 q 294 235 195 167 146 130 117 F 9.03 +194R 9.09 +155R 9.15 +130R 9.21 +11113 9,27 +972R 9.33 +864R 9.39 +77.7R 2 oq 376 301 250 214 187 166 149 reuerterPoints 4 F 7.83 +194R 7.88 +155R 7.93 +130R 7.97 +111R 8.02 +97.2R 8.06 +86AR 8.11 +77.7R q 394 380 371 365 360 356 353 @12"o.c. 7 F 7.7 +24.3R 7.04 +19AR 6.57 +16.2R 6.22 +13.9R 6.95 +12.1R 5.73 +10.8R 5.56 +9.7R q 284 271 262 255 250 247 244 @18"o.c. 7 F 1 9.3 +24.3R 8.45 +19AR 7.83 +16.2R 7.36 +131R 6,99 +12.1R 6.69 +10.8R 6.45 +9.7R @ 24"o.c. 7 230 216 207 200FFF 195 192 189 10.7 +24.3R 9.68 +19AR 8.96 +162R 8.4 +13.9R 7.95 +12.iR 7.59 +10.8R 7.29 +9,7R @ Mid•Span 7 230 183 152 130 113 100 90 10.7 +24.3R 10.8 +19.4R 10.9 +16.2R 11 +13.9R 11.1 +12.1R 11.2 +10.8R 11.4 +9.7R@ Third Points 7 312 249 207 177 154 137 123 F 8.79 +24,3R 8.87 +19AR 8.96 +16,2R 9.04 +13.9R 9.12 +12.1R 9.2 +10.8R 9.27 +9.7R @ Quarter Points 7 q 394 1 315 1 262 224 195 173 156 F 7.7 +24.3R 1 7.77 +19AR 1 7.83 +16.2R 1 7.89 +13.9R 1 7.95 +12.1R 1 8.01 +10.8R 1 8.07 +9.7R DE MC Project: C�sG14�t% `TOQ C)t No: LA lee' Pager McClendon Scope: Date: V Checked by: Engineering Inc Item: By: LJr- C.(1i�1 Gj Sc_is; = S/3 /mac F TAG S P4-F zk35's q so Ff i p Si Tt/� 'Fj06F - /r,) �? <_ rrc (�,C, ) C�,? p 0� 4-n 'X 'l p2t�-Ya C ProductGeneral • • Thickness - Steel Components Weld Capacities TableSteel Thickness r .ale Welds Capacity .$)for In Long Welds 16 0.0179 0.0168 0-0843 25 43tf.1S 00400 57 66 639 1106 blib b49 27 0.0269 0.0283 0.0198 22 43 0,0451 33 45 601 $64 544 663 D20 0.0179 010188 0.0844 20-Drywall 54 0.0566 50 65 1188 1566 985 1202 30EQD 0.0223 0.0236 0.0820 20-Drywall 68 0,0713 50 65 1562 1072 1241 1514 30 0.0296 0.0312 0,0781 20-Drywall 91 0.1017 50 65 1269 1269 33EQS 0,0260 0.0295 0.0790 20-Structural lie 0,1242 50 65 1550 1550 33 0.0329 0.0346 0.07r>4 20-Shuclural 127_ 0.1337 50 65 1608 _ 1668 43EQS 0.0380 0.0400 0.0712 18 Table Notes T 43 0.0428 0.6451 0.0712 18 1, Capacities based on A151$100.07 Section E2.4 for fillet welds and C2.5 for Bare groove welds. 2. When connecting materiels of different steel thicknes4ea or tensile strengths,use the values that 54 0,0638 0,0566 0,0849 16 correspond to the thinner or lowar ylald material. 3. Capacities are based on Allowable Strength Design(ASD)and Include approprlato safety factors. 66 0.0677 0.0713 0.1069 14 4, We,,,Capacities see based an either vp,"or yr"diameter E60 or E70 electrodes,For thinner 9! 0.0988 0,1017 0.1525 1? mate Isis,0.030"to 0.035"diameter wins electrodes may provlda best rosults. S. psrsilel capacity Is considered to be loading In the direction of the length of the weld. 118 0.1180 0.1242 0.1863 10-SSMA 6- For welds greater than 1",equations C2,4-t and f2AQ must be chocked. 7, for flare groove welds,the effective throat of weld Is conservatively assumed to be less than 2t, 121 0,1270 0.1337 0.2005 10-SCAFCO 8. 'Flare grove weld capacity for material thicker than 0.10"requires angineuing judgement to r,NOres - - dawrmine lag or welds(w,and IN,). rhNmum thickness represents 45 percent of the deaigo thickness and Is the minimum acceptable Inickness delivered to the jobs to based on Section A2.4 of A151 SI00-07. r The tables In this catalog are calculated based on Inside corner radii listed In this table.The inside corner radius Ia the maximum of r/n-t/2 or 1.5t,truncated after the fourth decimal Vices(t- tleslpn thickness).Centerline bend radius Is calculated by adding half of the design thickness to Iletad Cornmredlus. Screw Capacities Allowablea e e r per 18 33 4b 60 33 66 .19 11 46 71i 52 bi IOU 27 33 45 111 50 122 59 131 69 139 78 150 90 D20 57 65 87 48 95 57 102 68 109 75 111 81 30EQD 57 65 122 60 133 71 141 02 152 94 164 IN 30 33 45 129 55 141 65 1b1 76 151 86 114 IN 33EQS 57 65 171 75 167 69 201 103 214 111 231 136 33 33 45 151 61 164 72 171 84 188 95 203 110 43EQS 57 66 270 102 295 121 317 140 338 159 364 184 r,l� 4 33 45 224 79 244 94 263 1DA 2 124 302 144 �(I�lr 54 50 65 455 144 496 111 534 198 570 225 613 261 e9 50 65 I 576 181 684 215 765 250 805 284 866 328 97 5o 85 821 259 976 307 1130 356 1285 405 1476 468 118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 127 50 65 1079 340 1253 404 1486 468 1689 532 1955 616 TaI/o Notes -- 1. Capacities based an AIS1 S100-07 Section E4.Sec table on page 5 for design thicknesses. 6. Tension capacity Is based on the lesser of pullout capacity In sheet closest to screw tip,or pullover 2. When connecting materials of different steel thicknesses or tensile strangtha,use the lowest values, capacity for sheet closest to screw head(based on head diameter shown).Note that for all tension Tebulal ed values assume two shests or equal thickness are connected. values shown In this table,pullover values have been reduced by 5o percent assuming eccentrically 3. Capacities are based on Allowable Strength Design(ASD)orul Include safety facto,of 3.0. loaded connections that produce a non-unlforin pull-ovar fares on the fastener. 4, Where rnultipls faecsnars arc used,screws are assumed to have a center-to-center spacing of at 7. Mlghar values,.especially for screw strength,may be obtained by specifying screws from a specific (east 3 times the nominal diameter(d) manufacturer.See manufacturer's data for specific allowable values and Installation Instructions. 5, Screws are asauniad to have a center-of•screw to edge-of steel dimension or at least 1,5 times the nominal diameter(tl)of I he screw. Load Paths All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural Members.The 2007 edition (here after referred to as simply "NASPEC"). Illustrations of load Instructions are amongst their relative product load tables located throughout this catalog. Figure to the right demonstrates different types of load directions mentioned In this catalog. • Fl = Out-of-plane lateral load • F2 = In-Plane lateral load • F3 = Direct vertical and uplift load t SEAFCO. • • r DE Project: _ASC-/ LL No: /O�cb; Page: '75 McClendon Scope: �x. r 'it) -s�c+ Date: 'Wee Checked by: Engineering Inc Item: By: wr l noae ►-� pHe. 7M X��S iJ�rz ��no�a GJ /&&l f F CICt��►�� ao zr G 3, ace 0 rt2-OVI OLC 5 COw')C WT Wit_ c.uv PLW3' or W3 FORMLOKT"' ■ 5 in. TOTAL SLAB DEPTH Normal Weight Concrete Maximum Unshored Clear Span(ft-In.) Concrete Properties Deck Number of Deck Spans Density Uniform Weight Uniform Volume Compressive Gage 1 2 g (pcf) (psf) (yd3/100 ft2) Strength,V.(psi) 22 10'-0" 10'-7" 10'-r 145 42.3 1.080 3000 21 10'-11" 11'4" 12--1" Notes,. - 20 11'-7" 12'4" 12'-10" 1.Volumes and weights do not include allowance for deflection. 2.Wei his are for concrete only and do not include weight of steel deck, 19 12'-1" 13'-0" 14'-2" 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 12'-5" 14'-10" 14'-7" 16 13'-1" 16'-4" 15'-4" Shoring is required for spans greater than those shown above.See Footnote 1 on page.69 for required hearing. Allowable Superimposed Loads (psf) Deck Number of Span(ft-In.) Gage Deck Spans 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'.0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'.0" 15'.0" 16'-0" v� 1 254 229 208 190 176 120 108 97 88 79 72 65 58 48 39 22 2 254 229 208 190 175 161 108 97 88 79 72 65 58 48 39 3 254 229 208 190 175 161 108 97 88 79 72 65 68 48 39 1 274 248 225 206 189 174 120 108 98 89 81 73 66 55 45 21 2 274 248 225 206 189 174 161 160 96 89 81 73 66 55 45 3 274 248 225 206 189 174 181 150 140 89 81 73 66 55 45 1 294 265 241 220 202 187 173 180 108 98 88 81 -74 81 51 20 2 294 265 241 220 202 187 173 160 149 98 89 81 74 61 51 3 294 _266_241 220 202 187 173 160 149 _ 140 89 81 74 61 51 1 333 301 274 250 230 212 191 172 155 116 106 97 89 75 63 19 2 333 301 274 260 230 212 191 172 155 140 126 115 89 75 - 63 3 333 301 274 260 230 212 191 172 185 140 126 115 104 75 _63 1 370 334 304 278 255 232 268 187 169 134 122 112 103 88 74 18 2 310 334 304 278 255 232 208 187 169 153 139 126 115 88 74 3 370 334 304 278 265 232 208 187 169 153 139 126 115 88 74 1 400 400 365 333 299 268 241 217 197 178 162 143 132 113 95 16 2 400 400 365 333 299 268 241 217 197 176 162 148 135 113 95 3 400 400 365 333 299 268 241 217 197 178 162 148 135 113 F 95 See footnotes on page 69. Shoring required in shaded areas to right of heavy line, Allowable Diaphragm Shear Strengths,q(plQ and Flexibility Factors, F(in./lb.x 106) Attachment Deck Span(ft-in.) Pattern Gage 81-01, 8'-6" 9'-0" 91-61, 10'-0" 10'-8" IV-0" 1V-6" 12'-0" 12'-6" 13.0" 13'-6" 14'.0" 16'.0" 161-0" 22 q 1608 1694 1683 1673 1566 1557 1550 1544 1538 1532 1527 1523 1618 1511 1504 21 q 1605 1592 1580 1570 1560 1552 1544 1637 1530 1524 1619 1514 1509 1500 1493 � q 1608 1693 1580 1569 1559 549 1541 1533 1526 1520 1513 1508 1503 1493 1485 36/3 19 q 1618 1002 1587 1573 61 1550 1540 1531 1523 1515 1508 1502 1496 1485 1475 18 q 1634 1615 1596 1583 1569 1557 1546 1535 1526 1517 1509 1502 1495 1482 1472 16 q 1679_1855 1633 1614 1597 1562 1568 1565_1643 1632 1622 15_13 1604 14_89 1475 22 q 1708 1686 1866 1648 1633 1618 1605 1593 1583 1572 1563 1555 1547 1532 1520 21 q 1729 1704 1683 1663 1646 1630 1616 1602 1590 1579 1569 1560 1651 1635 1621 36/4 20 q 1750 1724 1700 1679 1660 1643 1627 1613 1600 1588 1577 1567 1557 1540 1525 19 q 1801 1770 1742 1718 1696 1675 1657 1640 1625 1611 1598 1586 1576 1565 1537 18 q 1854 1819 1787 1759 1734 1711 1690 1671 1654 1638 1623 1609 1597 1674 1654 16 q 1973 1929 1890 1865 1823 1795 1769 W45 1723 1703 1684 1667 1661 1623 1598 See footnotes on page 89. -- 70 VF5 VERCO DECKING,INC. www.vercodeck.com Mc Project.. 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F q33 3-o 7v .o 770.0 Z ).2 &C).q Zs8 303 z, I ZLlv• 0 ScAl,0 5-1.9 1 291(p tl33 3-o Z<-o.o 7 so. 0 7c).2 2�a Zs3 /tg 2sv•0 0 - 5715 A 433 3.p z &v, o 2C.3 CQ�^•�! 2� a 70T r .5 76-0.0 390.0 Ss,q �3. 1 28 0 y33 3.0 Zoo.6 0 (0.0 ?C).3 ec v-9 Z88 / fir 1 , 1 Z7o•0 29-710 53 .3 s01Cp Zq,A Z-13: /3�.o 023v. o Flo,0 2v.3� 60,9 pp liq a 3v M F90.0 P370.o 70,3 (C.aC) 3 C1. LI 2 g c�. o l l ta,c� L 6-cl 19, (o 31 rl G/CQ� 3 `790,v z 27 ,1 Z ,C� 3 ►$ SI Z, 8 3od. 3 c/s,7 1 zS.O 32 f3 c� 0 3 r�. 0 1 2�ry �ay.a l�r.a 33 q rl 325,7 Z5 t-f0 18.7 ti519 �.3- �s / /0 Z 9��, �a�, 3 r y, g /0. y 3& 32qa Z2, - I V4,3 e158.s 3-� /80 q,L/ � 38 ► I-7- (c,s 3os.3 I q�5 G13,� L12, 3 1�i 39.►� 3'3� 2,3 2CoY €3 (�09.0 �19,� IIW,S` 39 6 0 c 8•Z 1 8S,C? 3 3(elf 50, '� Z2. 39C, l r0 (o.l / if,v 761.5' Sv, ?og, 3 410 ►a 175, 60,9 I sir, 3 ! v(Os 55, 7 yo e ! 2S (p,g 13s. 5- 9 3s, 0 ss.-� 55Z 3.q Z-zq"6 517,s t8 -ZC. 15s.0 395I &T, s lCrg, 7 12 (04 Cog, T e-153, 1 �3 I'?zo ?5 3 ZWs,v 6CoNq MC v� i Project: C ASC Y��t SM2_l�G�t No: Page: McClendon Scope: ST(7 Oci- 1 pate: WA' Checked by: Engineering Inc Item: By: /'J' Z to Ft or-N L I)I K}p 4Kv.(4 G)ILA I tj fl L L ✓42 L f� L,J K XF r X yr-T t x L/y /; l l o o 5`-S (-/(eO,S 7-q, L 5-:H, 3 t1y8 /d3 S",o 2g .0 921. � /d3 51(C e-/s�.�! tf( /03 S •CC S.o 2ta•O s z 531,0 147 /9, / ss". 10(oq io3• /980 &OY. 3 8 5o X - 85, os e-/ CnC�f'3 y = 50 , 4 MC Project. ' CSGA�lr STUcZ �l�' No: lOC�B./Cc Page: i McClendon Scope: STaucr t>y-si4rJ Date: 7N? Checked by: Engineering Inc Item: By: t-Jr OF xFT w x yF r I-)Y zs 5-z.10 S/, 7yo i3 S� oo y 1,50 r-zcl, � 3&.0 992 lls,oao ZZ,o /0, /w � SAS S� ,o 3i � J(c,zr� 2v. o / ozo C Z 70 ZI -4 0 23, 71 0 ZZef3 311, DL.( s �Z z27 3 X - l YD. q ' )/ = /016 6'37 /22-q3 DE M Project: la SC/4 tw- S11t}2 fAG t No: I�� ,l� Page: 82 McClendon Scope: �T(7UC.T Date: Checked by: Engineering Inc Item: By: W T it)4 'fitOoz Z�fAp�-,1?.Aeari — RIC, ,�� (Lr G&ry rt-fz. OF mri t l FCccYz G ra c L S �/� ��r2LCrfc�'a SHt7�2, = C3G�1�1 PLF Y32(0) McClendon Engineering, Inc Title: Cascade Storage Job# 1068.16 Ow 1412 W. Idaho Street Suite 240 Dsgnr: WT Date:Boise,Idaho 83702 Description R3 McClendon Scope: Rigid Diaphragm Analysis Engineering_Inc lien"5bb3b'f user:Kw-0807747.ver5.5.0,1-Dec-2003 Rigid Diaphragm Torsional Analysis (c)1983.2003 ENERCAI C Errginoorinp SoNwaro shear walla-ecw Calculations Description Second Floor- Rigid General information Y-Y Axis Shear 984,00 k Min, X Axis Ecc 5.00 % X Axis Center of Mass 140.50 ft X-X Axis Shear 412.00 k Min.Y Axis Ecc 5.00 % Y Axis Center of Mass 46.90 it ...Shears are applied on each axis separately Max X Dimension 326.00 ft Max Y Dimension 104.00 ft Wall Data Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E in ft ft ft ft deg CCW Fixity 1 8.000 100,000 11.000 0.330 50.000 90.0 Fix-Pin 1.0 2 6.000 39.330 11.000 20.000 20,300 90.0 Fix-Pin 1.0 3 6.000 57.330 11.000 20.000 74.800 90.0 Fix-Pin 1.0 4 6.000 39.330 11,000 40.000 20.300 90.0 Fix-Pin 1.0 5 6.000 57.330 11.000 40.000 74.800 90.0 Flx-Pin 1.0 6 6,000 39,330 11.000 60.000 20.300 90.0 Fix-Pin 1.0 7 6.000 57.330 11.000 60.000 74.800 90.0 Fix-Pin 1.0 8 &000 39.330 11.000 80.000 20.300 90.0 Fix-Pin 1.0 9 6.000 57.330 11,000 80.000 74.800 90.0 Fix-Pin 1.0 10 6.000 39.330 11.000 100,000 20.300 90,0 Fix-Pin 1.0 11 6.000 57.330 11.000 100.000 74.800 90.0 Fix-Pin 1'0 12 6.000 39.330 11.000 120.000 20.300 90.0 Fix-Pin 1.0 13 6.000 5.000 11.000 120,000 48.500 90.0 Fix-Pin 1.0 14 8.000 12.000 11.000 119.670 57.000 90.0 Fix-Pin 1.0 15 6.000 39.330 11,000 140,000 20.300 90.0 Fix-Pin 1.0 16 6.000 9.330 11.000 140.000 50.670 90.0 Fix-Pin 1.0 17 8.000 7.330 11.000 140.330 58.830 90.0 Fix-Pin 1.0 18 6.000 39.330 11.000 160,000 20.300 90.0 Fix-Pin 1.0 19 6.000 9.330 11.000 160.000 50.670 90.0 Fix-Pin 1.0 20 8.000 7.330 11.000 159.670 58.830 90.0 Fix-Pin 1.0 21 6.000 39.330 11.000 180.000 20.300 90.0 Fix-Pin 1.0 22 6.000 5.000 11.000 180.000 48.500 90.0 Fix-Pin 1.0 23 8.000 12.000 11.000 180.330 57.000 90.0 Fix-Pin 1.0 24 6.000 39.330 11.000 200.000 20.300 90,0 Fix-Pin 1.0 25 6.000 5.000 11.000 200.000 48.500 90.0 Fix-Pin 1.0 26 8.000 39.330 11.000 199,670 70.670 90.0 Fix-Pin 1.0 27 6.000 39.330 11.000 220.000 20.300 90.0 Fix-Pin 1.0 28 6.000 35.830 11.000 220,000 64.000 90.0 Fix-Pin 1.0 29 6.000 39.330 11.000 240.000 20.300 90.0 Fix-Pin 1.0 30 6.000 27.500 11000 240.000 59.830 90.0 Fix-Pin 1.0 31 6.000 39.330 11.000 260.000 20,300 90.0 Fix-Pin 1.0 32 6.000 18.830 11.000 260.000 55.400 90.0 Fix-Pin 1.0 33 6.000 39.330 11.000 280.000 20.300 90.0 Fix-Pin 1.0 34 6.000 10.330 11.000 280.000 51.200 90.0 Fix-Pin 1.0 35 6.000 39.330 11.000 290.000 20.300 90.0 Fix-Pin 1.0 36 6.000 14.330 11.000 300.000 7.830 90.0 Fix-Pin 1.0 37 8.000 14.670 11.000 306.670 0.330 0.0 Fix-Pin 1.0 38 6.000 293.830 11.000 147.330 20.160 0.0 Fix-Pin 1.0 39 8.000 10.670 11.000 304.670 43.670 0.0 Fix-Pin 1.0 40 6,000 30.330 11.000 264.830 49.830 0.0 Fix-Pin 1.0 41 8.000 30.000 11.000 185.000 50.670 0.0 Fix-Pin 1.0 McClendon Engineering, Inc Title: Cascade Storage Job# 1068,16 ME 1412 W. Idaho Street, Suite 240 Dsgnr: WT Date: C Boise, Idaho 83702 Description McClendon Scope: Rigid Diaphragm Analysis _Engineering Inc Rev 580002 user KW-OW7747,Vat 5.8q 1-Dec-2003 Rigid Diaphragm Torsional Analysis (c)iMI-2003 ENERCALC Engineering Software shear walla xw Caladat ona I'i Description Second Floor- Rigid 42 8.000 10,000 11.000 115.000 50.670 0.0 Fix-Pin 1.0 43 8.000 11.330 11,000 154,330 55.670 0.0 Fix-Pin 1.0 44 8.000 11.330 11.000 135.500 55,670 010 Fix-Pin 1.0 45 6.000 50.160 11.000 224.830 59.830 0.0 Fix-Pin 1'0 46 8.000 20.000 11000 155.000 62.830 0,0 Fix-Pin 1.0 47 8.000 10.000 11.000 115.000 62.830 0.0 Fix-Pin 1.0 48 6,000 100.000 11.000 59.830 74.160 0.0 Fix-Pin 1.0 49 8.000 9.330 11,000 5,000 75.330 0.0 Fix-Pin 1.0 50 8,000 52.330 11.000 110.330 77,830 90.0 Fix-Pin 1.0 51 8,000 44,670 11,000 189.670 72.670 90.0 Fix-Pin 1.0 52 8.000 12.830 11.000 195,250 93.000 156.8 Fix-Pin 1.0 53 8.000 22.750 11.000 289.830 52.750 156.8 Fix-Pin 10 Calculated Wall Forces Load Location for Maximum Forces Direct Shears k Torsional Shears k Final Max. Label Wall Shear X ft Y Length Thick Length Thick k 1 -1.577 0.000 106.835 -0.005 2.549 -0.000 109.384 2 -1.577 0.000 28.691 -0.001 0.577 0.000 29.268 3 -1.577 0.000 44,307 -0.001 0.891 -0.000 45.198 4 -1.577 0.000 28.691 -0.001 0.468 0.000 29.159 5 -1.577 0.000 44.307 -0.001 0.723 -0.000 45.030 6 -1.577 0.000 28.691 -0,001 0.359 0.000 29.060 7 -1.577 0.000 44.307 -0.001 0,554 -0.000 44.861 8 -1,577 0.000 28.691 -0.001 0.250 0.000 28.941 9 -1.577 0.000 44.307 -0,001 0.386 -0,000 44.693 10 -1.577 0.000 28.691 -0.001 0141 0,000 28.832 11 -1.577 0.000 44,307 -0.001 0.217 -0.000 44.524 12 -1.577 0.000 28.691 -0,001 0,032 0,000 28.722 13 -1.577 0.000 0.490 -0.000 0,001 -0.000 0.490 14 -1.577 0.000 5.743 -0.001 0,007 -0.000 5.750 15 31.023 0.000 28.691 -0.001 1,527 -0.004 30.217 16 31.023 0.000 2.451 -0.000 0.130 0.000 2.581 17 31.023 0.000 1.807 -0.000 0,098 0.001 1.906 18 31.023 0.000 28.691 -0.001 3,673 -0,004 32.364 19 31.023 0.000 2.451 -0,000 0.314 0.000 2.765 20 31,023 0.000 1.807 -0.000 0.229 0.001 2.037 21 31.023 0.000 28.691 -0.001 5.820 -0.004 34.511 22 31.023 0.000 0.490 -0,000 0,099 0.000 0.589 23 31.023 0.000 5.743 -0.001 1.172 0.002 6.915 24 31.023 0,000 28,691 -0.001 7.966 -0.004 36.667 25 31.023 0.000 0.490 -0.000 0.136 0.000 0.626 26 31.023 0.000 38.254 -0.002 10.575 0.011 48.829 27 31.023 0.000 28,691 -0.001 10.113 -0.004 38.804 28 31.023 0.000 25.582 -0.001 9.017 0.003 34.600 29 31.023 0.000 28.691 -0.001 12.260 -0.004 40.951 30 31.023 0.000 18.060 -0.001 7,717 0.002 25.778 31 31,023 0.000 28.691 -0.001 14.406 -0.004 43.097 32 31.023 0.000 10.128 -0.000 5.085 0.001 15.213 33 31.023 0.000 28.691 -0.001 16.553 -0,004 45.244 34 31.023 0,000 3.101 -0.000 1.789 0.000 4.890 35 31.023 0.000 28.691 -0.001 17.626 -0.004 46.317 McClendon Engineering, Inc Title: Cascade Storage Job# 1068.16 Dsgnr: WT Date: 04� 1412 W. Idaho Street, Suite 240 Boise,Idaho 83702 Description 18 S McClendon Scope: Rigid Diaphragm Analysis Enginoering Inc 'ter &M User.KW-0607'747,ver5.8.0,1-Dec-2oo3 Rigid Diaphragm Torsional Analysis(c)1983 2oD3 ENERCALC Engineering Software g 1 27 �7 shear walle.sewCelculatlons Description Second Floor- Rigid 36 31.023 0.000 8.177 -0.000 4.026 -0.002 10.204 37 0.000 -1.261 -7.441 0.000 -0.023 0.000 -7.465 38 0.000 -1.261 -206,569 0.003 -0.347 0,000 -206.916 39 0.000 9.139 -3.840 0.000 -0.001 -0.002 -3.841 40 0.000 9.139 -17.817 0.000 -0.065 -0.002 -17.882 41 0,000 9.139 -23.412 0,001 -0.096 -0.002 -23.508 42 0.000 9.139 -3.315 0.000 -0.014 0.000 -3.329 43 0.000 9.139 -4.383 0.000 -0.030 -0.000 -4.413 44 0,000 9.139 -4.383 0.000 -0.030 -0,000 -4.413 45 0.000 9.139 -32.938 0.000 -0.297 -0.003 -33.235 46 0,000 9.139 -12.883 0.000 -0.137 -0.001 -13.019 47 0,000 9,139 -3,315 0.000 -0,035 0.000 -3.351 48 0.000 9.139 -69.183 0.001 -1.153 0.003 -70.337 49 0 000 9.139 -2.822 0.000 -0.049 0.001 -2.870 50 -1.577 0,000 53.359 -0.003 0.157 -0.001 53.616 51 31.023 0.000 44.509 -0.002 10.638 0.013 56.147 52 0.000 9,139 5.226 2.223 0,223 -0,023 6.450 53 0.000 9.139 14.460 6.164 0.618 0.205 16.078 Summary Distance to Center of Rigidity 125.777ft Controlling Eccentricities&Forces from Applied Y-Y Shear Y Distance to Center of Rigidity 42.961 ft Xcm+(Min%'MaxX)-X-cr = 31.023 ft Torsion= 30,526.51 k-ft Xcm-(Min%'MaxX)-X-cr = -1.577 ft Torsion= -1,551.89 k-ft X Accidental Eccentricity 16.300 ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 5.200 ft Ycm+(Min%"MaxY)-Y-cr = 9.139 ft Torsion= 3,765.07 k-ft Ycm-(Min%"MaxY)-Y-cr = -1.261 ft Torsion= -519.73 k-ft 140.511,46.90) 9� 42444444444�'�'4�4444444 0 c} �W—f-F a .ems . cr LL ctisI T. . a- bbbbbbbbbbbb�bb�bbd��� Mc , Project: C ODE= STt`a2ot� No: 1668 Page: 616 McClendon Scope: S1"4Z (-)Cr- Date: 9//r Checked by: Engine,ering Inc Item: By: Wr IU�S �IQ�c-�-tc* ��1,C,� STwn) /Z, u" hc-r= F20 I, ��� (2) 2lo C��l 'P3U, pFl�kcs t.,7�12,, r�r1S-7 •U!~2 S�'�✓=1G���Jcy L Sib(, e +?p /`4, g3r 91 -4o' v : ZVI I-►�r /� �c� �Z� Z CP C,/A Pau DMC Project: ��SG S -�'�C�k No: �U�c'f �(,^ Page: gL Scope: cTQ Jc 'i LPL S Icer, Date: ` AC Checked by: McClendon Engineering Inc Item: By: ��T 1J�S pl2�cr7c�r 7,r: S/% (0L-r- yr L_ .—Sol 130 SI 20 s, / 3c) , Z 4P C�,4 P R u ' Pra ,�J tr rol rE:n-) Sp�A C i ,—)Gj °, S,L)t� L *' ( ptt- Mt,-rn- L t-Ji,) Tk&�4e 1) -LT, &31-t/A r qr-: t2 �3y Px-F (ys 12- 1q, ZlaS I/ZC�s v toL-F qD TABLE 12--ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' W-10' "U" PANEL RASE TYPICAL SIRFLAP SHEAR SHEAR SHEAR STFEL 1 HICKNESS DFCKSPANa FASTFNFR' No' VALUE"' VALUL'"" STIFFNESS, Prnml iypn Gauge Inch (feel) SPACING(INCHCS) SFISMIC(PLF) WIND(PLF) C(klpa par inch) 29 0.0133 402'-0" 12 5 256 272 2.292 29 0.0133 2@4'-0" 12 3 153 163 1.621 "U" Panel 29 0.0133 303'-0" 12 4 182 193 2.106 29 0.0133 5@2'-0" 12 6 245 261 2.865 29 0.0133 206'-0" 12 3 123 131 1.812 29 0,0133 4@2'-0" 20 5 241 256 2.292 29 0.0133 2@4'-0" 20 3 144 154 1.621 "U" Panel 29 0,0133 3@3'-0" 20 4 171 182 2,106 29 0.0133 5@2'-0" 20 6 231 246 2.865 29 0.0133 2@5'-0" 20 3 116 123 1.812 26 0.0176 402'-0" 12 Y 5 375 399 3.033 L`.�/ 0.0176 _2@4'-0". 12 3 228 239 2.145 "U" Panel 26 0.0176 `3@3--0" 12 4 267 284 2,786 26 0.0176 5@2'4" 12 6 360 383 3.792 ,:::2i:,' 0.0176 2 6-0". 12 3 180 ) 191 2.398 26 0,0176 4 c62'-0" 20 5 353 376 3.033 26 0.0176 2@4'4" 20 3 212 225 2.145 "U" Panel 26 0.0176 3@3--0" 20 4 251 267 2.786 26 0,0176 5 c02'-0" 20 6 339 361 3,792 26 0.0176 2@5'-0" 20 3 170 180 1 2.398 TABLE 13--ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' 15'-16' U' PANEL BASE TYPICAL. SIDELAP SHEAR SHEAR SHEAR STEEL THICKNESS UHCK SPANa FASTENER' No' VALUE""' VALUE""" STIFFNESS' f m,el Typo Gouge Inch (feel) SPACING(INCHES) SEISMIC(PLF) WIND(PLF) G(kipe per Inch) 29 0.0133 5@3'4" 12 6 164 174 3.509 29 0,0133 3@64" 12 4 109 116 2.718 "U" Panel 29 0.0133 8@2'-0" 12 9 230 245 4.584 29 0.0133 4@4'-0" 12 5 128 136 3.242 29 0.0133 5@3'-0" 20 6 154 164 3,509 29 0.0133 3@5'-0" 20 4 103 109 2.718 "U" Panel 29 0.0133 8@2'-0" 20 9 217 231 4.584 29 0.0133 4@4'4" 20 5 120 128 3.242 26 0.0176 5@3--0" 12 6 240 255 4.644 26 0.0176 3(95'4" 12 4 160 170 3,597 "U" Panel 26 0.0176 8@2'-0" 12 9 338 369 6.067 26 0.0176 4@4--0" 12 5 188 199 4.290 26 0.0176 5@3'-0" 20 6 226 240 4.644 26 0.0176 3@5'-0" 20 4 161 160 3.597 "U" Panel 26 0.0176 8@2'-0" 20 9 318 338 6.067 26 1 0.0176 4@4'-0" 20 5 177 188 4.290 qi c o Jul 1 . o-- N� o- OL bb�b��dbbbbbbbbbbbbbbb qz QQQ�Q���QQQQ��QQQ�QQQ� c}— o- a N o-- a- a � o-- bbbbbbbbbbbbbbbb��bbbb c M � � � Project: L-+aSCr�iJc —zTG°2CaC�t� No: ���U Page: 92 McClendon Scope: Date: WA, Checked by: Engineering Inc Item: By: GJr 1 tD t2 f �� �r'D32K � �i2v, � �, ir�iQ D� r� �F+, �n)r1L �,� �.7✓�cc. ��SJ Y i HT G. _ 4-8 (�c Lz) 18 GA M i,,O, V- TS��-r-i r''f4,\)1:z GJ/ !Z" SrDcrLr�P 1�r �Hn�L>.XT' 14 -LGr-J PLF -> 17-08pe-F J 2UVr l�L i J/��v11' ��S MA I ESR-2409 I Most Widely Accepted and Trusted Page 8 of 14 TABLE 4--MINI-V-BEAMTM DIAPHRAGM SHEAR CAPACITY(q)(plf)AND FLEXIBILITY FACTOR(F) WITH 17W BUILDER TEKS OR I.C.H.TRAXX SCREWS"(Continued) GAUGE SIDELAP TRAXX SPAN ATTACHMENT PATTERN 4'-0" 6'-0" 8'4" 7'-0" 8'-0" 9'-0" 10'-0" T q 570 550 537 527 520 51 611 L 12"o.c- a F 5.85 +125R 533 +99.9R 4.97 +83.3R 4.7 +71 AR 4.49 +62AR 4.32 + 55.5R 4.18 +50R OQ q 411 391 378 369 362 356 352 18"o.r.. 4 F 7.08 +125R 6.42 +99.9R 5.94 +83.3R 5.58 +71.4R 5.29 +62AR 5.06 +55,5R 4.87 +5OR 24"o.c. 4 q 332 312 299 290 283 277 273 (� F 8.13 +125R 7.37 +99,91R 6,81 +83,3R 6.38 +71 AR 6.03 +62.4R 5.75 +55.5R 5.52 +50R (�Mid Span 4 q 332 264 220 188 164 145 130 F 8.13 +125R 8.22 +99.9R 8.31 +83.3R 8.39 +71 AR 8.48 +62AR 8,56 +55.5R 8.65 +5OR Third Points 4 q 451 360 299 256 223 198 178 F 16.69 +125R 6.75 +99.9R 6.81 +83.3R 6,87 +71 AR 6.93 +62AR 6.99 +55.5R 7.06 +50R @ QuarterPoints 4 q 570 455 378 323 283 251 225 8 F 5.85 +125R 5.89 +99.9R 5,94 +83.3R 5.99 +71 AR 6.03 +62AR 5.08 +55.5R 6.12 +5OR 12 O.C. q 04 577 559 546 536 529 623 .cam- ✓ F 5.72 + 15.6R 5.27 +12.5R 4.94 +10AR 4.69 +8.91R 4.5 +7.8R 4.34 +6.9R 4.21 +6.2R @ 18"ox, 7 q 446 418 400 387 378 370 364 F 6.81 +15.61R 6.26 +12.5R 5.85 +10AR 5.53 +8.9R 5,27 +7.8R 5.07 +6.913 4,89 +6.213 ®24"o.c. 7 q 367 339 321 308 298 291 285 F 7.71 +15.6R 7.1 +12.5R 6.63 +10AR 0.27 +8.9R 5,97 +7,8R 5.72 +6.9R 5.51 +6.2R Mid-Span 7 q 367 292 242 206 179 159 142 F 7.71 +15.6R 7.82 +12.5R 7.94 +10AR 8.05 +8.9R 8.16 +7.8R 8.27 +6.9R 8.38 +6.2R ®Third Points 7 q 1 486 387 321 274 239 211 190 F 16.47 +15.6R 6.55 +12.5R 6,63 +10AR 6.71 +8,9R 6.79 +7,8R 6,87 +6,9R 6.96 +6,2R FaQuairterPoInts 7q 604 482 400 342 298 264 237 QuarterPofnts 7 F 15.72 +15.61R 1 5.79 + 12.5R 5.85 + 10AR 5.91 +8.9R 5.97 +7.8R 6.03 +6.9R 6.09 +6.2R For SI:1 Inch=25.4 mm,1 foot=304.8 mm,1 plf= 14.594 N/m. Table Notes: Iq=Allowable diaphragm shear In pounds per lineal foot. IR=Ratio of vertical load span of the deck to length of each deck panel. 3F=Flexibility Factor The average micro-inches a diaphragm web will deflect in a span of 1 foot under a shear of 1 pound per foot. 412atterns of TEKS&ICH TRAXX screw fastenings to supports members are shown In Figure 2. 5The spacing of screws,ao In feet(m),fastening sheet to structural framing along a flute transferring shear to a chord,strut,or other element parallel to the flutes must be: ao=25,000t125/q (1.9t'25/q)for No.26 gauge decks and &=22,000t12 I q (1,60 25/q)for No,24,No.22,No.20 and No.18 gauge decks. where: t=thickness of deck in inches q=required design shear(allowable stress design)at shear transfer,In plf eNo Increase in stress is permitted for wind or seismic forces. rTEKS&ICH TRAXX screws must be type#12-24 for sheet to framing and#12-14 for sheet to sheet ASee Table 2 for diaphragm flexibility limitations, TABLE 5-HR-381°AND BOX RIB'""SECTION PROPERTIES" DECK WEIGHT BASE METALPOSITIVE POSITIVE NEGATIVE NEGATIVE TYPE GAUGE (pan THICKNESS S(in.) I(In.`) S(In.) (in.) HR-36?m 29 0.74 0,0139 0.062 0.058 0 055 0.059 26 0,98 0,0186 0 090 0.083 0 084 0 084 BOX RIBIm 1 26 0.95 0,0183 0 066 0,057 0 065 0 071 For SI:1 Inch=26.4 mm,1 psi=6894 Pa, 1 psf=47.88 Pa. 'Tabulated values are based on a 1-foot-wide section. 7Properties are based on 75 percent of 80,000 psi yield strength. (Tonslle strength=82,000 psi) 3AII section properties are not values. DE M a . Project: 5 No: /O�n�. /(� Page: I , McClendon Scope: ;d"2vc r 'L L11 �� Date: �� Checked by: Engineering Inc Item: By: G,�r Qrr - 0E- P&N6 OC)P� G Jru— L.04 L - CM v Iz psr- PSF D-ycas 7e0 K c, = 1,o t L� Ji oo L� = SPi� or 1. npM, k0.' 1,04 Lr r 12. Kc, /, fZ- j< O psF' nsb:� FP(AAI lu� (3p%F USE c M Project: CP45C-bi t- STY16e-ficic No: �L�Cc�. JCS Page: Tf McClendon Scope: Date: ���� Checked by: Engineering Inc Item: By: CJ �JT �; ' � t,J n�L S � aZ►aC-�:� � fr Uc.M t � ���a,^� ( �+ 11� J o' ,� i2' 55PCr Ft.va� D Lr Z(5 Lc NsF)( I o'/Z� sU 010 LF ��t) • 1 2 50 pLF Tl. Z 00 3 pL-F SLZ� L ivrj2 G.a L e.. p-,�,- pvr McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer; WT Prolect ID. 1068.16 Mc Boise,Idaho 83702 Project Descr: 0 208.342.2919 McClendon Engineering Inc Mason Slender Wall File■M;IIIMcEProjects12016Projects11068,16CascadeStoregelCalcsldesign.ec8� . ENERCALC,INC.1983-2016,Bulld:6.16,61,Ver:6.16,6,7 111 oMCCLENDON ENGINEERING Description: CMU Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom,Wall Thickness 8 In Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Minimum Vertical Steel% = 0.0020 Em=f m" = 900.0 Lower Level Rebar,.. Max%of p bal. = 0.1112 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32.0 in Block Weight Medium Weight Upper Level Rebar. .. Wall Weight = 55.0 psf Bar Size # 5 Wall is grouted at rebar cells only Bar Spacing 32.0 in Two-Story Wall Dimensions A 1st Story Height = 11.0 ft I - B 2nd Story Height = 12.0 It C +i C Parapet height = 1.0 ftEll — Wall Support Condition Top& Bottom Pinned Initial Lateral Disp.Q Top Support In B Zed A1�glicleiil. A Vertical Loads _ Vertical Uniform Loads,,, (Applied per foot of Strlp Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity in 0.0550 0,1380 klft Concentric Load klft Mid-Height Vertical Uniform Loads. .. r App+led per loot of Seip Widuil DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W;Wind Ledger Load Eccentricity 6.0 in 0.560 1.250 klft Concentric Load klft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 15.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 14.0 psf Fp 1.0 = 14.0 psf McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 McClendon Engineering Inc Mason Slender Wall Fife=M-TWE Projects12016 Projects41068.16 Cascade StorsgelCalceWesign.ec6 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver.6.16.8.7 i.00MCCLENDON ENGINEERING ' Description: CMU Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values.-,. PASS Moment Capacity Check Maximum Bending Stress Ratio a 0.2776 +1.20D+0.50Lr+1.60L+1.60H Max Mu -0.5845 k-ft Phi*Mn 2.106 k-ft PASS Service Defection Check Actual Defl,Ratio U 1,796 Allowable Dell.Ratio 150 W Only Max.Deflection 0.08018 in PASS Axial Load Check Max Pu I Ag 62.745 psi Max.Allow.Defl. 0.960 in +1.20D+1,60L+0.50S+1,60H Location 10.817 ft 0.2*fm 300.0 psi MASS Reinforcing Limit Check Controlling As/bd 0.002541 Aslbd 0.1112 rho bal 0.1116 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.08295 k Base Horizontal +D+0.750L+0.750S+0.5250E+H 0,08745 k Mid-Ht Horizontal W Only 0.2193 k Vertical Reaction +D+L+H 3.185 k Design Maximum Combinations-Moments Results reported for"Strip Width"-12 In. Axial Load Moment Values 0.8 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D+1.60H at 10.63 to 11.00 1.890 17 640 046 0.35 0.90 2.34 0.116 0.0025 0.1109 +1.20D+0,50Lr+1,60L+1.60H at 10.63 to 11. 3.620 17 640 046 0.73 0.90 2.75 0.116 0.0025 0.1103 +1.20D+1.60L+0.50S+1.60H at 10,63 to 11.0 3,689 17.640 046 073 0.90 2.77 0,116 0.0025 0,1103 +1.20D+1.60Lr+0.50L+1.60H at 10.63 to 11. 2.245 17.640 0.46 0.55 0.90 2.43 0,116 0.0025 0.1108 +1,20D+1.60Lr+0,50W+1,60H at 7,33 to 7.70 1.838 17,640 0.46 0.22 0.90 2.33 0.116 0.0025 0.1109 +1.20D+0.50L+1,60S+1.60H at 10.63 to 11.0 2.466 17,640 046 0.55 0.90 2.48 0.116 0,0025 0.1107 +1.20D+1.60S+0.50W+1.60H at 7.33 to 7.70 2.059 17.640 0.46 0.22 0.90 2.38 0.116 0.0025 0.1109 +1,20D+0,50Lr+0.50L+W+•1.60H at 6.97 to 7. 2.487 17.640 0.46 0.41 Ho 2.49 0.116 0.0025 0.1107 +1.20D+0.50L+0.50S+W+1.60H at 6.97 to 7.3 2.556 17.640 0.46 0.41 0.90 2.50 0,116 0.0025 0,1107 +1.352D+0.50L+0.70S+E+1.60H at 7.70 to 8. 2.765 17.640 0.46 0.44 0.90 2.55 0.116 0.0025 0.1106 +0,90D+W+0,90H at 11.00 to 11,40 0.693 17.640 0.46 0.27 0.90 2.05 0.116 0.0025 0.1112 +0.7478D+E+0.90H at 11.00 to 11.40 0.576 17,640 0.46 0.25 0.90 2.02 0.116 0,0026 0.1112 Design Maximum Combinations•Deflections Results reported for"Strip Width"s 12 In. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio I I +D+H at 15.80 to 16.20 0.506 0.46 0.01 342.40 28.08 342.400 0.008 17,449.3 +D+L+H at 16.20 to 16,60 0A84 046 0,12 342.40 31.08 342.400 0.076 1,906.7 +D+Lr+H at 15.80 to 16.20 0.506 0.46 0.01 342.40 28.08 342,400 0.008 17,449.3 +D+S+H at 15.80 to 16.20 0.644 0.46 0,01 342.40 28.42 342.400 0.008 17,431.6 +0+0.750Lr+0.750L+H at 15.80 to 16.20 0.506 0.46 0,08 342.40 30.38 342.400 0.049 2,919.4 +D+0.750L+0.750S+H at 15.80 to 16.20 0.610 0.46 0.08 342.40 30.63 342.400 0.049 2,929.8 +D+0,60W+H at 17.80 to 18.20 0,396 0.46 0.08 342.40 27.82 342.400 0.038 3,828.5 +D+0.70E4.H at 17.80 to 18.20 0,396 0.46 0,09 342A0 27.82 342,400 0.041 3,494.3 +D+0.750Lr+0.750L+0.450W+H at 6.60 to 6.9 2.510 0.46 0.43 342.40 30.09 342.400 0.026 5,061.7 +D+0.750L+0,750S+0A50W+H at 6.60 to 6.97 2,613 0.46 0.43 342.40 30.33 342.400 0.026 5,069.3 +D+0.750L+0.750S+0.5250E+H at 6.60 to 6.9 2,613 0.46 0.43 342.40 30.33 342,400 0,026 5,091.5 +0.60D+0.60W+0,601-1 at 17,80 to 18.20 0.238 0.46 0.08 342.40 26.20 342.400 0.043 3,346.6 +0.60D+0.70E+0,60H at 17.80 to 18,20 0,238 046 0.09 342.40 26,20 342A00 0.047 3,074.1 D Only at 15.80 to 16.20 0.506 0.46 0.01 342.40 28.08 342,400 0.008 17,449.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 oMcClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Prolect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 C)q McClendon Engineering Inc Mason Slender Wall File=WINcEProjects12016Projects11068.16CascadeStoragelCalcsWeslgn,ec6 Masonry ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver.6.16,6.7 0.i0MCCLENDON ENGINEERING Description: CMU Wall Design Maximum Combinations-Deflections Results reported for"Strip Width"-1z in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio L Only at 15.80 to 16.20 0.000 0.46 0.04 342.40 26.96 342,400 0.031 4,701.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 17.80 to 18.20 0,000 0.46 0.14 342.40 23.68 342,400 0,080 1,795.9 E Only at 17.80 to 18.20 0.000 0.46 0.14 342.40 23.68 342.400 0.076 1,893.8 0,000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical C Wall Base +0+1­1 0.0 0.022 0.00 1.935 +D+L+H 0.1 0.045 0.02 3.185 +D+Lr+H 0.0 0,022 0,00 1.935 +D+S+H 0.0 0.022 0.00 2.013 +D+0,750Lr+0,750L+H 0.1 0,046 0.01 2.873 +D+0.150L+0.750S+H 0.1 0.046 0.01 2.976 +D+0.60W+H 0.1 0.109 0.05 1.935 +D+0.70E+H 0.1 0.121 0.05 1.935 +D+0.750Lr+0.750L+0.450W+H 0.1 0.048 0.03 2.872 +D+0,750L+0,7508+0,450W+H 0.1 0.048 0.03 2.976 +D+0.750L+0.750S+0.5250E+H 0.1 0.056 0.03 2.976 +0.60D+0.60W 460H 0.0 0.118 0,05 1.161 +0.60D+0.70E+0.60H 0.1 0,129 0.05 1.161 D Only 0.0 0.022 0,00 1.935 Lr Only 0.0 0.000 0.00 0.000 L Only 0.1 0.045 0.01 1.250 S Only 0.0 0,000 0.00 0.138 W Only 0.1 0.219 0.08 0.000 E Only 0.1 0.204 0.08 0.000 H Only 0.0 0.000 0.00 0.000 DE M Project: C/1S�C kl c+CGct No: /�<� /!� Page: ink' McClendon Scope: ST2ucr !'L.SIGry Date: 91/4 Checked by: Engineering Inc Item: _ By: '� = S5, 1 S f`` � F�crvl 7?i 4 r(� �� vt-��-t. 1-��J�►��y� S iS= 6,T ►5 k /`/q, 6,7, 21 = J 235" pl-F 2T = l2D� pz. F 'p,20V,t>c_= lc-f 6 M f3 L X p A ry. lOc i �(p Ole-, i , Simpson Strong-Tie*Anchoring and Fastening Systoms for Goncroto and Masonry Mr,rX, Me , Strong-Bolt° 2 Design Information - Masonry m Carbon-Steel Strong-BoltO 2 Tension and Shear Loads In 8" Lightwright, Medium-Weight and Normal-Weight Grout-Filled CMU Load f ` 1 1 Dist. Spacing :, Anchor Installed in the Face of the CMU Wall(See Figure 1) ' 1/4 14 18/4 4 12 12 8 1,150 230 1,500 300 (6.4) (45) (5.4) (305) (305) (203) (5.1) (1.0) (6.7) (1.3) % % 2% 20 12 12 8 2,185 435 3,875 775 (9.5) (67) (27.1) (305) (305) (203) (9.7) (1.9) (17.2) (3.4) rA 12 8 2,645 530 5,055 1,010 (12.� (89) (47.5) (305) (305) (203) (11.8) (2.4) (22.5) (4.5) % 4% 55 20 20 8 4,400 890 81816 11765 O (1 (111 V4,6) (508) (508) (203) (19.8) (4.0) (39.4 0/4 �� /4 100 20 20 8 5,240 1,050 12,450 T17 90 U (19.1 (133) (135,6) (508) (508) (203) (23.3) (43) (55,4) .1) r- 1, a tabulated allowable loads a sed on a safety factor of 5.0 for Installation under the IBC < and IRC. 4'minimum Critical edge distance 2.Listed loads rlkny be opplled to installations on the face of the CMU wall at least 1 y4 Inch away edge distance (see lead table) Installation from headjoints. F In this area 3.Values for 8-inch-wide concrete masonry units(CMU)with a minimum spoclllod cornpressivu for reduced strength of masonry,1'm,at 28 days is 1.600 psi. allowable loload able y •E 4,Embedment depth Is mcasuroed from the outside face of the concrete masonry unit. - 5.Tension and shear loads may be combined using the parabolic Interaction equation In-11), 6,Refer to allowable load adjustment factors for edge distance and spacing on page 163. V 7.Allowable loads may be Increased 3314%for short-term loading due to wind forces or seismic 4'minimum C� forces where permitted by code. '-dnd distance G Critical end - distance (see load table) No Installation within VA'DI head Joint Installallous In this area lot full allowable load capacity Figure 1 Carbon-Steel Strong-Bolt"2 Tension and Shear Loads In �g� ® � Mm Z 8" Lightweight, Medium-weight and Normal-Weight Grout-Filled CMU I Tension Load Shear Load Skm ofill oil Mitt.Embed, install, Min.Edge. Critical End Critical Edge In. Ula Depth. To : 1 1 F In. rIn. � Ultimate Allownblo Ultimate Allowable Ullimale Allowable Anchor Installed in Cell Opening or Web(Top of Wall)(Soe Figure 2) 1/2 , 31/2 35 1 V4 12 8 2,080 415 1.165 235 3,360 670 } (89) (47.5) (45) (306) (203) (9.3) (1.8) (b 2) (1.0) (14,9) (3.0) 4% 55 1V4 12 8 3.200 640 1,370 275 3,845 770 (15.9) % (111) (74.6) (45) (305) (203) (141) (2,8) (61) (1,2) (17.1) (3.4) 1.The tabulated allowable loads are based on a safely factor of 6.0 for installallon under the 00 and IRC. 2.Valuer,for 8-inch-wide concrole masonry units(CMU)with a minimum specified compressive strength of masonry,I,,,,at 28 days is 1,500 psi. 1 g%`Edge 3.Tension and shear loads may be combined using the parabolic interaction equation(n 4.Refer to allowable load adjustment factors for edge distance and spacing on page 163. 5,Allowable loads may be increased 33'A%for short-term loading due to wind forcet;or sei9nlic forces where permitted by code. °- p ° a .° End 0 oe 'See page 12 for an explanation of the load table icons. Figure 2 161 mj McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK Mc McClendon Engineering Inc CASCADE NORTH W EST SELF STORAGE Arlington, WA FINAL STRUCTURAL CALCULATIONS Date: September 8, 2016 Prepared for: Forge Building Co. 2619 Lampert Drive Boise, ID 83705 G. Mc� of WAS 43327 SSICNAl' EXPIRES; Prepared by: McClendon Engineering Inc 1412 West Idaho Street, Suite 240 Boise, ID 83702 Project No.: 1068.16 DMC McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA TABLE OF CONTENTS Page Number GENERAL: Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . DesignLoads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Materials and References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . y GRAVITY DESIGN: RoofFraming . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Deck Purlins Beams/Columns Floor Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Joists Beams LintelDesign . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6/0 StudDesign . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '-'/7 Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . so Wall Footings Column Footings LATERAL DESIGN: Lateral Analysis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 9 Wind Base Shear Seismic Base Shear Diaphragm/Chord Analysis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69 ShearWall Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMUWall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S- 101 1 McE McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA DESIGN LOADS GRAVITY DESIGN LOADS: Roof Dead Loads Canonv Roof Dead Loads Roofing: I psF Roofing: Decking: ?RSt: Decking: ,jgme Framing: Z pgi= Framing: 44 4&jc Insulation: Z pS,F Insulation: - Ceiling: I P&I Ceiling: M& E Collateral: I psf M& E Collateral:_ I P tp. Miscellaneous: _ I Miscellaneous: I E Roof DL: 10 Ps Y,Special Roof DL: top i'a Roof Live Loads Snow Load:ZS pSF Rool*LL: ZO ELM Floor Dead Loads Unger Floor Dead Loads Flooring: Flooring: Decking: Decking: SI PQ'F Framing: _ Framing: N PIC- Insulation: Insulation: Ceiling: Ceiling: M&E Collateral: M&E Collateral: Miscellaneous: Miscellaneous: ( PSf E Floor DL: Y-Special Floor DL: S"(p e&F Floor Live Loads L►G r Occupancy or Use: S Le Floor LL: 1 Z!W Occupancy or Use: 409AIQXtL Floor LL: l DDpLF Occupancy or Use: S1'M lyz s Floor LL: I100 Occupancy or Use: Floor LL: Wall Loads Interior Stud Wall DL: CMLI Wall DL: S'S psI< Exterior Stud Wal I DL: 10 psr LATERAL DESIGN LOADS: Wind Loads Seismic Loads Wind: J/b mph Site Class: D R: I/ S2: is p: Exposure: C Seismic Design Category: 5 Sns: 01741 MWFRS: S#wApLa.' Risk Category: Xr- SDi: O, N3 T Z)I rN p.-ts>.,-N��,�� Importance Factor: /.O MSFRS: S'IM- PO %qq, -E)H t'�L emu S LOAD COMBINATIONS: Design Method Strength Design: Basic Load Combinations ❑ Allowable Stress Design: Basic Load Combinations ❑ Alternative Basic Load Combinations 0MOOF McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA MATERIALS AND REFERENCES MATERIALS: Steei Wood Concrete Shapes: Fy= Sd K Sawn Lumber: — fC- Z 5"Oc ; Plates/Angles/Channels: Fy '3(oKs; GluLam: — fy= CoUks: Hollow Structural Shapes: Fy= '-l2 Ks.; Eng. Product: Pipe: Fy= — Masonry Bolts: t 325 Licht Gauee Steel fm= 15[x pa; Anchor Bolts: 1; 0'� Fy: SVAc., f,,= CPD KL) REFERENCES: Soils Codes Used Software Used Rearing Pressure= z000 P%FF 26 Ib' ITSC Ut rd L Source of Information ► e-C. Frost Depth ZW DEFERRED SUBMITTALS: Steel: Steel member layout Concrete: Joist/Joist Girders Layout Mix Design Q� Metal deck layout Reinforcement Layout Wood: Masonry: Engineered Truss Layout ❑ Mix Design �) Reinforcement Layout Cold Formed Steel: Steel member layout Other: ❑ SPECIAL INSPECTIONS: Fabricators ❑ Steel Construction ❑ Concrete Construction ❑ Masonry-Level 1 ❑ Masonry-Level 2 ❑ Wood Construction ❑ Soils ❑ Deep Foundations ❑ Special Cases X Seismic Resistance ❑ Other: ❑ 3 Mc McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA PROJECT DESCRIPTION: The Structural scope of work for this project consists o£ • The design of three story light gauge steel framed storage building. • The gravity system for the buildings consists of a light gauge steel framed roof, concrete on metal floors supported by light gauge steel framed walls. • The lateral system for the buildings consists of a simple roof and floor diaphragms and light framed shear wall system. o The loads are transferred from the diaphragm to the metal shear walls to the foundation. o The shear walls are mostly uniformly spaced and redundant. Conservatively,the shear loads were calculated using worst case tributary areas. 4 MC McClendon Engineering Inc CASCADE NW SELF STORAGE ARLINGTON, WA PROJECT DESCRIPTION: The Structural scope of work for this project consists of: • The design of a three story light gauge steel framed storage building. • The gravity system for the buildings consists of a light gauge steel framed roof, concrete on metal floors supported by light gauge steel framed walls. • Two foundation designs provided for value engineering per contractor; a slab with thickened footings, and a mat slab. • The lateral system for the buildings consists of a simple roof and floor diaphragms and light framed shear wall system. o The loads are transferred from the diaphragm to the metal shear walls to the foundation. o The shear walls are mostly uniformly spaced and redundant. 4 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK Ol Ct TI Cp F-I NO IC 'OU tj DE Project: No: tO&SAt Page: McClendon Scope: QAJ Date: 8 1( Checked by: Engineering Inc Item: By: —_ N : 7n�— Raor SCE to OOF P�XLL-LlJ ; �:> I Spr�r�l = IO ' Sp►ac_�ac, 5 , bL - pLr ( 5'� - 3.SpLF SL = Z5 pa.ve C 5'� /ZC pLF �4cLu,�t l9 y3 16. Fr r, ESR-2409 I Most Widely Accepted and Trusted Page 5 of 14 TABLE 2—MINI-V-BEAM m SECTION PROPERTIES""' DECK BASE METAL I POSITIVE NEGATIVE TYPE GAUGE THICKNESS(In.) (in ) S(in') S(In) 264 0.018 0 073 0.097 0.092 24 0.024 0.099 0.137 0.137 Mini-v-Beall)'"" 22 0.029 0.120 0.165 0165 20 0.035 0.144 0.198 0.198 18 0.047 0,264 0.264 0.264 For SI: 1 inch=25 4 mm, 1 psi=6894 Pa. 'Tabulated values are based on a 1-foot wide section. 'I ioperties based on 38,000 psi yield strength,except where noted. (Tensile strength=52,000 psi) 'All section properties are net values- 4 Properties based on 75 percent of 80,000 psi yield strength (Tensile strength=82.000 psi) TABLE 3—MINI-V-BEAMTA1 ALLOWABLE REACTIONS' DECK MINIMUM ALLOWABLE LOAD(pif) TYPE GAUGE BEARING REACTION LOCATION LENGTH End of Deck Interior 26z 1.5 inches 234 —T528 24 1.5 Inches 321 732 Minix V TM 1.5 inches 1110 20 1.5 inches c_�7V6.6. ,' 1650 1.5 Inches 162U 3040 For SI: 1 inch=25 4 mm, 1 plf= 14.597 N/m. Properties based on 38,000 pal yield strenyth,except where noted. (Tensile strength=52,000 psi) 'Properties based on 75 percent of 80,000 psi yield strength. (Tensile stronglh=B2,000 pal) PROFILE Ov MIKI,V 91*AN t . - - _ r4 w• _. i SCREW FASTENER PATTER145 TO 5l,'PPO�qT hEA.MS FIGURE 2—MINI-V-BEAMTm DIAPHRAGM SHEAR WITH SCREWS r-- u ti O~i T Gt GT ?? Q! Obi 07 W f0 i9 t7 O O O O �- t'yl X � m 6 6 M �S6c;S C6 �Srn � � u� � r, C c) ri C O H .r - m (J - a r C !O M U (D (O �In d' ,G M l•1 Pl f0 10 t0 10 10 f0 10 f0 fD 10 V U U; Lo m _ WW (ptppDpp 0 (N�nn t- rOr 0 In pNo N GO t0 U1 1(t�pp O n W h Oi n W M R N W 4 ILI In In � a � _o C 1=^SQ "� C? .- N nI N (�i .- N N M .- N N Mi Op� 7 M V N 10 d1 In In n M In N 1� M ui !O I� LLJ 'i3 1(IT�J, ED Q pl Y M ID M N qX � A .5 = Q O Lj 41 v '�` r N N N �+ v �{ N rryi V N N M 2 a A a CC �,nY ppY W 7 t' M a, m m a) m ci z Jj vYi li o o ri d d fD rL In I7 I �, '7 In . O . . . 1 10 ry`^ W n t- M O M In V' W 0 V W 0V' V 1p QG V In W n R) O N D 1- 01 I(, D W V 0 0 0 0 0 0 — 0 0 0 �-(=7 oa o 0 tT R 2 N � i P N W - 01 Q? A 0; 4) W S 666 fV N N N 6@ N N 6 H N N 6 a 0 ` � ga4g EDe2- 9Go9 c c o c d a c c o c c c c o 0 0 '� � m Y 1') N IP •�t r) N 11+ V N <t� •f N p ^� Q co In M Mf 1N. 41 h IA H1 Y) I(f Yf tCl !A 111�(�f.. nl m i of ai ri NNN n{ NNN N a X X x X x x x x x x m x x x x x m5 . 9 N Y n In to D � �. x k X X X M M C.j rj N CJ N N lV N N N R K IR ^ x 0x x x x x x x x x x x v) 0 0 0 0 0 0 0 0 0 0 a v v a v v v a v v a a ai m W Y C•] N W V M Vi NIn h u a q v 7i Nn g N of ai 6 6 -4 4 v -4 v 4 MC Project: No: Page: l u McClendon Scope: S192< X T 'Uk:S OG fJ Date: $ 4r Checked by: Engineering Inc Item: By: or 'ROOF T2A-Mt,,) '+ Fcx* `b L = V ps F 6 10' 4-I o' 'l e 7G PJ_F 5 L- = ?-S pc-F 6 " -)/z. Tl, _ Z'ZO p(_F RJ Roar DC. = �rc� 1bs ' sL STS' 16y 2,vr„t R f31 /D 'o " sp✓�c�,d�� �I £�S' 16 1 2D v,bL- ,� G..1 I C? x 3 ' , A DC. 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W,Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr; 208.342-2919 �l McClendon Engineering Inc Steel Beam File=m\lftli Proiects12016 Projects11068.16 Cascade SloregelCalcsWesign.ec6 ENERCALC,INC,1983.2016,Dulld:6.16.6.7,Ver:6.16.6.7 0.i0 DO1 ENGINEERING Description: Roof Beam-R81 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span=19.0 n .� W8x15 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D=0.070, S=0.250 k/ft, Tributary Width=1.0 ft.(Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.446: 1 Maximum Shear Stress Ratio= 0.080 : 1 Section used for this span W8x15 Section used for this span W8x15 Ma:Applied 15.117 k-ft Va:Applied 3.183 k Mn/Omega:Allowable 33.932 k-ft Vn/Omega:Allowable 39.739 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0,529 in Ratio= 430>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.709 in Ratio= 322 >=240, Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p+H Dsgn.L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1,00 1,00 0.81 59.61 39.74 +D+L+H Dsgn,L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1.00 1.00 0,81 59.61 39.74 +D+Lr+H Dsgn.L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1.00 1.00 0,81 59.61 39.74 +D+S+H Dsgn.L= 19.00 ft 1 0,446 0.080 1512 15.12 56.67 33.93 1.00 1.00 3.18 59.61 39.74 4.D+0.750Lr+0,750L+H Dsgn,L= 19.00 ft 1 0,113 0.020 3.84 3.84 56.67 33.93 1.00 1.00 0.81 59.61 39.74 +D+07501.47508+1­1 Dsgn.L= 19.00 ft 1 0,362 0.065 12.30 12.30 56.67 33.93 1.00 1.00 2.59 59.61 39,74 +D+4,60W+H Dsgn.L= 19.00 ft 1 0,113 0,020 3.84 3.84 56.67 33.93 1.00 1.00 0.81 59.61 39,74 +D+0.70E+H Dsgn.L= 19.00 ft 1 0.113 0.020 3.84 3,84 56.67 33.93 1.00 1.00 0.81 59.61 39.74 +D+O,750Lr+4.750L+4A50W+H Dsgn.L= 19.00 ft 1 0.113 0,020 3.84 3.84 56.67 33.93 1.00 1.00 0.81 59.61 39.74 +D+0,750L+0.750S+0.450W+H Dsgn.L= 19.00 ft 1 0.362 0,065 12.30 12.30 56.67 33.93 1.00 1.00 2.59 59.61 39.74 +D+0,750L+0.750S-45250E+H Dsgn.L= %00 ft 1 0.362 0.065 12.30 12.30 56.67 33,93 1.00 1.00 2.59 59,61 39.74 +0.60D+0.60W+0.60H Dsgn.L= 19.00 ft 1 0.068 0.012 2.30 2.30 56.67 33.93 1.00 1.00 0.48 59.61 39.74 +0.60D+0.70E+0.60H McClendon Engineering,Inc Project Title: Cascade Storage M 1412 W.Idaho Street,Suite 240 En sneer; WT Proiect ID: 1068.16 Boise,Idaho 83702 Proiect Descr: 208-342-2919 1 Z. McClendon Engineering Inc Steel Beam Flle=m:Vikct P jects1201d Projects11068.16 Cascade StoragetCalcsldes1gn.ec66 ENERCALC,INC.1983.2016,Build:6.16.6.7,Vec6.16.61 0•00 r• Description: Root Beam-R81 Load Combination Max Stress Ratios Summary of Moment Values_ _Summary of Shear Values Segment Length Span# M V Mlnax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 19.00 ft 1 0.068 0.012 2.30 2.3d 56.67 33,93 1.00 1.00 0.48 59.61 39.14 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location In Span +D+S+H 1 0.7089 9.554 0.0000 0.000 Vertical Reactions Support notation;Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.183 3.183 Overall MINlmum 0.485 0.485 +D+H 0.808 0.808 +D+L+H 0.808 0.808 +D+Lr#-H 0.808 0.808 +D+S+H 3.183 3.183 +D+0.750Lr+0,750L+H 0.808 0,808 +D+0.750L+0.750S+H 2.589 2.589 +D+0.60W+H 0.808 0.808 +D+0.70E+H 0.808 0.808 +D+0.750Lr+0.750L+0A50W+H 0.808 0.808 +D+0.750L+0.750S+0.450W+H 2.589 2,589 +D+0.750L+0.750S+0,5250E+H 2.589 2.589 +0.60D+0.60W+0.60H 0.485 0.485 +0.60D+0.70E+0,60H 0,485 0.485 D Only 0.808 0.808 Lr Only L Only S Only 2.375 2.375 W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 I McClendon Engineering Inc Steel Beam File■m,111McE Projects)2016 Projects11068.16 Cascade StoragelCalcsldesign.ec8 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver.6.16,6.7 r.i0 DO Description: Roof Beam-R82 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.81)5(2.375) D(0.81)SI2 375) D(0.81)5(2.375) 0(0.81)S42 375) Span=41 s ft wl ISx:% - Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Load(s)for Span Number 1 Point Load: D=0.810, S=2.375 k 0 2,0 it,(RB1) Point Load: D=0.810, S=2.375 k(iD,12.0 ft,(RB1) Point Load: D=0.810, S=2.375 k A 22.0 ft,(RB1) Point Load: D=0.810, S=2.375 k A 32.0 ft,(RB1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.476: 1 Maximum Shear Stress Ratio= 0.087 : 1 Section used for this span W16x36 Section used for this span W16x36 Ma:Applied 75.991 k-ft Va:Applied 8.196 k Mn/Omega :Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 22.023ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.152 in Ratio= 426>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.724 In Ratio= 285>=240, Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omaga Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 41.00 ft 1 0,156 0,028 24,94 24.94 266.67 159.68 1.00 1,00 2.63 140.72 93.81 +D+L+H Dsgn.L= 41,00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1,00 2.63 140.72 93.81 +D+Lr+H Dsgn.L= 41.00 ft 1 0.156 0,028 24,94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93,81 +D+S+H Dsgn.L= 41.00 ft 1 0.476 0.087 75.99 75.99 266.67 159.68 1.00 1.00 8.20 140,72 93.81 +D+0.750Lr+0.750L+H Dsgn,L= 41.00 ft 1 0.156 0,028 24,94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750L+0.750S+H Dsgn.L= 41,00 ft 1 0.396 0.073 63,23 63.23 266.67 159.68 1.00 1.00 6.81 140.72 93,81 +D+0.60W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24,94 266,67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.70E+H Dsgn.L= 41,00 ft 1 0.156 0.028 24.94 24,94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266,67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0,750L+0.750S+0.450W+H Dsgn.L= 41.00 ft 1 0,396 0.073 63.23 63.23 266,67 159.68 1.00 1.00 6.81 140.72 93.81 +D+0,750L+0.750S+0.5250E+H 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Prof ect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342.2919 ��{ McClendon Engineering Inc Steel Beam File=m:VIMcE Projecta12016 ProjeclW066.16 Cascade StoragatCalcsldeslgn,ec6 ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver:6.16.6.7 0•0r r• Description: Roof Beam-RB2 Load Combination Max Stress Ratios Summary of Moment Values_ _ Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Me Max Mnx Mnx/Omega Cb Rm VA Max Vnx Vnx/Omega Dsgn.L= 41.00 ft 1 0.396 0.073 63.23 63.23 266.67 159.68 1.00 1.00 6.81 140.72 93.81 +0.60D+0.60W+0.60H Dsgn.L= 41.00 ft 1 0.094 0.017 14.96 14,96 266.67 159.68 1.00 1.00 1.58 140.72 93.81 +0,60D+0.70E+0.60H Dsgn.L= 41.00 ft 1 0.094 0.017 14.96 14.96 266,67 159.68 1.00 1.00 1.58 140.72 93.81 Overall Maximum_Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max,"+"Defl Location in Span +D+S+H 1 1.7242 20.617 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.196 6,020 Overall MINimum 1.581 1.249 +D+H 2.635 2.081 +D+L+H 2.635 2.081 +D+Lr+H 2.635 2.081 +D+S+H 8.196 6.020 +D+0,750Lr+0.750L+H 2.635 2,081 +D+0.750L+0.150S+H 6.805 5,036 +D+0.60W+H 2.635 2.081 +D+0.70E+H 2,635 2.081 +•D4,7501-r-47501-+0.450W+1­1 2.635 2.081 +D+0.750L+0.750S+0.450W+H 6.805 5,036 +D+0.750L+0.750S+0,5250E+H 6.805 5.036 +0.60D+0.60W+0.60H 1,581 1.249 +0.60D+0,70E+0,60H 1.581 1.249 D Only 2.635 2.081 Lr Only L Only S Only 5.561 3.939 W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage M E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 C Boise,Idaho 83702 Project Descr: 208-342-2919 15 McClendon Engineering Inc Steel Beam Rie■m:IIIMcE Projects12016 Projects11066.i6Cascad8 6lorage\Calcsldesign.ec6 ENERCALC,INC.1983-2016,Bul1d:6.16A7,Ver:6.16A7 1.1 I t Description: Roof Beam-R132 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield; 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending o(o aid otns�t oa,e,� �to.a,l I apcn=C en wi606 -. Applied Loads _ _ Service loads entered.Load Factors will be applied for calculations. Beam self welqht calculated and added to loading Load(s)for Span Number 1 Point Load: D=0.810k(@2.0 ft,(R81) Point Load: D=0.810 k a012.0 ft,(RB1) Point Load: D=0,810 k(@ 22.0 ft,(RB1) Point Load: D=0.810 k aA 32.0 ft,(RB1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.156: 1 Maximum Shear Stress Ratio= 0.028 : 1 Section used for this span W16x36 Section used for this span W16x36 Ma:Applied 24.935 k-ft Va:Applied 2.635 k Mn/Omega :Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k Load Combination +D+H Load Combination +D+H Location of maximum on span 22.023fl Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 In Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 ` Max Downward Total Deflection 0.570 In Ratio= 862>=240.'c Tk-AQ LO►°,� ON L y Dt:FLtrCTlO,_3 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum For_ces_ & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn,L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+L+H Dsgn,L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+Lr+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 14072 93.81 +D+S+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93,81 +D+0.750Lr+0.750L+H Dsgn.L= 41.00 ft 1 0.156 0.028 24,94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750L+0.750S+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159,68 1.00 1.00 2.63 140,72 93.81 +D+0.60W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266,67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.70E+H Dsgn.L= 41.00 ft 1 0.156 0,028 24.94 24,94 266.67 159.68 1.00 1.00 2.63 140.72 93,81 +D•b.750Lr+0.750L+0.450W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D+0.750L+0.750S+0.450W+H Dsgn.L= 41.00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.81 +D4750L+0,750S+0.5250E+H McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342••2919 �P McClendon Engineering Inc Steel Beam Rie■mAINcE Prolects12016 Project611068,16 Cascade StoragelCalcs\design.ec6 ENERCALC,INC.1983-2016,Build:6,16.6,7,Ver6.16.6,7 r.irMCCLENDON ENGINEERING Description: Roof Beam-R82 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn,L= 41,00 ft 1 0.156 0.028 24.94 24.94 266.67 159.68 1.00 1.00 2.63 140.72 93.61 +0.60D+0.60W+0.60H Dsgn,L= 41,00 ft 1 0.094 0.017 14.96 14.96 266.67 159.68 1.00 1.00 1.58 140.72 93.81 +0.60D+0.70E+0.60H Dsgn.L= 41.00 ft 1 0.094 0.017 14.96 14.96 266.67 159.68 1.00 1.00 1.58 140.72 93.81 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.5705 20.617 0.0000 V-666 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall Wlmum 2.635 2.081 Overall MINimum 1.581 1.249 +D+H 2,635 2,081 +D+L+H 2.635 2.081 +D+Lr+H 2.635 2,081 +D+S+H 2,635 2.081 +D+0.750Lr+0.750L+H 2.635 2.081 +D+0.750L+0,750S+H 2.635 2.081 +D+0.60W+H 2.635 2.081 +D+0.70E+H 2.635 2,081 +D+0.750Lr+0.750L+0,450W+H 2.635 2.081 +D+0.750L+0.750S+0.450W+H 2.635 2.081 +D+0.750L+0.750S+0.5250E+H 2.635 2.081 +0.60D+0.60W+0.60H 1.581 1.249 +0.601)+0,70E+9.601­1 1.581 1.249 D Only 2.635 2,081 Lr Only L Only S Only W Only E Only H Only Mc Project:—-QaC iNL- SI-CeA►CII(C No: f6&6. l(c Page: D McClendon Scope: 1 ctacr l7. t;S�r�,� Date: 0/1(0 Checked by: Engineering Inc_ Item: By: Wt RoGF Fa$4A&�� Girt= vPpo�-t - c l 1 D' C Mn 4� rt o v L1 L:. 8� Z�l�x fcb e A C M 000 - I- I� 0 cp o N v) VV tltl to In N N O p10p V W m 2 m m O O O S Q O [J f. � G V' . tO0• OR tnD a. O M P1 IT V V1 t�1 00 ti O O O O O O o C 0 0 t7 C O YC O V r O M OOi . tn0 . OO1 N N N M l7 ( . _1 � pp a y aa NN ly y' at C Ot t0 N a0 h h tO n R N M N m OR 0 g 0 0 0 •r N fV fV fV tV CV tV (V M M M M M M M M Q X m pppp p� t� (� tJ M r N M N tt{yyy, M N N M cn C� fC n Oi n of M n m � a0 O N wi J Z W c0 m 4 r m 4 O M OnD O to 0 m Y cl N -T r- N tV .r ry r tJ v N n N ' Q r r P• + oq ep p a i " a= a0 g O omo S taS N t0 M S t� °' 8 Q J 4 y O m M M M n t0 a M n O to 0 l0 Of V r) t( tc) ,r m O� _ �M+ M MMr� N Mnn S ro S C7 00 ap n aD a0 ^ y a0 a0 n OR a0 a0 E N C co a a C a a a C 0 0 a Lu C N l0 to N to WA �V) �Of l0 N M N 0 WA tV) f�0t f0 a0 Lm •_ 2Onf R O+ fV) tn0 aN0 O� V I O N °• Q o 0 0 o c r o s �' jF U) w c C ¢ F .0 to n 0 0 n m 0 O to n w to n to n M A m m N n to M y EE- OOOY, n M o Of n tD a) r- M o m S 10 M M Q ., - G N M v tl M M .r 6 tJ M of v tJ M v 6 '(CyQ Oyd yy g O to N Of O to N Of nO O to • 7 o 7 a, C 0, O O 0 am On N No_4 0 O 'i lY p ZW t0 Q M N W Q M N tp �p M N t0 O M N p P P P A ch t 0 0 0 0 0 0 0 0 iA M to 0 0 0 0 N - m M M M M c v v v c i fV lV cV M M M M X C X X X X X X X X X X X X X X X X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N t� ti r-- ti r— tr rr r— co w ati ao 00 m M M tv cn cli v E O ^ M _N tD 7 M 1 0 :t (1 Z U U U U U U U OOOOO UUN U U U UQ U U O O O W Uc7v f� C X X X M o a o 0 0 0 o a a a o �d r.- r- t- r r- r w w ao ao ad m cc ad N V 19 Q�440`�4�'� QQQQQQg44Q4444 J � O-- O J- c4- ZA sc Lo o-- o- o- a- - o•- co-- o- o-- a bbbbbbb�b�b�b�bbbbbbbb 20 4 `�QQNQQQQQS'44 �' QQQ�Q �Y44 tA N a- o.. 3 o-- o- cr- o-- 7 o-- o-_ w a- o-- say ' L o� Z ° ISA N o-- o- o-- VJ o-- o- o-- �bbbbbbb�bbbbbb �bbbd�b Mc Project: IgsC.A1 x- 3 "���C�G� No: /4W'/k Page: ZI McClendon Scope: 11RUCT MXS. IGjJ Date: 43 A Checked by: Engineering Inc: Item: By: LET Y8•310sF + 2,-+-psF + 9'ps1= = S-U psF LL = �25psF rL t'sF Zp C,4 'tJ ' Cow, o�Q AA t~ML. bcx K GJ/ S" TCT F',�- Comex.. S 3 - Z Spp,J ZZ PLW31*m or W3 FORMLOKT" 5 in. TOTAL SLAB DEPTHVic Norrnal Weight Concrete Maximum Unshored Clear Span(ft-In.) Concrete Properties Deck Number of Deck Spans Density Uniform Weight Uniform Volume Compressive Gage 1 2 3 (pcf) (psf) (yd3/100 ft2) Strength,f',(psi) 22 10'-0" 10'.7" 10'.7" 145 42.3 1_080 3000 21 10'-11" 111.8" 12'-1" Notes: 20 1 V-7" 12'-4" 12'-10" 1.Volumes and weights do not include allowance for deflection, 2.Weights are for concrete only and do not Include weight of steel deck. 19 12'-1" 13'.9" 14'.2" 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 12'-5" 14'-10" 14'.7" _ 18 13'-1" 16'4" 15'4" Shoring is required for spans greater than those shown above.See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) -Deck Number of - --- -- -- Span(ft-in.) --^---- — Gage Deck Spans 13.4. 8'4" 9'4" 9'4" 10'-0" 0'-8" 11'-0 11'4" 12'-0" 12'-6" 13-0" 13'-8" 14'-0" 16'-0" 16'-0" 1 254 229 208 190 120 108 97 88 79 72 65 58 48 39 22 2 254 229 208 190 175 161 106 97 88 79 72 8fi 68 48 39 3 254 229 208 190 175 161 108 97 88 79 _72 65 58 46 39 1 274 248 225 206 189 174 120 108 98 88 81 73 86 55 45 21 2 274 248 225 206 189 174 161 150 98 89 81 73 66 65 45 3 274 248 225 206 180 174 161 150 140 89 81 73 66 55 45 1 294 265 241 220 202 187 173 160 LL08 98 89 81 74 61 51 20 2 294 265 241 220 < 202 187 173 160 148 1 98 89 81 74 61 51 3 294 265 241 220 2 187 173 160 149 7j4O 1 89 81 74 61 51 1 333 301 274 250 230 212 191 172 156 116 106 97 89 75 63 19 2 333 301 274 250 230 212 191 172 155 140 126 115 1 89 75 63 3 333 301 274 250 230 212 191 172 165 140 126 115 104 75 63 1 370 334 304 278 255 232 208 187 169 134 122 112 103 88 74 1$ 2 370 334 304 278 255 232 208 187 169 153 139 126 115 88 74 3 370 334_304 278 255 232 208 187 169 153 139 126 115 88 74 1 460 400 365 333 299 268 241 217 197 178 162 143 132 113 95 16 2 400 400 365 333 299 268 241 217 197 178 162 148 135 113 95 3 _ 400 400 365 333 299 268 241 217 197 178 162 148 135 113 96 See footnotes on page 69. Shoring required In shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F(in./lb. x 106) Attachment Dock Span(ft-in.) Pattern Gage 8'-0" 8'-6" 9'-0" 9'4" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-0" 13.0" 13'-6" 14'-0" 16'-0" 16'-0" 22 q 1606 1594 1583 1573 1565 1557 1550 1544 1538 1532 1527 1523 1518 1511 1504 21 q 1605 1592 1680 1570 1560 1552 1544 1537 1530 1624 1619 1514 1509 1500 1493 36/3 20 q 1608 1593 1580 1569 1559 1549 1541 1533 1526 1520 1513 1508 1503 1493 1485 19 q 1618 1602 1587 1573 1561 1550 1540 1531 1523 1515 1508 1502 1496 1485 1475 18 q 1634 1615 1598 1583 1569 1557 1546 1635 1526 1517 1509 1502 1495 1482 1472 16 q 1679 1655 1633 1614 1597 1562 1568 1555 1543 1532 1522 1513 1504 1489 1475 Y2 q 1708 1686 1666 1648 1633 1618 1605 1693 1683 1572 1663 1555 1547 1532 1520 21 q 1729 1704 1883 1653 1646 1530 1616 1602 1590 1579 1569 1560 1551 1535 1521 20 q 1750 1724 1700 1679 1660 1643 1627 1613 1600 1588 1677 1567 1557 1540 1525 3614 19 q 1801 1770 1742 1718 1696 1875 1657 1640 1625 1611 1698 1586 1576 1655 1537 18 q 1854 1819 1787 1759 1734 1711 1690 1671 1654 1638 1023 1609 1597 1574 1554 16 q 1973 1929 1890 1855 1823 1795 1769 1746 1723 1703 1684 1667 1651 1623 15_9_8_ See footnotes on page 69. r - 70 VF5 VERCO DECKING,INC. www.vercodeck.com c M , Project: cfSC ► t:D S` MAC No: �C�b, 1�/ Page: Z3 McClendon Scope: STYUC i 'ZII✓S14,k) __ Date: '5mf Checked by: Engineering Inc. item: By: GI)T FLGbt �►'znh C� FzI S,o,q,,i _ 6'0„ RWi: = ( /O� FSpsF,CS 12, = 68PLF 32 ( SLp cas F 12 spsF 2v �Z� / 8/0 pe-F �S roc F ? '/z I z C,(4 ��cv«,) � (Z�R3Co51b FT = Ig �3v ib, Fr- �t�#z /c ,o �cwF gg ��F `LL ? 10IZLF Z-/J pLF 4JAefs z Pl0 psF�C /o•� : /Oo PLF I� = l998 P4Ic I to'� t/t3 N� = 714, ` 75' 16• Fr R2w,64:; I Z� /OC x Z!z x iZ C, 14 t cuuJ = Z M 98 = ZS) S9(Q IL,Fr r-- 0 C, v o o c o 01,51 0 o c c a o o c o v O N N k:1 0 N N M 0 0 0 ti 4 _ O V 00 o Vpp 00 O 0N 0 V t0 O N N w', x z h n r- n c0 r- ono tD O O CA 0 V V r N r N N N N N N N N M M M I") M Ci t7 C') X Xw C QY1 NO, 0 OA UY � a N Oi V D f- n n (D•_� (� N M N M N N M N N M to LO p� N M tV °0 N V O o Mp O T OVA O l A� co t0 v4n o0 N (6 N t0 n M R N A ai n Qi M A rn M ad O tV vi cn o � n nrn fO v o ra'i o Cv V 1+ � t a 0 3 0 a0 N O an n 0 co to to ttpp N A N O gj J 00 O 00 0 O wO V (O t0 M O 4 f pp OC7 cc�� pp ttOp Op ccpp Yj rpp` s�..�. F U (h a�0 A O (7 h O t�1 t�0 n O M a0 4 O (7 v r,- m m aD A t0 w. 4 n tq a0 t0 n (p ao O E N oo 0 0 0 0 0 0C. 0 0 0 0 0 0 0 0 0 Ca i� (tl {tc(�ri� tV tD M M oa tD to M CD N M t.Oy O td Q aN0 Onf W a M tn0, 0�0 Onf � � 000 O N $} C Ol RCUj w Q F Lqt to A a0 0 Nyt e��( CDy G N aS •� A M to o nt 4p �t0 �r- t0 A o0 O) 0) U(D) n M N r v Vtri N MV VNra Nd tai DA e z o M CL y vi a rn w o a Cr ui t- coo t°o) r to� `� °0 r 0 � w r 0 r 2 m O C o 0 0 n Z 0 O C C O G C G G G G � .� K to 2 ti li Q ZW t0 V M N tD V M N tD V M N t0 V M N O C N .( (`) I o 0 0 0 0 0 0 0 to to 0 to 0 0 0 0 N J I CO m m m 6 a v d v C4 t4 CJ N m m M Cl) x c x x x x x x x x x x x x x x x x 0 0 0 0 0 x 0 0 0 Cl. 0 0 0 p- ti r; t- r- rr r` r� ad ad ad ad ad ad 00 ai 1, m (P V <7 N (P V (2 N 1p V' M N tp M N Q t) 7 U U U U U U U U U U U U U U U U tOy cO� t+O� cO� O O O O to 1�A( (N� trot 'u O O O O O O O O O O Q 4 O Q O o � K ro A n A n rn P- rn A m w ad ad ad ro ii wi Z� ti 0 801 01 h N v v v Ol Ol m m N M M PI LO i m ao co n n n n r �n v v a v r0 t0 W tp m m OD m 0 0 N N N N 0 0 0 0 0 O •- 1 V } r r. (/] �n C Oi h r= r7 •- u1 M M n c0 m h -t ap N N M V r'7 N r0 er N rD W N ra OR O O C O O O O 0101010 o 0 0 0 0 r- V S C O V r00 � n OO O N � M t0 01 f0 Ol M Of N +y ti a X u0'1 VJ QnQ Cif �(1 U1 'V r`1 M M N m O O T Ono z t0 t0 rD t0 h h (� n m OO m m m m 00 OR "� m c i cq rh M M M rh M M M M M M M M C x r Ln yC m v n rn to m m0 1 rn m rc m n m r rnp ro n U C m R O b $ M ONO n � Od 000 O N Ln Of (n M to N M m N N N N co g J , Gl N Ono 6 N Oi OnD iimVV CV � m UNi rV � O� 0 .- M ui O .' M Wn M rnPa O 3 O O/ 7 QI O O N m rD N mp to tl7 odp R Q J s v n °rf1 d o c� ti � n m rC m m m 0 Q v; (6 oo vi r� o tV u; r-- d m 6 �_ o ri E a CD rz co co IC!cq CD r0 OD 1� OD OMO r0 r+ OO 00 00 a 8 c� N O O O O O O O O C O E o O C o o G 8 N �p rrpp O m O cp rf� M rn d m ym� t0 �A M Q N w OD O n m st rn n O OO O N O O� Ol rn d C OO O N N m r0 m N 4 O •- o •' •• •: o •� •- ` _ rp Cptn ID IQ M M PO• q (q (i O OOO O LQ o a1 0 LU Q Zo N a _ N r r� n c > C rn o dJ cCS rn o 2 'd m o 2 2 rnn o -0 N 9 2 0 w h 0 0 0 0 O Q O Q O O O Q O Z o 0 6 o d c o d o d 6 o d o o r7 W � O 0 N M I} 0 0 0 0 N N u'r W/ 0 0 0 0 N N N rn N m N N N N N N N N M r) Ni m M m m m ) X G X X X x X X X x X x x X X X X X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E N rp V r2 N W r c2 N rP V a2 N rD V M N Q ii.Q U. V Z rO� NO rO� rO� (oyf rrA� rN� rra� rO� rO� O �Oy rrA� rl+'}1 rrA� rrA� C O 7Z Ji X X X X X l� X X X X X X X uj O O O O 1� DMc Project:acA-L-,�t: STG riu No: �Q&8,/4^ Page: McClendon Scope: rJ Date: $ Checked by: Engineering Inc Item: By: L�r -Fl wre- FJ51 Spn-� = 6, L>L _ �S(Q r�s►=� zc�'/z� �2� -� ( ��+sF�(Z8'� = r- tL = ( /75psF`�zv'/z1C2� - 25oop�F TL= 3 F ) 12 x Few DL r 5,3K + p X 28 � = /O UQ h CF `P,2 w'��, �J /2 x l cP McClendon Engineering,Inc Project Title: Cascade Storage ME 1412 W,Idaho Street,Suite 240 En ineer: WT Protect ID: 1068.16 C Boise,Idaho 83702 Pro Descr: 208.342-2919 Z� McClendon Engineering Inc Steel Beam Flle=M:111MCE ProJecis12018 Projects11068.16ascade StoragelCalcskieslgn.fx:6� ENERCALC,INC.1983-2016,Build:6.16.6,7,Vef:6,16,6,7 KW-06007747 Licensee:MCCLENDON ENGINEERING Description: Floor Beam-FB3 CODE REFERENCES Calculations per AISC 360.10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral4orsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1.3 a T f Span=8.0 n W12i14 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=1.316, L=2.60 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY .-- . • Maximum Bending Stress Ratio = 0.703; 1 Maximum Shear Stress Ratio= 0.357 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 30.528 k-ft Va:Applied 15.264 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Combination +D+L+H Load Combination «D-fL+H Location of maximum on span 4,000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximurn Deflection Max Downward Transient Deflection 0.090 in Ratio= 1,065>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.137 in Ratio= 698 >=240. Max Upward Total Deflection 0.000 In Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+H - -- Dsgn.L= 8.00 ft 1 0.243 0.123 10.53 10,53 72.50 43.41 1.00 1.00 5.26 71.40 42.75 +D+L+H Dsgn,L= 8.00 ft 1 0.703 0.357 30,53 30,53 72.50 43.41 1.00 1.00 1516 71.40 42.75 +D+Lr+H Dsgn.L= 8.00 ft 1 0,243 0.123 10.53 10.53 72,50 43.41 1.00 1.00 5.26 71.40 42.75 +D+3+H Dsgn,L= 8.00 ft 1 0.243 0.123 10.53 10.53 72.50 43.41 1.00 1.00 5.26 71,40 42.75 +D+0.750Lr+0,750L+H Dsgn,L= 8.00 ft 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1.00 12.76 71.40 42.75 +D+0.750L+0.750S+H Dsgn,L= 8,00 It 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1.00 12.76 71.40 42,75 +0+0.60W+H Dsgn,L= 8.00 ft 1 0.243 0.123 10.53 10.53 72.50 43.41 1.00 1.00 5.26 71.40 42.75 +D+0.70E+H Dsgn.L= 8,00 ft 1 0.243 0.123 10,53 10.53 72.50 43.41 1.00 1.00 5.26 71,40 42.75 +0+0.750Lr+0,750L+0.450W+H Dsgn.L= 8,00 ft 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1,00 12.76 71.40 42.75 +D+0,750L+0.750S+0.450W+H Dsgn.L= 8,00 ft 1 0.588 0.299 25.53 25.53 72.50 43.41 1.00 1.00 12.76 71.40 42.75 +D-F0.750L40,750S40.5250E+H Dsgn.L= 8.00 ft 1 0.588 0.299 25,53 25.53 72.50 43.41 1,00 1.00 12.76 71.40 42.75 +0,60D+0,60W40.60H Dsgn.L= 8.00 ft 1 0.146 0.074 6.32 6.32 72.50 43.41 1,00 1.00 3.16 71.40 42.75 40.601)+0.70E+0,601­1 McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Protect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 0 208-342-2919 Zg McClendon Engineering Inc Steel Beam File M:11!McE Proiects12016 Projects11068.16 Cascade StoragelCalcs\deslgn,ec6 ENERCALC,INC.1983-2016,Build:6.16.6,7,Ver.6.16.6,7 .1 1• Description: Floor Beam-FB3 Load Combination Max Stress Ratios Summary of Moment Values _Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 8.00 ft 1 0.146 0,074 6.32 6.32 72.50 43.41 1.00 1.00 3.16 71.40 42.75 Overall Maximum Deflections Load Combination Span Max,"-`Defl Location in Span Load Combination Max."+"Deft Location In Span +D+L+H 1 0.1375 4.023 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.264 15.264 Overall MINlmum 3,158 3,158 +•D+H 5.264 5.264 +D+L+H 15.264 15,264 +D+Lr+H 5.264 5.264 +D+S+H 5.264 5.264 +D+4,750Lr+0.750L+H 12,764 12.764 +D+0.750L+0.750S+H 12.764 12.764 +D+0.60W+H 5.264 5.264 +D+0.70E+H 5.264 5.264 +D+0.750Lr+0.750L+0.450W+H 12.764 12.764 +D+0,750L+0,750S+0,450W+H 12.764 12.764 +D+0.750L+0.750S+0.5250E+H 12,764 12,764 +0,60D+0.60W+0.60H 3.158 3.158 +0.600+0.70E+0.60H 3.158 3.158 D Only 5,264 5.264 Lr Only L Only 10.000 10.000 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068,16 MC Boise,Idaho 83702 Project Descr: D 208-342-2919 2q McClendon Engineering Inc Steel Beam File-M:111McE ProJects12016 Projects\106816 Cascade StoragelCalcsldesign.ec6 ENERCALC,INC.1983.2016,9ulld:6.16.6.7,Vec6,16,6.7 r.00MCCLENDON ENGINEERING Description: Floor Beam-FBA CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method; Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(53 Q10) Span=20,011 MUM Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Load(s)for Span Number 1 Point Load: D-5.30, L=10.0 k A 10.0 it DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.599: 1 Maximum Shear Stress Ratio= 0,102 : 1 Section used for this span W12x35 Section used for this span W1205 Ma :Applied 76.500 k-ft Va:Applied 7.650 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega:Allowable 75.0 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span %000ft Location of maximum on span 0.000 it Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.350 In Ratio= 685>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<350 Max Downward Total Deflection 0.535 In Ratio= 448>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omaga Cb Rm Va Max Vnx Vnx/Omega +D+H - Dsgn.L= 20.00 ft 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75,00 +D+L+H Dsgn.L= 20.00 It 1 0,599 0.102 76,50 76.50 213.33 127.74 1.00 1.00 7.65 112.50 75,00 +D+Lr+H Dsgn.L= 20.00 it 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75.00 +D+S+H Dsgn.L= 20.00 ft 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75.00 +D+0.750Lr+0,750L+H Dsgn.L= 20.00 ft 1 0.501 0.085 64.00 64.00 213.33 127.74 1.00 1.00 6.40 112.50 75.00 -t".750L+0,750S+H Dsgn.L= 20.00 ft 1 0.501 0,085 64.00 64,00 213.33 127.74 1.00 1.00 6.40 112.50 75.00 +D+0.60W+H Dsgn.L= 20,00 it 1 0.207 0.035 26.50 26.50 213.33 127.74 1.00 1.00 2.65 112.50 75.00 +D+0.70E+H Dsgn.L= 20,00 it 1 0.207 0.035 26.50 26.50 213.33 127.74 1,00 1.00 2,65 112.50 75.00 +D+0.750Lr+0.750L+0.450W+H Dsgn,L= 20.00 It 1 0.501 0.085 64.00 64.00 213.33 127.74 1,00 1.00 6,40 112.50 75.00 +0+0.750L+0.750S+0.450W+H Dsgn.L= 20.00 it 1 0.501 0.085 64.00 64.00 213.33 127.74 1.00 1,00 6,40 112.50 75.00 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 20.00 ft 1 0.501 0.085 64.00 64.00 213.33 127,74 1.00 1.00 6.40 112.50 75.00 +0.60D+0.60W+0.60H Dsgn.L= 20.00 it 1 0124 0.021 15.90 15.90 213.33 127.74 1.00 1.00 1.59 112.50 75.00 1DMcClendon Engineering,Inc Project Title: Cascade Storage 412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 Boise,Idaho 83702 Project Descr.M 208-342-2919 30 McClendon Engineering Inc Steel Beam File=M:MIMcE Projeets12016 Projects11068.16 Cascade Storage%Calcs\design.ec6 ENERCALC,INC.1983.2016,Build:6.16.6.7,Vec6.16.6.7 0.00MCCLENDON ENGINEERING Description: Floor Beam•F134 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn.L= 20.00 It 1 0.124 0.021 15,90 15.90 213.33 127.74 1.00 1.00 1.59 112.50 75.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.5354 10.000 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.650 7.650 Overall MINimum 1,590 1,590 +D+H 2.650 2,650 +D+L+H 7.650 7.650 +D+Lr+H 2.650 2.660 +D+S+H 2,650 2.650 +D+0.750Lr+0.750L+H 6.400 6.400 +D+0.750L+0.750S+H 6.400 6,400 +D+0.60W4.H 2.650 2.650 +0+0.70E+H 2.650 2.650 +D+0.750Lr+0.750L+0A50W�H 6.400 6.400 +D+0.750L+0.750S+0.450W+H 6.400 6.400 +D+0.750L+0.750S+0,5250E+H 6.400 6.400 +0.60D+0.60W+0.60H 1.590 1.590 +0.60D+0.70E+0.60H 1.690 1.590 D Only 2.650 2,650 Lr Only L Only 5.000 5,000 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage ME 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 C Boise,Idaho 83702 Project Descr: D 208-342-2919 Z I McClendon Engineering Inc Steel Beam File=M;TWEProjects12016 Project0068,160e808deStoragelCelosftslgn.ed8 ENERCALC,INC.1983-2016,Bulld:6.116,6.7,Ver:616.6.7 r.00MICCLENDOIN ENGINEERING Description: Floor Beam-FI35 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending DO o+ Span c 11 50 n W1206 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT Internally calculated and added Uniform Load: D=1.040, L=1,875 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.961 : 1 Maximum Shear Stress Ratio= 0.317 : 1 Section used for this span W12x16 Section used for this span W12x16 Me :Applied 48.189 k-ft Va :Applied 16.761 k Mn/Omega:Allowable 50.150 k-ft Vn/Omega:Allowable 52.80 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.750ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.248 in Ratio= 556>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.386 in Ratio= 358 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+}i Dsgn.L= 11.50 ft 1 0.343 0.113 17.19 17,19 83,75 50,15 1.00 1.00 5.98 79.20 52.80 +D+L+H Dsgn.L= 11.50 ft 1 0,961 0.317 48.19 48.19 83,75 50,15 1,00 12 16.76 79.20 52.80 +D+{.r+H Dsgn.L= 11,50 ft 1 0.343 0.113 17.19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52.80 +D+S+H Dsgn.L= 11.50 ft 1 0.343 0,113 17.19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52.80 -10+0.750Lr+0.750L+H Dsgn.L= 11.50 ft 1 01806 0,266 40.44 40.44 83.75 50,15 1.00 1.00 14.07 79.20 52.80 +I)+0.750L+0.750S+H Dsgn.L= 11.50 ft 1 0,806 0.266 40.44 40.44 83.75 50.15 1.00 1.00 14.07 79.20 52.80 +D+0.60W+H Dsgn.L= 11.50 ft 1 0,343 0.113 17,19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52.80 +D+0,70E+H Dsgn.L= 11.50 ft 1 0.343 0.113 17,19 17.19 83.75 50.15 1.00 1.00 5.98 79.20 52,80 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 11.50 It 1 0.806 0.266 40,44 40.44 83.75 50.15 1.00 1.00 14.07 79.20 52.80 +D+0.750L+0.750S+0.450W+H Dsgn.L= 11.50 ft 1 0.806 0.266 40.44 40.44 83.75 50.15 1.00 1.00 14.07 79.20 52.80 +D+0.750L+0.7508+0.5250E+H Dsgn.L= 11.50 ft 1 0.806 0.266 40.44 40.44 83,75 50,15 1.00 1.00 14.07 79,20 52A0 +0.60D+0.60W+0.60H Dsgn.L= 11.50 ft 1 0.206 0.068 10.32 10.32 83,75 50,15 1.00 1.00 3.59 79,20 52.80 460D+0.70E+0.60H McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 M C Boise,Idaho 83702 Project Descr 208-342-2919 �Z McClendon Engineering Inc Steel Beam File=M:111McE ProjectsQ016 Projec%0068.16 Cascade StoragelCatcsldes1gn.ec6 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6,7 r.0r7747 Licensee: MCCLENDON ENGINEEIRINtl Description: Floor Beam-F85 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values_ Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 11.50 ft 1 0206 0.068 10,32 10.32 83.75 50.15 1.00 1.00 3.59 79.20 52.80 Overall Maximum Deflections Load Combination Span Max ""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H I 0.3868 5,783 0.0000 0.000 Vertica I Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 verall RAVIMUM 16.761 16.761 Overall MINimum 3,588 3.588 +D+H 5.980 5.980 +D+L+H 16,761 16.761 +-D+Lr+H 5.980 5.980 +D+S+H 5.980 5.980 +•D+0.750Lr+0.750L+H 14.066 14.066 +D+0.750L+0.750S+H 14.066 14,066 +D+O.60W+H 5.980 5.980 +D+0,70E+H 5.980 5.980 +D+0.750Lr+0.750L+0.450W+H 14,066 14,066 +D+0,750L+0.750S+0,450W+H 14.066 14.066 +D+0.750L+0.750S+0.5250E+H 14,066 14.066 +0.60D«0,60W+0,60H 3,588 3.588 +0.60D+0.70E+0.60H 3,588 3,588 D Only 5.980 5.980 Lr Only L Only 10.781 10.781 S Only W Only E Only H Only Mc Project: CtauADLE STM!JCL` No: ✓6&5 14' Page: 3Z' McClendon Scope: Date: g11(f Checked by: Engineering Inc Item: By: WT 1:77-g Cr IJ /2 X ZZ F�. N=2 c r1c c burp vr, r YP. S ►J = /Z bL = ( ;6o psF)( 70'/z)( Z) + C cps F�( 76' ) _ 31(0 p LF L = ( r 2S psr 20'/2 Z) 2 Oc) 1L F L �+- tJ l 2 X Z� f1 S vc_ = ( sc�ws�1CG 'IZ�C�) + '7r- �'G pc.F PIZOV,a t ' , LJ I Z X I q OMJMcClendon Engineering,Inc Project Title: Cascade Storage 1412 W.Idaho Street,Suite 240 Engineer: WT Protect ID: 1068,16 Boise,Idaho 83702 Project Descr. 208-342-2919 211 McClendon Engineering Inc Steel Beam rHe=M:TMcE Projectst2016 ProjeclsN068.16 Cascade Stor0gekcalcsldes1gn,ec6 11111 ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver.6.16.6.7 r rrMCCLENDON ENGINEERING_ Description: Floor Beam-FB6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000,0 ksi Bending Axis: Major Axis Bending ntal�t10 a1 - span=15.0 n L� W 12x22 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=6.0. L=10.80 k na,10.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.765: 1 Maximum Shear Stress Ratio= 0.175 : 1 Section used for this span W12x22 Section used for this span W12x22 Ma :Applied 55.920 k-ft Va:Applied 11,20 k Mn/Omega:Allowable 73.104 k-ft Vn/Omega:Allowable 63,960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 9.986ft Location of maximum on span 10,029 it Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.250 in Ratio= 718>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.390 In Ratio= 462 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omege Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 15.00 ft 1 0.273 0.063 19.97 19,97 122.08 73.10 1.00 1.00 4.00 95.94 63,96 +D+L+H Dsgn.L= 15.00 ft 1 0,765 0.175 55.92 55.92 122.08 73.10 1.00 1.00 11.20 95.94 63,96 +•D+Lr+H Dsgn.L= 15.00 ft 1 0.273 0,063 19.97 19.97 122.08 73.10 1.00 1.00 4.00 95.94 63.96 +D+S+H Dsgn.L= 15.00 ft 1 0.273 0.063 19.97 19.97 122.08 73.10 1.00 1.00 4.00 95.94 63.96 +0+0.750Lr+0.750L+H Dsgn.L= 15.00 ft 1 0.642 0.147 46,93 46.93 122.08 73.10 1.00 1.00 9.40 95.94 63.96 +D+0.750L+0.750S+H Dsgn,L= 15.00 ft 1 0.642 0.147 46.93 46.93 122.08 73,10 1,00 1,00 9,40 95.94 63.96 +D+0.60W+H Dsgn,L= 15.00 ft 1 0,273 0.063 19.97 19.97 122.08 73.10 1,00 1,00 4.00 95.94 63.96 +D+0.70E+H Dsgn,L= 15.00 ft 1 0.273 0.063 19.97 19.97 122.08 73.10 1.00 1.00 4.00 95.94 63.96 +D+0.750Lr+0.750L+0.450W+H Dsgn,L= 15.00 ft 1 0.642 0.147 46.93 46.93 122.08 73.10 1.00 1.00 9.40 95,94 63,96 +D+0.750L+0.750S+0.450W+H Dsgn.L= 15.00 ft 1 0.642 0,147 46.93 46,93 122.08 73.10 1.00 1.00 9.40 95.94 63.96 +D+0,750L+0.750S+0.5250E+H Dsgn.L= 15.00 it 1 0.642 0,147 46,93 46.93 122.08 73.10 1.00 1.00 9.40 95.94 63.96 +0.60D+0.60W+0.60H Dsgn.L= 15.00 ft 1 0.164 0.038 11.98 11.98 122,08 73.10 1.00 1.00 2.40 95.94 63,96 McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr, 208-342-2919 �5 McClendon Engineering Inc Steel Beam File=MAINcE Projects12016 Projeclst1068.16 Cascade StoragelCalcsWesign.ec6� ENERCALC,INC.1983-2016,Bulld:6,16.6,7,Vec6.16,6.7 r:00MCCILIENDON ENGINEERING Description: Floor Beam-FB6 Load Combination Max Stress Ratios Summary of Moment Values_ _Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +O.60D40.70E+0.60H Dsgn.L= 15,00 ft 1 0.164 0.038 11.98 11.98 122.08 73.10 1.00 1.00 2,40 95.94 63.96 Overall Maximum Deflections Load Combination Span Max.""Dell Location In Span Load Combination Max."+"Deft Location in Span +D+L•FH 1 0.3896 8.186 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum Overall MINimum 1.200 2.400 +D+H 2,000 4.000 +D+L+H 5.600 11.200 +D+Lr+H 2,000 4,000 4 D+S+H 2.000 4.000 +D+0.750Lr+0.750L+H 4.700 9.400 +D+0.750L+0,7508+H 4,700 9,400 +D+0.60W+H 2.000 4.000 +D+0.70E+H 2.000 4,000 4".750Lr+0.750L+0.450W+H 4.700 9.400 +D+0.750L+0.7508+0.450W+H 4.700 9.400 4-D+0,750L+0.750S40.5250E+H 4.700 9.400 +0.60D+0.60W+0.6011 1.200 2.400 +0.60D•t0.70E+0.60H 1.200 2.400 D Only 2,000 4,000 Lr Only L Only 3.600 7.200 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 0 208-342-2919 McClendon Engineering Inc LLteel Beam File■WPMProjecls12016 ProjecW1068,16 Cascade StoragalCalcsldesign.ec6 ENERCALC,INC.1983-2016,Bulld:6.16.6.7,Ver.6.16.6.7 ANXT11111114M. s• Description: Floor Beam-FB7 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield; 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span-12.0 It r'• W 12x22 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=1.320, L=2.50 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0,941 : 1 Maximum Shear Stress Ratio= 0.358 : 1 Section used for this span W12x22 Section used for this span W12x22 Ma:Applied 68.760 k-ft Va:Applied 22.920 k Mn/Omega:Allowable 73.104 k-ft Vn/Omega:Allowable 63.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.000ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.259 in Ratio= 555>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.396 in Ratio= 364 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 12,00 it 1 0.325 0.124 23.76 23.76 122.08 73.10 1.00 1.00 7.92 95.94 63.96 +D+L+H Dsgn.L= 12.00 ft 1 0,941 0.358 68.76 68.76 122.08 73.10 1.00 1.00 22.92 95.94 63.96 +D+Lr+H Dsgn.L= 12.00ft 1 0,325 0.124 23.76 23.76 122.08 73.10 1.00 1,00 7.92 95.94 63.96 +D+S+H Dsgn.L= 12.00 ft 1 0.325 0,124 23.76 23.76 122.08 73.10 1.00 1.00 7.92 95.94 63.96 +D+0,750Lr+0.750L+H Dsgn.L= 12.00 ft 1 0,787 0.300 57.51 57.51 122,08 73.10 1.00 1.00 19.17 95.94 63.96 +D+0,750L+O,750S+H Dsgn.L= 12.00 ft 1 0.787 0.300 57.51 57.51 122.08 73.10 1.00 1.00 19,17 95.94 63.96 +D+0.60W+H Dsgn.L= 12.00 it 1 0,325 0.124 23.76 23.76 122.08 73.10 1,00 1.00 7.92 95.94 63.96 +D+0.70E+H Dsgn,L= 12.00 ft 1 0.325 0,124 23.76 23.76 122.08 73.10 1.00 1.00 7.92 95.94 63.96 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 12,00 ft 1 0.787 0.300 57.51 57.51 122.08 73.10 1.00 1.00 19.17 95.94 63.96 +0+0.750L+0.750S+0.450W+H Dsgn,L= 12.00 ft 1 0.787 0.300 57,51 57.51 122.08 73.10 1.00 1.00 19,17 96.94 63.96 +0+0.750L+0.750S+0.5250E+1-I Dsgn.L= 12.00 ft 1 0.787 0.300 57.51 57.51 122.08 73.10 1.00 1.00 19.17 95.94 63.96 +0.60D40.60W+0.60H Dsgn.L= 12.00 It 1 0.195 0.074 14.26 14.26 122.08 73.10 1.00 1.00 4.75 95.94 63.96 +0.60D+0.70E+0.60H McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MDC Boise,Idaho 83702 Project Descr: 208.342-2919 71 McClendon Engineering Inc Steel Beam File■M 111E Projects12016 Projects11066.16 Cascade Storag6Calcsldesign.ec6 ENERCALC,INC.1983.2016,Build:6.16,6.7,Ver:6,16.6,7 r.0r D• Description: Floor Beam-F87 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn,L= 12.00 It 1 01195 0.074 14.26 14.26 122.08 73.10 1,00 1.00 4.75 95.94 63.96 Overall Maximum Deflections Load Combination Span Max."-"Defi Location In Span Load Combination Max."+°Defl Location in Span +D+L+H 1 0.3958 6.034 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXIMUM 22.920 22,920 Overall MINimum 4.752 4.752 +D+H 7,920 7.920 +D+L+H 22.920 22.920 +D+Lr+H 7.920 7.920 +D+S+H 7.920 7.920 +M.750Lr+0.750L+H 19.170 19,170 +D+0,750L+0.750S+H 19.170 19.170 +0+0.60W+H 7.920 7.920 +0+0.70E+H 7.920 7.920 +D+0.750Lr+0.750L+0.450W+H 19.170 19.170 +D+0.750L+0.750S+0.450W+H 19.170 19,170 +D+0.750L+0.750S+0.5250E+H 19.170 19.170 +0.60D+0.60W+0,60H 4.752 4,752 +0,60D+0.70E+0.60H 4.752 4.752 D Only 7.920 7.920 Lr Only L Only 15.000 15.000 S Only W Only E Only H Only McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer; WT Protect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 3� McClendon Engineering Inc Steel Beam File=M,VIWE Projects12016 Projects11068.16 Cascade StoragKalcs\des1gn,ec6� ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6,7 Description; Floor Beam-F138 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties_ Analysis Method; Allowable Strength Design Fy;Steel Yield: 50.0 ksl Beam Bracing: Beam Is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L' span=12.0 n U wt2x1e Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weipht NOT internally calculated and added Uniform Load; D=0.6250, L=0,750 k/ff, Tributary Width=1.0 ft DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.402: 1 Maximum Shear Stress Ratio= 0.144 : 1 Section used for this span W1209 Section used for this span W12x19 Ma:Applied 24.750 k-ft Va:Applied 8.250 k Mn/Omega:Allowable 61.627 k-ft Vn/Omega:Allowable 57.340 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6,000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.093 In Ratio= 1.544>=360 Max Upward Transient Deflection 0.000 In Ratios 0<360 Max Downward Total Deflection 0.171 in Ratio= 842 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratlos Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 12.00 ft 1 0183 0,065 11.25 11.25 102,92 61.63 1.00 1.00 3.75 86.01 57.34 +D+L+H Dsgn.L= 12.00 ft 1 0,402 0.144 24.75 24.75 10292 61.63 1.00 1.00 8.25 86.01 57.34 +D+Lr+H Dsgn.L= 12.00 ft 1 0,183 0.065 11.25 11.25 102.92 61,63 1.00 1.00 3.75 86.01 57.34 +D+S+H Dsgn.L= 12.00 ft 1 0,183 0,065 11.25 11.25 102.92 61.63 1.00 1.00 3.75 86.01 57.34 +D+0.750Lr+0,750L+H Dsgn.L= 12.00 ft 1 0,347 0.124 21.38 21.38 102.92 61.63 1,00 1.00 7.13 86.01 57.34 +D+0.750L+0.750S+H Dsgn.L= 12.00 it 1 0.347 0,124 21.38 21.38 102.92 61.63 1.00 1.00 7.13 86.01 57.34 +D+0.60W+H Dsgn.L= 12.00 ft 1 0.183 0.065 11.25 11.25 102.92 61.63 1.00 1.00 3.75 86.01 57.34 +D+0.70E+H Dsgn.L= 12.00 ft 1 0.183 0.065 11.25 11.25 102.92 61.63 1.00 1.00 3.75 86,01 57.34 +D+0.750Lr+0,750 L+0.450W+H Dsgn.L= 12.00 ft 1 0.347 0.124 21,38 21.38 102.92 61.63 1.00 1.00 7.13 86,01 57.34 +D+0.750L+0.750S+0.450W+H Dsgn.L= 12.00 it 1 0.347 0.124 21,38 21.38 10292 61.63 1.00 1.00 7.13 86.01 57.34 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 12,00 ft 1 0.347 0.124 21.38 21,38 102.92 61.63 1.00 1.00 7.13 86.01 57.34 +0.60D+0.60W+0.60H Dsgn.L= 12.00 It 1 0.110 0.039 6.75 6.75 102.92 61.63 1.00 1.00 2.25 86.01 57.34 +0,601)+0.70E+0.601­1 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068,16 MC Boise,Idaho 83702 Project Descr. 208-342-2919 19 McClendon Engineering Inc Steel Beam File=MAHWE Projects\2016 Projects11068,16 Cascade Storage\Calcstdesign.ec6 GNERCALC,INC,1983.2016,Build;6.16,6,7,Ver6.16.6.7 0.r0 oMCCLENDON ENGINEERING Description: Floor Beam-FB8 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Ma Max Mnx MnxtOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 12.00 ft 1 0.110 0.039 6.75 6.75 102.92 61.63 1.00 1.00 2.25 86.01 57.34 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1709 6.034 6A000 01000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 8.250 8.250 Overall MlNimum 2.250 2,250 +D+H 3.750 3.750 +D+L+H 8.250 8.250 +D+Lr+H 3.750 3.750 +D+S+H 3.750 3,750 +D+0.750Lr+0.750L+H 7.125 7.125 +D+0,750L4750S+H 7,125 7.125 +D+0.60W+H 3.750 3.750 +D+0.70E+H 3.750 3.750 +D+0,750Lr+0,750L+0.450W+H 7.125 7.125 +D+0.750L+0.750S+0.450W+H 7.125 7.125 +D+0.750L+0,750S+0.5250E-+H 7.125 7.125 +0.60D+0.60W+0.60H 2.250 2.250 +0.60D+0,70E+0,60H 2,250 2.250 D Only 3.750 3.750 Lr Only L Only 4.500 4.500 S Only W Only E Only H Only c M Project: A(, W- No: ����� �G Pager McClendon Scope: ST QcT Date: e114( Checked by: Engineering Inc Item: By: SOpf-F z ��^ psr C Ar is p�F PLC. : w Ps.r- ( 2g '� = 66PLF Tc- ;- 7 8 , ExMAA�b14 2K" 611,-) Sc�- L NL ►2�✓3c G car PUT, 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 En ineer WT Project ID: 1068.16 MC Boise,Idaho 83702 Pro Descr: 208-342-2919 it McClendon Engineering Inc Masonry Beam File=IVIN] cEProjects12016Projects\1066.16Cascade$toragelCalcsldesIQn,ec6 ENERCALC,INC.19n2016,Build:6.16.6.7,Vec6.16,6,7 rr DO Description; Lintel-L1 Code References Calculations per ACI 530-11. IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General information f'm 1,500.0 psi Clear Span 8.667 it Rebar Size 5 Fs 24,000,0 psi Beam Depth 2,0 ft #Bars OF 1 Em=Pin 750.0 Thickness 8 in Top Clear 4.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Medium Wt Equiv.Solid Thick 7.60 in #Bar Sets 2 Lateral Wind Load 15.0 psf Wall Weight 78.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Shear Reinf Bar Size # 3 Calculate vertical beam weight? Yes n 25.778 Shear Reinf Bar Spacing 16.0 in Notel Shear calculated at"dl2"from edge of beam Ld#1: D 0.90 L 1.250 S 0.1250 Beam Support Beam Support 1 -#5 bars e , 2 sets used r 9.007fl Clear epen Uniform Loads start X J Dead Load L.Floor Live Lr.RWI`Live 8:Snow W:Wind E:Earthquake #1 0.0 ft 8,667 ft 0.90 1.250 0.0 0.1250 0.0 0.0 k/ft #2 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 0,0 0.0 k/ft #3 0.0 ft 0.0 It 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #4 0.0 ft 0.0 it 0.0 0.0 0.0 0.0 0.0 0.0 k/ft DESIGN SUMMARY e �v aximum StressRatios... Vertical Lateral Combined Actual abl - t Maximum Moment Allowable k-ft fblFb 0.9940 0.05368 0.9954 :1.00 Vertical Loads 21.652 k-ft 21,784 k-ft fvlFv 0,9769 0,02890 0.9774 :1.00 for Load Combination: +D+L+H Lateral Loads 0.3382 k-ft 6.30 for Load Combination: +D40.70E+H Maximum Shear 6.tr�I i Allowable Vertical Loads 53,136 psi 54.391 psi for Load Combination: +D+L+H Minimum Mn= 1.3'Fcr'S = 7,930 k-ft Lateral Loads 1.119 psi 38.730 psi for Load Combinallon: +D+0.70E+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0,620 inA2 As 0,620 in^2 rho 0,004066 rho 0.004444 np 0,1048 np 0,1146 k:((np)"2+2np)^.5-np 0,3649 k:(np^2+2np)^.5-np 0.3776 i=1 -kl3 0,8784 i=1 -k/3 0.8741 M:mas=Fb k i b d"212 27.492 k-ft Mamas=Fb k i b dA212 7.528 k-ft M:StI=Fs As j d 21,784 k-ft M:StI=Fs As j d 6.30 k-ft McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 M C Boise,Idaho 83702 Project Descr 208-342-2919 u Z McClendon Engineering Inc I Masonry Beam Flie=M:1!!McE Projecis12016 ProJectsN06$.16 Cascade StoragelCalcsldasign.006� y ENERCALC,INC.1983 2016,Build:6.16.6.7,Ver.6.16,6.7 i.007747 Licensee: MCGLENDOIN Description: Lintel-L1 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+H 9.92 21.78 24.33 54.39 0.00 6.30 0.00 38,73 +D+L+H 21.65 21,78 53.14 54.39 0.00 6.30 0.00 38,73 +D+Lr+H 9.92 21.78 24.33 54.39 0,00 6.30 0,00 38.73 +D+S+H 11.09 21,78 27.21 54.39 0.00 6.30 0.00 38.73 +D+0.750Lr+0.750L+H 18.72 21.78 45.94 54.39 0,00 6.30 0.00 38.73 +D+0,750L+0,750S+H 19.60 21.78 48.10 54.39 0,00 6.30 0.00 38.73 +D+0.60W+H 9.92 21.78 24,33 54.39 0.17 6.30 0,56 38.73 +D+0.70E+H 9.92 21,78 24.33 54.39 0,34 6,30 1.12 38.73 +D+0.750Lr+0,750L+0.450W+H 18.72 21.78 45.94 54.39 0,13 6,30 0,42 38.73 +D+0.750L+0.750S+0.450W+H 19.60 21.78 48.10 54.39 0.13 6,30 0,42 38.73 +D+0.750L+0,750S+0.5250E+H 19.60 21,78 48.10 54,39 0,25 6.30 0.84 38.73 +0.60D+0.60W+0.60H 5.95 21.78 14.60 54.39 0.17 6.30 0,56 38,73 +0.60D+0.70E+0.60H 5.95 21,78 14.60 54.39 0.34 6.30 1.12 38.73 MC Project. No: 1066, lef Page. McClendon Scope: t Dater Checked by: Engineering Inc: Item: By: Wr L►N �,,. 'D�:s ► r1i LZ - C-wfA za:L t:S '- tvve cf; 6/2 S 7�� ,g , C:x'rE�J 13►�a s Z V'' C nn�,�� ('pe,,J%tuC� C C--A L'A)p . 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 W� McClendon Engineering Inc Mason Beam File=KTIVIcE ProlectsQ016 ProJec(0068.16 Cascade StoragelCalcs%dl ign.ec6� Masonry ENERCALC,INC.1983.2016,Build:6.16,6,7,Ver6,16.6.7 r:r0 D• Description: Lintel-L2 Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General information f m 1,500.0 psi Clear Span 10.0 ft Rebar Size 5.0 Fs 24,000.0 psi Beam Depth 1.333 It #Bars E/F 1 Em=fm* 750.0 Thickness 8 in Top Clear 4.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Medium Wt Equiv.Solid Thick 7.60 in #Bar Sets 2 Lateral Wind Load 15.0 psf Wall Weight 78.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Calculate vertical beam weight? Yes n 25.778 Ld#1: D 0.50 S 0.1250 Beam Support Beam Support • • 1 -II 5 bars a/f,2 sets used a5� 10111bnq cn,n Uniform Loads Start X End X Dead Load L:Floor Live Lr:Roof Live S:Snow W:Wind E Earllmt�ake #1 0.0 It 10.0 ft 0,50 0.0 0.0 0,1250 0.0 0.0 klft #2 0.0 It 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #3 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #4 0.0 ft 0.0 It 0.0 0.0 0.0 0.0 0.0 0.0 k/ft DESIGN SUMMARY - Maximum Stress Ratios... Vertical Lateral Combined Maximum Moment Actua Allowable k-ft fb/Fb 0.7839 0,05267 0.7857 :1.00 Vertical Loads 9112 k-ft 11.624 k-ft fv/Fv 0.9146 0.03335 0.9152 :1.00 for Load Combination: +D+S+H Lateral Loads 0.3001 k-ft 5,697 for Load Combination: +D+0.70E+H Maximum Shear Actual Allowable Vertical Loads 39.848 psi 43,571 psi for Load Combination: +D+S+H Minimum Mn=1.3 Fcr'S = 3,523 k-ft Lateral Loads 1.292 psi 38,730 psi for Load Combination: +D+0.70E+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0,620 in12 As 0.620 in12 rho 0.006778 rho 0.006668 np 0.1747 np 0.1719 k:((np)^2+2np)^.5-np 0,4417 k:(np^2+2np)^.5-np 0.4391 j=1 -k/3 0.8528 j=1-k/3 0.8536 M:mas=Fb k j b dA2/2 11.624 k-ft Mamas=Fb k j b d'212 5.697 k-ft M:StI=Fs As j d 12,685 k-ft M:StI=Fs As j d 6,153 k-ft 0McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Protect Descr: 208-342-2919 q$ McClendon t-ngineering Inc Mason Beam File=M:1!!McE Projectst2016 Projects11068.16 Cascade Storage\Calc4ldosign.ec6 ENERCALC,INC.1983-2016,Bulld:6.i6.6.7,Ver:6.16.6,7 O:rr -• Description: Lintel-L2 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+L+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+Lr+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+S+H 9.11 11,62 39,85 43.57 0.00 5,70 0,00 38.73 +D+0.750Lr+0.750L+H 7.55 11.62 33.02 43.57 0.00 5.70 0.00 38.73 +D+0.750L+0.750S+H 8.72 11.62 38.14 43.57 0.00 5.70 0.00 38.73 +D+0.60W+H 7.55 11.62 33.02 43.57 0.15 5,70 0.65 38.73 +D+0.70E+H 7.55 11.62 33.02 43.57 0.30 5.70 1.29 38.73 +D+0.750Lr+0,750L+0,450W+H 7.55 11.62 33.02 43.57 0.11 5,70 0.48 38.73 +D+0.750L+0.750S+0.450W+H 8.72 11.62 38.14 43.57 0.11 5.70 0.48 38.73 +D+0.750L+0.750S+0.5250E+H 8.72 11.62 38.14 43,57 0.23 5.70 0.97 38.73 +0.60D+0.60W+0.60H 4.53 11.62 19,81 43,57 0.15 5.70 0.65 38.73 +0.60D+0.70E+0.60H 4.53 11.62 19.81 43.67 0.30 5.70 1.29 38.73 r D Project: CAST►40� No: �06g. F - Page: 1te McClendon Scope: E.Tc?"T e-S Ir, Date: Checked by: Engineering Inc Item: By: Wf L J L/NTL! ('Rcar,) GJ roc. = /vnbf 2 '4 pLr- DMc Project. C- SC•�fle= Srcuz�c,e' No: /�'� ��' - Page: J�" McClendon scope: St`2ucr D�=SrC,:J -__ _ Date: 4' Checked by: Engineering Inc Item: By: GJ(4 Srr1D Se Ft voo Spr-)c.w-JC-, I, 4c" 4 s ' FAX, AL u + svd x aL = CD ZS �rzov, e `�/" X Z'/z. " x /N r,A Snh C 30'' o.C, -J-o 1,510,pc F IF/2O✓f6c (Q X Z,�Z„ x IcoC.)A srvu (C� ?.0"0.0 Load Bearing Wall Members Combined Axial & Lateral Load Tables Refer to Important Table Notes on Page 9 . . . Wall Spacing 400SG350-(nWs) 650SGI62-(nills) 00 12 10.36 16.99 21,91 4.38 5,71 6.23 8,58 10.88 13.63 19.09 6,34 9.80 12.68 18,87 24,65 9.59 13.16 17,19 26,82 33,95 8 16 10.28 16.90 21.82 4.30 5,64 6.15 8.50 10,80 13.56 19.02 6.26 9.51 12.59 16.78 24.57 9.50 13.07 17.11 26.73 33.86 24 10.12 16.73 21.65 4.16 5.51 5.98 8.34 10.65 13,42 18.89 6.10 9.33 12.42 16.62 24.41 9.34 12.91 16.95 26.57 33.70 12 9.88 16,11 20,57 4.30 5.64 6.14 8.49 10,79 13.55 19.02 6.26 9.50 12.58 15.77 24.66 9.50 12.��7 16.71 28.08 32.86 9 16 9.78 16.00 20.46 4,20 5.55 6.03 8.38 10.69 13.46 18,93 6.16 9,39 12.47 16.66 24.45 9.39 12.66 16.60 25.97 32.74 24 9.57 15,78 20.24 4.01 5.38 6.81 8.17 10.49 13.27 18,74 5.94 9,15 12.24 16.43 24,23 9.17 12,45 16.39 25.75 32,53 12 9.35 15.18 19.13 4.21 5.56 6.03 8,38 10.69 13.45 18.92 6.16 9.39 12.14 16.26 23.89 9.40 12.32 16.13 25.22 31.57 10 16 9.22 15.04 18.99 4.09 5.44 5,89 B.24 10.55 13.33 18.80 6.02 9.23 11.99 16.12 23.74 9.25 12.18 16.00 25.09 31,43 24 8.97 14.76 18.72 3,84 5.22 5.60 7.95 10.28 13.07 18.55 5.74 8.93 11.70 15.82 23.46 8.97 11.91 15.73 24.81 31.15 12 8.27 13.14 16.08 3.96 5.33 5.72 8,05 10.37 13.15 18.62 5.88 8.58 11.00 14.89 21.53 8.64 11.23 14.79 23.27 28.58 12 16 8.08 12.94 15.89 _3.77 5.15 5.49 7.82 10.14 12.93 18.41 5.66 8.35 10,78 14,66 21.31 8.42 11.03 14.58 23,05 28.37 24 7.72 12.55 15,52 3.41 4.81 5,05 7,37 9.70 12.51 17.99 5.24 7.91 10.35 14.21 20.88 8.01 10.63 14.16 22.62 27.94 12 6.97 10.60 13.01 3.62 1 4.99 4.91 7.03 9.13 11.73 16.90 5.20 7,47 9.75 13.03 18.83 7.60 9,97 13,36 20.67 25.21 14 16 6.74 10.36 12.77 3.35 4,73 4.61 6.72 8.82 11.42 16.58 4.91 7.17 9.45 12.72 18.53 7.32 9,69 13.07 20,38 24,91 24 6.30 9.91 12.34 2.88 4.26 4.08 6.15 8,24 10 85 15 9714.38 6.61 8.69 12.13 17.94 6.79 19.17 12.52 19.76 24.32 12 5.70 8.44 10,40 3,16 4,50 3.98 15.75 17.54 9.79 14.21 4.29 6.30 8.43 10.98 ie.021 6.51 $.62 /1.7017.7221.68 16 16 5.44 8.18 10.16 2.83 4.17 3,60 5.41 7.19 9.43 T-3ki 3.96 5.94 8.06 10'61 15.64 6.17 8.28 11.34 17.33 21.29 24 4.97 7.71 9.68 2.296 3.60 3.11 4.81 8.57 8.79 13,13 3.39 5.32 7,40 9,94 14.95 5.56 7.65 10.6716.61 20.57 • . Wall Spacing iO 0O 00 0O ri i0 12 4.28 6.18 6.17 9.12 11.56 14.49 20.32 6.30 1 9.55 13.37 17.74 25.92 9.58 1 13.641 18,37 28.54 136,20 8 18 4.21 6.12 8.10 9.04 11,49 14.42 20,25 6,23 9.47 13.29 17.66 25.85 9.50 13.56 18.29 28.47 36.13 24 4.08 5.99 5.95 8.89 11.35 14.29 20.13 6,09 9.32 13.13 17,50 25,70 9.36 13,41 18.14 28,32 35.97 12 4.21 6.12 8,10 9.04 11.49 14.42 20.25 6.23 9.47 13.29 17.66 25.84 9.51 13.56 17.94 27.90 35.26 9 16 4.13 6.03 6.00 8.94 11.39 14.33 20.17 6.14 9.37 13.18 17.55 25.74 9.41 13.46 17.84 27.80 36.16 24 3.97 5,87 5.81 8.73 11.20 14.15 20.00 5.95 9.17 12.97 17.34 25,55 9.22 13.26 17.64 27.60 34.96 12 4.14 6.04 e.01 8.94 1 11.39 14.33 20.17 6.15 9.38 1 13,14 17.63 125,74 9.42 13.33 17.43 27.13 34,13 10 16 4.03 5.93 5.88 8.81 11.27 14.22 20.06 6.03 9.25 13.00 17.39 25.61 9.30 1 13.20 17.30 27,00 134,01 2 3.82 5.72 5.64 8.54 11.02 13.98 19.84 5.79 8.99 12.72 17.12 25.35 9.05 12.94 17.05 26.75 33.75 12 3.95 5.83 5.77 8,68 11,12 14.08 19.93 5.92 9.12 2.11 116.27 23.75 9,18 12,34 16.18 25,31 31,43 I jt 6 078 5.66 5.57 8.44 10.92 13.89 1 19.74 5.74 8,91 .90 16.05 23.55 8.99 12.14 16.99 26.11 31.23 24 3.47 5.33 5.19 8.03 10,61 13.50 19.37 5.38 8.50 11.49 15.63 23.15 8.60 11.75 15.61 24.72 30.84 12 3,68 5,52 541 8.01 10.40 13.34 19.19 5,60 8.42 10.85 14.73 21.24 8.53 11.15 14.78 23.21 28.30 14 16 3.45 5.27 5.12 7.70 10.10 13.04 18.89 5.33 8,12 10,56 14.42 20.95 8,25 10.88 14.50 22,92 28.01 24 3,03 4.81 4.61 7.12 9.52 12.47 18.30 4.83 7.56 10.02 13,64 20,40 7.72 10.36 13.98 22,36 27.46 12 3.33 5.09 4.69 6.77 8.83 11.43 16.57 6.01 7.27 1 9.62 12.73 18.53 7.46 9,84 13,28 20.38 2A,91 16 16 3.04 4,76 4.35 6.41 8.47 11.06 16.19 4.67 6.91 9.25 12.35 18,15 7.12 9.50tE1225 2 20.00 24.54 24 2,52' 4,17 3.75 5.76 7.81� 10.39 15.48 4.06 8.26 8.58 11.66 17,48 8.49 8.86 19.29 23.83 ..d Height s 12 3.51 5.38 5.56 8.48 12.13 17.37 24.73 5.90 9.00 12.88 1 18,46 30.671 9.25 1 13,25 19.03 132.87 143.12 8 16 3.48 5.34 5.51 8.43 12.08 17.32 24.68 5.85 8.95 12.83 1 18.41 30,62 9.20 13.20 18.98 1 32.82 43.06 24 3.40 517 5.42 8.34 11.96 17.21 24.59 5.76 8.85 12.73 1 18.30 30.51 9.10 13.10 18.88 32.71 42,94 12 3.48 5.35 5.52 8.44 12.08 17.32 24.69 5.85 8.96 12.83 18.41 30.62 9,20 13.21 18,99 12.82 43,06 9 16 3.44 5.30 5.46 8.38 12.02 17.25 24.62 5.80 8.90 12.77 18.34 30.55 4.14 13.14 18.92 32.75 42.98 24 3.34 5.20 5,34 8.25 11.89 17.11 24.50 5.68 837 12,6A 18,21 30.40 9.02 13.01 18.78 32.60 42.83 12 3.45 1 6.31 5.47 1 8.39 12.031 17.26 24.641 5.81 8.91 12.78 18.36 30.56 9.15 13,15 18,93 32.76 42.99 10 16 3.39 1 5.25 5.40 8.31 11,95 17.17 24.56 5.74 8.83 12.70 18.27 30.46 9.08 13.07 18.84 32.66 42.90 24 3.27 5.12 5,25 8.15 11.78 16.99 24.40 5.59 8.67 12.53 18.09 30.27 8.92 12,91 1 18.67 32.47 42.70 12 3.36 5.21 5,36 8.26 11.69 17.11 24.49 5.70 B.78 12.64 18.20 30.39 9.03 13.02 18.78 32.59 41.31 12 16 3.27 5.12 5,25 8,14 11.76 16.97 24.37 5.58 8.66 12.51 18.06 30.24 8.91 12.89 18.65 32.43 41.16 24 3.09 4.93 5.03 7.91 11.51 10.69 24,12 5,36 8.42 12.26 17.79 29.93 8.68 12.64 18,38 32.43 40.86 12 3.24 5.09 5.21 8.09 11.69 16,88 24.29 5.55 8.61 12,45 17.98 29.69 8.87 12.84 18.58 31.13 39.03 14 16 3.12 4.95 5.05 7 92 11.51 16.67 24.09 5.39 8.44 12,28 17.78 29.46 8.70 12.65 18.38 30.91 38.81 24 2.87 4.60 4,74 7.58 11.13 16.26 23.71 5.07 1 8.10 1 11.89 17.37 29.01 8,36 12.29 17.98 30.47 38,38 12 1 3.10 4.92 5.01 7.86 11.42 16.66 23,97 5.35 1 8,39 1 12.19 17.87 27.54 8.65 12,59 18,28 29.25 36.36 16 1 16 1 2.93 4.74 4.80 7.62 11.15 16.24 23.68 5.14 1 8.14 1 11.92 17.36 27,22 8.42 12.33 1 17,99 28,94 36.06 24 1 2.61 1 4,39 4.39 7.15 10.63 16.64 23,12 4.72 1 7.68 I t1.An 18.77 26.81 7.96 11,82 1 17.42 28.33 35,46 1-Deflection Exceeds L/120 3=DellecUnn Exceeds L/360 7-Deflection Exceeds L/720 2=Deflection Exceeds L/240 6=Deflection Exceeds L/600 If not noted,deflection Is less than L/720 The Steel Network,Inc. 1042016 www.steelnetwork.com 1 1-888-474-4876 Load Bearing Wall Members I Page 10 Load Bearing Wall Members Combined Axial & Lateral Load Tables Important Notes: 1. Allowable loads are based on weak axis and torsional bracing at 48"o.c.maximum for axial load calculation and continuous support of each flange for flexural calculation. 2. Sections are punched with a standard punch-out 1.5"wide located along the centerline of the web 24"o.c. 3. Allowable loads are based on checks for punched section under axial load,flexural,and shear conditions. 4. Weak axis and torsional bracing should have sufficient stiffness and strength to resist the axial load. S. The allowable axial strength for distortional buckling Is based on an assumed k'-0. 6. Lateral loads have not been modified for strength checks:full loads are applied. 7. Listed wind pressures represent calculated design wind pressure(1.OW based on 2009 or 0.6W based on 2012 IBC). 8. 15 psf and higher wind pressures have been multiplied by 0.7 for deflection determination,In accordance with footnote"f"of IBC table 1604.3.The 5 psf pressure has not been reduced for deflection checks. 9. 5 PSF is classified as live transverse loads,not wind loads,per 2009 IBC Section 1607.13 and 2012 IBC Section 1607.14. 10. Strength increase due to cold forming is Incorporated In calculating allowable loads as per AISI Specification Sec,A7.2. 11. Moment of inertia for deflection is optimized based on the maximum moment at service loads for the listed spans;therefore;span values may be greater than spans based on an effective moment of inertia listed in section property tables. 12. Contact The Steel Network If web crippling capacity values of SigmaStud'are required to check lateral end reactions. 13. Loads in tables are in kips/stud(1 kip=1,000 pounds). Psf Lateral Load Wall Spacing 00 00 12 2.96 4.29 5.62 7.18 10.41 3.22 4.82 6.50 8.30 11.99 8.95 14.50 18.29 3.07 4.47 6.87 7.58 10.98 8 16 2,68 4,20 5.53 7.10 10.32 3.14 4.73 6.41 8.21 11.90 8.87 14.41 18.20 2.99 4.39 5.78 7.49 10.89 24 2.73 4.04 5.31 6.93 1Q15 2.98 4.55 6,22 8.03 11 73 869 14.22 16.02 2.84 4,23 5.62 7.33 10.72 12 2.71 3.90 5.12 6.54 9.49 2.96 4.44 5.94 7.56 10.97 8.42 13.62 16.82 2.83 4.10 5.40 6.96 10,08 9 16 2.61 3.80 5.01 6.44 9.38 2.86 4.33 5.83 7.47 10.86 8.31 13.50 16.71 2.73 4.00 5.29 6.85 9.97 24 2.42 3.61 1 4.81 1 6.24 9.16 1 2.67 4.12 1 5.60 1 7.25 10.651 8.09 13.261 16.481 2.55 3.81 1 5.09 1 6.65 9.75 12 2.44 3.50 4.58 5.87 8.52 2.68 4.04 5.34 6.83 9.90 7.90 12.49 15.28 2.57 3.71 4.90 6.29 9.12 10 16 2.32 3.38 4.46 5.75 8.39 2.57 3.91 5.20 6.69 9.77 7.76 12.34 15A5 2.46 3.59 4.77 6.17 8.99 24 2.11 3,16 4.23 5.51 8.13 2.35 3.66 4.93 6.44 9.52 7.49 12.05 14.87 2.24 3.36 4.53 5,93 8.73 12 1.88 2.69 3.52 4.54 6.59 2.12 3,16 4.12 5.32 7.76 6,59 9.92 12,18 2.02 2.90 3.83 4.93 7,16 12 16 1.75 2.56 3.37 4.39 6.43 1.97 3.00 3.96 5.16 7.60 6.40 9.74 11.98 1.88 2.75 3.68 4.78 7.00 24 1.50' 2.30 3.11 4.12 6.14 1 1.727 2.71 3.85 1 4.85 7.29 1 6.05 9.38 11.64 1 1,63' 2,49 3.40 4.50 8.69 12 1.40 2.04 2.67 3.48 6,07 1.62 2.40 3.14 4,09 6.02 5.30 7.78 9.56 1.51 2.21 2.92 3.80 5.53 14 16 126" 1.89' 2.52 13.32 4,90 1.477 223 2.97 3,92 5.85 5,08 7.57 9.36 1.37" 2.08 2.78 3.83 5.35 24 1.01" 1.63" 2.25" 3.04' 4,59 1.20" 1.93" 2.667 3.60 5.52 4.69 7.18 8.99 1.11" 1.79" 2.477 3.34 5.03 12 1.03' 1,53 2,04 2.68 3.94 1.23'1 1.81 2.40 3.17 4.72 4.13 6,15 7.59 1.128 1.68' 2.23 2.94 4.31 i6 16 0.89' 1.39" 1,891 2,53' 3,77 1,06" 1.64" 2.23- 2,99 4.53 3.91 5.93 7.38 0.98" 1.53' 2.08- 2.77 4.13 24 U.65' 1,13' 1.621 2,25"1 3,46'1 0.81' 1,35r 1921 2,68" 4.21 1 3.52'1 5.53 1 6.99 1 0.733 1.26' 1.79' 2.48" 3.807 • . • Wall Spacing 362SG250-(niils) • 0O 0i •O 12 3.33 5.00 6.79 8.75 12.63 9.36 15.12 19.23 3.36 4.95 6.52 8,60 12,60 3.64 5.45 7,36 9.92 14.47 8 16 3.25 4,91 6.70 8.66 12.54 9.27 15.03 19.14 3.29 4.88 6.44 8.52 12.52 3.56 5.36 7.26 9.83 14,39 24 3,10 4.74 6.52 8.48 12.38 9.10 14.85 18.96 3.14 4.72 6.29 8.37 12.35 3.42 5.21 7.10 9.65 14.22 12 3.06 4.64 6.26 8.05 11.63 8.79 14.23 17.79 3.15 4.63 6,11 8.07 11.78 3.42 5.15 7.01 9.30 13,64 9 16 2.99 4.53 6.14 7.93 11.52 8.68 14.12 17,68 3.05 4.53 6.01 1.97 11.67 3.32 5.05 6.89 9.19 13.44 24 2.80 4.32 5.91 7.71 11.31 8,47 13,88 17.45 2.88 4.34 5.81 7.77 11.45 3.15 4.85 6.68 8.97 13.23 12 2.82 4.25 5.68 7.30 10.58 8.26 13.30 16.27 2.91 4.27 5.65 7.48 10.87 3.17 4,80 6.55 8.63 12.54 10 16 2.70 4.12 5.54 7.17 10.45 8.13 13.15 16.13 2,80 4.15 5.53 7.36 10.74 3.06 4,68 6.42 8.49 12.41 2pro, 24 2.48 3.87 5.28 6.90 10.19 7.86 12.86 15.86 2.59 3.92 5.30 7.12 10.48 2.85 4.43 6.15 8 12.15 ��D 2 2,25 3.40 4.48 5.77 8.41 7.05 10.73 13.15 2,39 3.50 4,87 6.17 8.94 2,65 4,04 5,43 7,17 10.41 12 16 9,11 323 4.31 5.60 8.24 6.87 10.54 12.97 2.25 3.34 A.51 6,01 8.76 2.50 3.87 5,25 6,98 10.23 24 1.85 2.93 3,99 5,28 1.93 6.51 10.17 12.61 1.99 3.06 4.21 5.69 8.42 2.23 3.56 4.91 6.63 9.89 12 1.74 2.60 3,43 4.46 6.55 5.75 8.44 10.37 1.88 2.73 3.69 4.84 7.04 2.11 3.21 4.30 5.66 8.28 14 16 1.591 2.42 1 3.24 4.27 6 3/ 5.b3 8.22 10.16 1.72 2.57 3.51 4.613 6.84 1.94 3.02 4.10 5.45 8,08 24 1.31e 2.11" 2.91 3.94 6.03 5 12 7.82 9.17 1,44` 2.2.77 3.18 432 6.46 1 '1.65" 2.67 3.73 5.07 7.69 12 1.33' 1.98 2,63 3.46 9.14 4,50 6,68 8.24 1.42' 2.12 2.88 3.78 5.52 1.65 2.49 3.3' 4.43 6,55 18 18 117' 1.81" 2.45 3.27 4.95 4.27 6,45_ 8.02 1,260 1.95' 2.70 3.69 5.32 1.47" 2.29 3.16 4.21 6.33 24 0.90' 1.50, 2.12" 2.94 4.61 3.86 6.04 1 7.61 1 0.98' 1.65" 2.37' 3,25' 4.94 1 1.17" 1.95° 2.76 3.83 1 5.94 1=Deflection Exceeds L/120 3-Deflection Exceeds L/360 7=Deflection rxceeds 1/720 2-Deflection Exceeds L/240 6=Deflection Exceeds L/600 If not noted,deflection is less than 1_/1LU Page 9 1 Load Bearing Wall Members www.steelnetwork.com 1 1-888-474-4876 0420161 The Steel Network,Inc. 50 a ........... .. 0 . .. . . ......... .. .�i• o . . . . . .. ..... .. .. ... .. . 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' 3 o_ . ............... �......... a• • 3 b��b��b��bbbbbbb�b��bb Mc Project: Cis CEDE- STCXZ.A(,�- No: /0619. 4-7 Page: McClendon Scope: STrZVC.T 'I�eS�c.,J Date: '�'Ar Checked by: Engineering Iric Item: By: c Jr rot)r_) -'HTI O.-S i S I tJ'F - �CTt2r t JA4l._ , Typ. - i i iv rcewQ = zC S4 + tzs,psF)( !oIli- = lgioptF T'[. W Rr 'p = 293a f 7-000 P-S, ROOF �I05 Per 150' f 2dVi cue Z �d � ZJ YX I(o" (gyp FrC� MC Project: CAS-CACNL-1 �Z✓A69 No:- �Dle f�,l� Page: Z McClendon Scope: Date: � Checked by: Engineering Inc Item: By: t_jT, /kUT(=W-ro2 B12 4JAu_ TYP. RDO(- lO f ZS NSF, �1 7 p�fi Fl ee+4° - C z�C z ra )� �d�� S D I S �c 1Cr Zv p c. F �0Z5' F �J b = W 0 2 S p c.F /Zz�CX)PS-r Z, 01 ' - ZZ � (gyp FT; DProject: )a SCE Wit= SIrXZ r4Q er No: �O(o g./ Page: McClendon Scope: S-1.00LT- Ck S I Date: Checked by: Engineering Inc Item: By: IAJTL'a4vr2 T3CC-,:, l-JAtr4. S ("AT S(-A t� (;& r fNT, STI)'J to (41 L TL = "-/0 2 5 pc F /tiJT, CiO v Wel c L PLILI.- HT T'L _ 0C,9- PLP /A)T-. STU L I c-tyl U W r4(_1, ; 'F�noF : 17 s pt.-r 'FCOCXZ = 3ee7Ct)LF "'Atc. I SrutJ� = (fps r-V Z 2 (,J ill.L ( Ch,L)� = ( sSpSF )� 11 = �cOS�LF C� ¢JttNO STvd �r C r,10 LJYJ t-L. 7 U"r SLAB I Q,, I n„ s P2Cv' �2oyiO: lU ` 10t4T DE M Project: SC #A!,,C" No: 1069•14c' Page: Stl McClendon Scope: S7 O ycr L)e L lr"O Date: ���� Checked by: Engineering Inc Item: By: wr T3 I Cp.J 772LOe-- Jo, ^j-r- Sprac�,z1G�l ( /vl►ar SC r�Q /�LT = 30' 7- CZ Z n'C-3 q, c, (rvt K4 x SLAB c M Project:—13S[ AZ!10 No: f 0676, l(p Page: S 5 McClendon Scope: ^,TIOCT D1r:S tc,a Date: � Checked by: Engineering Inc Item: ?:�D r-1 O►J C)t s c cl r13 F/ - l)L 3 Z. 7- K + o.9 K L L- - /U,0 K ✓•o r< I S K «o r F 3 'F Pa Y Rai 77- = ZCn,3K Z6,zK/ 2,,0 Ksr- i--,,z � f�)c. 5,21< t- 7-TK � 2 ,17 w- 4- L L = /O.QK f S, (� (< 5- U k S(I = Z,N e G•1 Rro,Z�:, = 3�f b'<f Z,o K F2n✓1 oO- FT<> f rEt„2 Mc Project: CA Ati STOZAC, No: /I0� , g• ( Page: 5(v McClendon Scope: S-" Otr t,n? Date: Checked by: Engineering Inc Item: By: t� = 3•riK + i 6-("k T-L tc Fq - K W R e c ►al, sk� Z,p ��sF c M Project: 1'�SC.A C�Cr `--'T Y°'+�1 J',r, :_ No: 106 5A' Page: 5-4 McClendon Scope: ST-O t-)C T' b"' G,J Date: 811tr Checked by: Engineering Inc Item: By: GJr r c,rJ F.S — 'A� L7,0 K + $,ov 5 ok = 16,0 k r� p C Sr�K } 15.0(4 { I/J K "S3r(cK c �5, I i F. C L = ,Z K 4- H, S '� �- �r r S" = 1(,p,Z K 7'L = 2J e- 1-S,9 oovocw, CA►uw III �3 DMC , Protect: C►CSC-A�— SrO2f1f if No: j� Page. McClendon Scope: _C51-120t.T ` kt-Sdc.,,Q Date: 1/4rQ Checked by: Engineering Inc Item: By: IV)— �p�a.�L5G1T►d•JS ic, nJ D L r< 31< 2,0 ksF y. 2 �g — b� = ?. K + K + o",.1 Z J"L , K j_jl�, lnK� ?"O kSF g,3 � Up Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK DE M Protect: Y4 SG'4 fJ� =�TL►2�'a C� No: IDC�t3,/!� Page: '9 McClendon Scope: S>-(2 0C-T- ISE-Sice/0 Date: 9/42 Checked by: Engineering Inc Item: By: GJT Lip T Z-,.f&-4-G., -L)(::: 51,; - tJ i M1) w ID2 ZQ iJ'r'taC� 702 t_S!Z c.r;'L RooF C GOOF /NS 8/u" p Cx D, / D ( l0(-1') = /(),4f' �— Use D-KD ( 35 ' (, / e/,d DE M �, Project: -. 15�14 f)f'_~ 2kir- rqC,E No: � �' /(( Page: 60 McClendon Scope: SIVVCT- Date: 9 1 Checked by: Engineering Inc: Item: By: CJT- �FlS� SK�.x1�z. 1.1o2tN 70,L/ 32Cc ' isp.sf ( 301) peF Mc Project: C A S SZ Q cL a 66L No: 10 6'0.1(v Pager McClendon Scope: Date: A ,1(O Checked by: Engineering Inc Item: By: w'r LPT'c'-Rl�. ANA1.�/S1S - SEISMI G ('.bEFFIC.1�iJ�'S SUM Design Maps Summary Report User-Specified Input Report Title Cascade Storage Tue August 16, 2016 14:56:22 UTC Building Code Reference Document ASCE 7-10 Standard (whid'i LAHI!es USGS hazard data avallabln in 2008) Site Coordinates 48.17825°N, 122.13456°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Stanwood EaEr1rr sl l sAt� STILL R t+cw is A Y ® Arlington 0 'Warm Beach +4 RS'IV GTOR W MIA0N 4 _ T ULAt IP RESE4Y4T�N Granite Falls USGS-Provided Output Ss = 1.061 g S,r. = 1.141 g Sps = 0.761 g SAC, ' b' SL�C, DI S1 = 0.412g 5141 = 0.655g SDI = 0.437g ADC ' i� - � S1�C r: (CITY) For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NFHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.99 1.20 0.90 1.09 0.72 0.96. O.61 0.94 0,SC 0.72 0.49 0.60 iA 0.40 0.40 0.32 0.26F 0.24 0.24 0.16 0.12 0.09 0.00 1 0.00 0.00 0.20 0.40 0.90 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period T(sec) Period.T(sec) For PGA...T. C_ and C.4 values. please view the detalned renort. �Z o- ..... J F 4 ...... ,k- co-_ `1 cam. ....... V 1 1� C? ..... . 0 o._ iL ....... } . .._.. a ----- ----------- D 6 �� Page:—<< �� Project: �-4ASCA i�[L �'.Acb t� No: �Ao(r ► McClendon Scope: ST12-0c'f' ��S1r�,►y Date: 9//( Checked by: Engineering Inc Item: By: L�"rs ►zr1 C-� D V--S,% C,'0 _ S(--!- I S ►VA i cG CS = C)'3W ff(/I-0� Cs r A0,/'it)/ I.tl Cs = 0. 13(r v = 0. /3(�' w f l)/S 1:�1 (2 t'C t2 c,,-) — /UpsF � !v�/ = IVV pLF WALL. -4 pay ( iz I(x) 13L(L�r-,t ,- 32(:� pSF 61 OV'S +- 0,7 54 17 5 PSFY, �U�/'� - �1 0 7l(OL r- 4Ja[.L- psr ( l0')( I3� 9 10 pi-tr zNb = Sto psF CIO,-(,) 0•Zs( Izspsr-410WS 07gpi-r. Zr4J` _ 7ps,- ( /t'/z�C `I) - I Sk pL-r-, cmu = 55r�� C t�'/Z )C z) = 60-05-pe-F Tbrr4L- = zz�'107 PLF /�.J �►a�c rtc�J - Ili c-�.-� Sj26 SLops►'�IIa') �- v.7S�12S ,'`)(! Ia'� = ZNQ = S(tPS', 1 0') -?s 17s-p&1c6( jl0 = C) S 9O to GMT ` L A�- Z3, 590 ��F c M �, Project: _)')SC-6NE� S�xzVAC4L - No: 1 �, 16 Page: f McClendon Scope: Date: 'f_4_ Checked by: Engineering Inc Item: By: 07- 900PCF E590 LF CM - SSpsr- 1 z 2 - I '170 PLF 32© S(opsfw ( �0') + C,zs(12f,osrY7o1 = / 0Fdp1�:Ir Ztifl Nf4t L PSG psF C II,/Zx 3) - �jDB PLr- 7-rFIAt = / 7-, 020,�� F door- = lops,= (80) - gOvpLF wA� : �sr- ( ►2 ,�( & ) Cw\J = SSpsF Cis-'�(.`I) ZG:- L-ro,oLF 3e = S(L pS►=( 60) .1Z-5pSF)L8)6) _ (r 9 8oiac.r- WA(L - 7 psF ( /0'V Q) _ 412a 0 Lr- Cwov 1v'KL6 - 22- oopLF Zrvfl = SCo p.SF �r)`� +- o,75 IZ���$�=�(F3o &-CY-19 0,c.F 'roTrA1.. Z3, �sv pLF D M Project: S cat No: 1066'* Page: 6G McClendon Sc'I": STQc�cr S rGJ Date: `WO Checked by: Engineering Inc Item: By: LV. 7T_i2 ra C__. /ki/s b rz E G rr 00 - Art rra K� Zt2p c .SCpp&I::I7 ') + U,'ZS ( c s-gelpL� Wr c = Tps►= ( 1n')4 ► 0) - :�oo ,oLr- 2r�� = 9'&psw1 '4s,) + = CoTtIt(pi-F �J�<< 7 psr= ( I C13 /Pc.f. cAAL) sspsr- ( 11 /z�C 3� - -70$ p-LF F �J Q t c T-7 V- - Q1~-Y-1 Q 73 co I- 10tF (,JRc_t _ 7PsF ( 12 'Y,19� = I S`1(r Per Sea = S(e p s F ( 13(.e,-) + 6.7T 17SPsF'� 13(c'� _ pLr- G tta - 7 psr- ( co') /(0) = l I20 Per Zr.�p = 57Q psr r' 13(P') + C) ?S 1 S pSF�( 13(c, PsF C_to l) = S 5 psr= 11 �2���� 9 p pLF rtOT77�L = Z-9) L( c M �. Project: G6SCAbt� No: Page:. (OQ McClendon Scope: ST2 UC"r -KW_ S ICA Date: 211(c Checked by: Engineering Inc Item: By: L1qTT---a-AL. "be4 IC,N - JC1Snl1 G. 34S t: S K&�Are_ - SLA"►vA VC1 r2 ,1 (2 L:c.-r l en" CA*11 so, CC k)AS ZZ)7 co PC F /7)020 rt-F lC (� SO pL r V SO[q p`F Z'J(SPLF Y = Z2(oSpcF Z3, 2 5,0 I LI 0 )0(-r V=0,134 �!=-!Src:t�c. �7c�/�z,.�vS �'�[��-1 ��r2�C_r/c►.� c M Project: STCxl-f,C�E No: IQ81 A' Page: LI S McClendon scope: STVuc T IZ St CA n) Date: //!o Checked by: Engineering Inc Item: By: (.Jr Vc-�Z-rl�r� l�I Srrz� r3 ur►c�.� 1 3s' I z-z ' Nis �rRtCnn�J HT WT 14TWT GVx Fx Roat= 3S' t4g5o PLF 1--3, zS(-) U 513ipc.F rL.1F 5(o71 a(e o, ss �c� 1 ,�L F PLF Z � $,7I t v d, z`d 8 Ll pc r- %ss/ 8 40 PL-F =I,D I N,"�So g. 1,00 Lt/&z yr tl,m H-F T C v x Fx T300 �S' C�t�0Pwc Z Ila�300 pe-F 32 2z' M,&B5 pL.r- T IO) ()4 o 0,SS 2 E3 0 PLF P = � q3Sq� �3S Z = 1, 00 4 : Z9(.g'3(OLF Cog AU CD 0- (9- DE M Project: G6SCA-bC Sl-&r-ACG t No: /0680(r Page: -70 McClendon Scope:—STq-JGr T)Y-11411z) Date: q//(,- —Checked by: Engineering Inc Item: . By: r L"oF T)p ra p H 2 w,'-) c1M ��S 1'7��2 �crra��� - GJSL�s, = S►3 pLr- t!Roat�-� `` t� Co..>SE z �v��-► �v� c�, c , ✓1 p per, p ra 14 LL rw�rJs J nLFC ��v �SJ�. zr= Z 8, Z ►s 2J = Z -4 1 p L(= 'R = S/3 pc-r- �60') / - - 70, S 2 U ' ` r:= ZU, 5zo 0 / T-� ' Pi2vVr(!5 C ; Z D 6,r4 NA I u i V- I3 L:Ami 'R 0C)f- %�eC rt, DMC Project: No: '/(� Page: McClendon Scope: ST L)r-r �tC +J Date: ����° Checked by: Engineering Inc Item: By: �'JL ti2rLr7 ZJSt'is �� (DrJS :�,l v'1-4 'r1vu ) W. f . 7-u rat c 1grX�t �x pLF La T� = PCF ( �s, s'�1z ?J = zZ Z h(-F- ,p2ov, bL�t ESR-2409 I Most Widely Accepted and Trusted Page 7 of 14 TABLE 4-MINI-V-BEAMtM DIAPHRAGM SHEAR CAPACITY(q)(piQ AND FLEXIBILITY FACTOR(F) WITH ITW BUILDEX TEKS OR I.C.H.TRAXX SCREWS"(Continued) GAUGE SIDELAPATTACHM TRAXXPATT SPAN ENT ERN 4%0" 5'•0" 8'-0" 7'-0" 8'.0" 9'-01, 10'•0" 12"o.a 4 q 290 84 260 277 275 273 272 F 9.42 +258R 8.52 +206R 7.9 +172R 7.45 +147R 7.1 +129R 6.82 +115R 6.6 +103R q 204 198 193 190 188 186 185 @ 18"o.c. 4 F 11.6 +258R 10.4 +206R 9.51 +172R 8.87 +147R 8.38 +129R 7.99 +115R 7.67 +103R @ 24"o.c. 4 q 160 154 150 147 145 143 142 F 13.6 +258R 12.1 +206R 11 +172R 10.2 +147R 9.6 +129R 9.11 +115R 8.7 +103R Mid-Span 4 q 160 128 107 91 80 71 64 F 13.6 +258R 13,7 +206R 13.7 +172R 13.8 +147R 13.9 +129R 14 +115R 14.1 4-103R @ Third Points 4 q 225 180 150 128 112 100 90 F 10.9 +258R 11 +206R 11 +172R 11.1 +147R 11.1 +129R 11.2 +115R 11.3 +103R 22 @ Quarter Points 4 q 290 232 193 166 145 129 116 F 9.42 +258R 9.47 +206R 9.51 +172R 9,56 +147R 9.6 +129R 9,65 +115R 9,69 +103R @ 12"o c 7 q 302 293 288 283 280 278 276 F 9.29 +32.2R 8.46 +25.8R 7.87 +21.5R 7.44 +18AR 7.11 +16.1R 6.85 +14.3R 6.63 +12.9R @ 18"o.c. 7 q 215 207 201 197 194 191 189 F 11.3 +32.2R 10.2 +25.8R 9.41 421.5R 8.82 +18AR 8.36 +16,1R 8 +14.3R 7.7 +12.9R q 172 163 157 153 150 148 146 @24"o.c. 7 F 13 +32.2R 11.8 +25.8R 10.8 +21,5R 10.1 +18AR 9.53 +16,iR 9.08 +14.3R 8.7 +12.9R (�Mid-Span 7 q 172 137 114 98 85 76 68 F 13 +32.2R 13.2 +25.8R 13.3 +21.5R 13.4 +18AR 13.5 +16.1R 13.6 +14.3R 13.8 +12.9R @ Third Points 7 q 237 189 157 135 118 104 94 F 10,7 +32.2R 10.7 +25.8R 10.8 +21.5R 10.9 +18AR 11 +WIR 11.1 +14,3R 11.1 +12.9R @ Quarter Points 7 q 302 241 201 172 150 133 120 F 9.29 +32.2R 9.35 + &BR 9.41 +21.5R 9,47 +18AR 9.53 +16.1 R 9.59 +14.3R 9.65 +12.9R 376 366 360 355 352 349 347 PFF 7.83 +194R 7.11 +155R 6.6 +130R 6.23 +111R 5.94 +97.2R 511 +86AR 5.53 +77.7R @ 18"O.C. 4 267 267 250 246 242 239 237 9.59 +194R 8.62 +155R 7.93 +130R 7,41 +111R 7,01 +972R 6.69 +86.4R 6.43 +77.7R 212 202 195 191 187 185 182 @ 24"o.c. 4 11.1 F 194R 9.99 +155R 9.15 +130R 8,51 +111R 8.02 +97.2R 7,62 +86AR 7.29 +77,7R @ Mid-Span 4 q 212 169 141 120 105 93 84 F 11.1 +194R 11.2 +155R 11.3 +130R 11.4 +111R 11.5 +97.2R 11.6 +86AR 11.7 +77.7R @ Third Points 4 q 294 235 195 167 146 130 117 F 9.03 +194R 9.09 +155R 9.15 +130R 9.21 +11113 9,27 +972R 9.33 +864R 9.39 +77.7R 2 oq 376 301 250 214 187 166 149 reuerterPoints 4 F 7.83 +194R 7.88 +155R 7.93 +130R 7.97 +111R 8.02 +97.2R 8.06 +86AR 8.11 +77.7R q 394 380 371 365 360 356 353 @12"o.c. 7 F 7.7 +24.3R 7.04 +19AR 6.57 +16.2R 6.22 +13.9R 6.95 +12.1R 5.73 +10.8R 5.56 +9.7R q 284 271 262 255 250 247 244 @18"o.c. 7 F 1 9.3 +24.3R 8.45 +19AR 7.83 +16.2R 7.36 +131R 6,99 +12.1R 6.69 +10.8R 6.45 +9.7R @ 24"o.c. 7 230 216 207 200FFF 195 192 189 10.7 +24.3R 9.68 +19AR 8.96 +162R 8.4 +13.9R 7.95 +12.iR 7.59 +10.8R 7.29 +9,7R @ Mid•Span 7 230 183 152 130 113 100 90 10.7 +24.3R 10.8 +19.4R 10.9 +16.2R 11 +13.9R 11.1 +12.1R 11.2 +10.8R 11.4 +9.7R@ Third Points 7 312 249 207 177 154 137 123 F 8.79 +24,3R 8.87 +19AR 8.96 +16,2R 9.04 +13.9R 9.12 +12.1R 9.2 +10.8R 9.27 +9.7R @ Quarter Points 7 q 394 1 315 1 262 224 195 173 156 F 7.7 +24.3R 1 7.77 +19AR 1 7.83 +16.2R 1 7.89 +13.9R 1 7.95 +12.1R 1 8.01 +10.8R 1 8.07 +9.7R DE MC Project: C�sG14�t% `TOQ C)t No: LA lee' Pager McClendon Scope: Date: V Checked by: Engineering Inc Item: By: LJr- C.(1i�1 Gj Sc_is; = S/3 /mac F TAG S P4-F zk35's q so Ff i p Si Tt/� 'Fj06F - /r,) �? <_ rrc (�,C, ) C�,? p 0� 4-n 'X 'l p2t�-Ya C ProductGeneral • • Thickness - Steel Components Weld Capacities TableSteel Thickness r .ale Welds Capacity .$)for In Long Welds 16 0.0179 0.0168 0-0843 25 43tf.1S 00400 57 66 639 1106 blib b49 27 0.0269 0.0283 0.0198 22 43 0,0451 33 45 601 $64 544 663 D20 0.0179 010188 0.0844 20-Drywall 54 0.0566 50 65 1188 1566 985 1202 30EQD 0.0223 0.0236 0.0820 20-Drywall 68 0,0713 50 65 1562 1072 1241 1514 30 0.0296 0.0312 0,0781 20-Drywall 91 0.1017 50 65 1269 1269 33EQS 0,0260 0.0295 0.0790 20-Structural lie 0,1242 50 65 1550 1550 33 0.0329 0.0346 0.07r>4 20-Shuclural 127_ 0.1337 50 65 1608 _ 1668 43EQS 0.0380 0.0400 0.0712 18 Table Notes T 43 0.0428 0.6451 0.0712 18 1, Capacities based on A151$100.07 Section E2.4 for fillet welds and C2.5 for Bare groove welds. 2. When connecting materiels of different steel thicknes4ea or tensile strengths,use the values that 54 0,0638 0,0566 0,0849 16 correspond to the thinner or lowar ylald material. 3. Capacities are based on Allowable Strength Design(ASD)and Include approprlato safety factors. 66 0.0677 0.0713 0.1069 14 4, We,,,Capacities see based an either vp,"or yr"diameter E60 or E70 electrodes,For thinner 9! 0.0988 0,1017 0.1525 1? mate Isis,0.030"to 0.035"diameter wins electrodes may provlda best rosults. S. psrsilel capacity Is considered to be loading In the direction of the length of the weld. 118 0.1180 0.1242 0.1863 10-SSMA 6- For welds greater than 1",equations C2,4-t and f2AQ must be chocked. 7, for flare groove welds,the effective throat of weld Is conservatively assumed to be less than 2t, 121 0,1270 0.1337 0.2005 10-SCAFCO 8. 'Flare grove weld capacity for material thicker than 0.10"requires angineuing judgement to r,NOres - - dawrmine lag or welds(w,and IN,). rhNmum thickness represents 45 percent of the deaigo thickness and Is the minimum acceptable Inickness delivered to the jobs to based on Section A2.4 of A151 SI00-07. r The tables In this catalog are calculated based on Inside corner radii listed In this table.The inside corner radius Ia the maximum of r/n-t/2 or 1.5t,truncated after the fourth decimal Vices(t- tleslpn thickness).Centerline bend radius Is calculated by adding half of the design thickness to Iletad Cornmredlus. Screw Capacities Allowablea e e r per 18 33 4b 60 33 66 .19 11 46 71i 52 bi IOU 27 33 45 111 50 122 59 131 69 139 78 150 90 D20 57 65 87 48 95 57 102 68 109 75 111 81 30EQD 57 65 122 60 133 71 141 02 152 94 164 IN 30 33 45 129 55 141 65 1b1 76 151 86 114 IN 33EQS 57 65 171 75 167 69 201 103 214 111 231 136 33 33 45 151 61 164 72 171 84 188 95 203 110 43EQS 57 66 270 102 295 121 317 140 338 159 364 184 r,l� 4 33 45 224 79 244 94 263 1DA 2 124 302 144 �(I�lr 54 50 65 455 144 496 111 534 198 570 225 613 261 e9 50 65 I 576 181 684 215 765 250 805 284 866 328 97 5o 85 821 259 976 307 1130 356 1285 405 1476 468 118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 127 50 65 1079 340 1253 404 1486 468 1689 532 1955 616 TaI/o Notes -- 1. Capacities based an AIS1 S100-07 Section E4.Sec table on page 5 for design thicknesses. 6. Tension capacity Is based on the lesser of pullout capacity In sheet closest to screw tip,or pullover 2. When connecting materials of different steel thicknesses or tensile strangtha,use the lowest values, capacity for sheet closest to screw head(based on head diameter shown).Note that for all tension Tebulal ed values assume two shests or equal thickness are connected. values shown In this table,pullover values have been reduced by 5o percent assuming eccentrically 3. Capacities are based on Allowable Strength Design(ASD)orul Include safety facto,of 3.0. loaded connections that produce a non-unlforin pull-ovar fares on the fastener. 4, Where rnultipls faecsnars arc used,screws are assumed to have a center-to-center spacing of at 7. Mlghar values,.especially for screw strength,may be obtained by specifying screws from a specific (east 3 times the nominal diameter(d) manufacturer.See manufacturer's data for specific allowable values and Installation Instructions. 5, Screws are asauniad to have a center-of•screw to edge-of steel dimension or at least 1,5 times the nominal diameter(tl)of I he screw. Load Paths All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural Members.The 2007 edition (here after referred to as simply "NASPEC"). Illustrations of load Instructions are amongst their relative product load tables located throughout this catalog. Figure to the right demonstrates different types of load directions mentioned In this catalog. • Fl = Out-of-plane lateral load • F2 = In-Plane lateral load • F3 = Direct vertical and uplift load t SEAFCO. • • r DE Project: _ASC-/ LL No: /O�cb; Page: '75 McClendon Scope: �x. r 'it) -s�c+ Date: 'Wee Checked by: Engineering Inc Item: By: wr l noae ►-� pHe. 7M X��S iJ�rz ��no�a GJ /&&l f F CICt��►�� ao zr G 3, ace 0 rt2-OVI OLC 5 COw')C WT Wit_ c.uv PLW3' or W3 FORMLOKT"' ■ 5 in. TOTAL SLAB DEPTH Normal Weight Concrete Maximum Unshored Clear Span(ft-In.) Concrete Properties Deck Number of Deck Spans Density Uniform Weight Uniform Volume Compressive Gage 1 2 g (pcf) (psf) (yd3/100 ft2) Strength,V.(psi) 22 10'-0" 10'-7" 10'-r 145 42.3 1.080 3000 21 10'-11" 11'4" 12--1" Notes,. - 20 11'-7" 12'4" 12'-10" 1.Volumes and weights do not include allowance for deflection. 2.Wei his are for concrete only and do not include weight of steel deck, 19 12'-1" 13'-0" 14'-2" 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 12'-5" 14'-10" 14'-7" 16 13'-1" 16'-4" 15'-4" Shoring is required for spans greater than those shown above.See Footnote 1 on page.69 for required hearing. Allowable Superimposed Loads (psf) Deck Number of Span(ft-In.) Gage Deck Spans 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'.0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'.0" 15'.0" 16'-0" v� 1 254 229 208 190 176 120 108 97 88 79 72 65 58 48 39 22 2 254 229 208 190 175 161 108 97 88 79 72 65 58 48 39 3 254 229 208 190 175 161 108 97 88 79 72 65 68 48 39 1 274 248 225 206 189 174 120 108 98 89 81 73 66 55 45 21 2 274 248 225 206 189 174 161 160 96 89 81 73 66 55 45 3 274 248 225 206 189 174 181 150 140 89 81 73 66 55 45 1 294 265 241 220 202 187 173 180 108 98 88 81 -74 81 51 20 2 294 265 241 220 202 187 173 160 149 98 89 81 74 61 51 3 294 _266_241 220 202 187 173 160 149 _ 140 89 81 74 61 51 1 333 301 274 250 230 212 191 172 155 116 106 97 89 75 63 19 2 333 301 274 260 230 212 191 172 155 140 126 115 89 75 - 63 3 333 301 274 260 230 212 191 172 185 140 126 115 104 75 _63 1 370 334 304 278 255 232 268 187 169 134 122 112 103 88 74 18 2 310 334 304 278 255 232 208 187 169 153 139 126 115 88 74 3 370 334 304 278 265 232 208 187 169 153 139 126 115 88 74 1 400 400 365 333 299 268 241 217 197 178 162 143 132 113 95 16 2 400 400 365 333 299 268 241 217 197 176 162 148 135 113 95 3 400 400 365 333 299 268 241 217 197 178 162 148 135 113 F 95 See footnotes on page 69. Shoring required in shaded areas to right of heavy line, Allowable Diaphragm Shear Strengths,q(plQ and Flexibility Factors, F(in./lb.x 106) Attachment Deck Span(ft-in.) Pattern Gage 81-01, 8'-6" 9'-0" 91-61, 10'-0" 10'-8" IV-0" 1V-6" 12'-0" 12'-6" 13.0" 13'-6" 14'.0" 16'.0" 161-0" 22 q 1608 1694 1683 1673 1566 1557 1550 1544 1538 1532 1527 1523 1618 1511 1504 21 q 1605 1592 1580 1570 1560 1552 1544 1637 1530 1524 1619 1514 1509 1500 1493 � q 1608 1693 1580 1569 1559 549 1541 1533 1526 1520 1513 1508 1503 1493 1485 36/3 19 q 1618 1002 1587 1573 61 1550 1540 1531 1523 1515 1508 1502 1496 1485 1475 18 q 1634 1615 1596 1583 1569 1557 1546 1535 1526 1517 1509 1502 1495 1482 1472 16 q 1679_1855 1633 1614 1597 1562 1568 1565_1643 1632 1622 15_13 1604 14_89 1475 22 q 1708 1686 1866 1648 1633 1618 1605 1593 1583 1572 1563 1555 1547 1532 1520 21 q 1729 1704 1683 1663 1646 1630 1616 1602 1590 1579 1569 1560 1651 1635 1621 36/4 20 q 1750 1724 1700 1679 1660 1643 1627 1613 1600 1588 1577 1567 1557 1540 1525 19 q 1801 1770 1742 1718 1696 1675 1657 1640 1625 1611 1598 1586 1576 1565 1537 18 q 1854 1819 1787 1759 1734 1711 1690 1671 1654 1638 1623 1609 1597 1674 1654 16 q 1973 1929 1890 1865 1823 1795 1769 W45 1723 1703 1684 1667 1661 1623 1598 See footnotes on page 89. -- 70 VF5 VERCO DECKING,INC. www.vercodeck.com Mc Project.. 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F q33 3-o 7v .o 770.0 Z ).2 &C).q Zs8 303 z, I ZLlv• 0 ScAl,0 5-1.9 1 291(p tl33 3-o Z<-o.o 7 so. 0 7c).2 2�a Zs3 /tg 2sv•0 0 - 5715 A 433 3.p z &v, o 2C.3 CQ�^•�! 2� a 70T r .5 76-0.0 390.0 Ss,q �3. 1 28 0 y33 3.0 Zoo.6 0 (0.0 ?C).3 ec v-9 Z88 / fir 1 , 1 Z7o•0 29-710 53 .3 s01Cp Zq,A Z-13: /3�.o 023v. o Flo,0 2v.3� 60,9 pp liq a 3v M F90.0 P370.o 70,3 (C.aC) 3 C1. LI 2 g c�. o l l ta,c� L 6-cl 19, (o 31 rl G/CQ� 3 `790,v z 27 ,1 Z ,C� 3 ►$ SI Z, 8 3od. 3 c/s,7 1 zS.O 32 f3 c� 0 3 r�. 0 1 2�ry �ay.a l�r.a 33 q rl 325,7 Z5 t-f0 18.7 ti519 �.3- �s / /0 Z 9��, �a�, 3 r y, g /0. y 3& 32qa Z2, - I V4,3 e158.s 3-� /80 q,L/ � 38 ► I-7- (c,s 3os.3 I q�5 G13,� L12, 3 1�i 39.►� 3'3� 2,3 2CoY €3 (�09.0 �19,� IIW,S` 39 6 0 c 8•Z 1 8S,C? 3 3(elf 50, '� Z2. 39C, l r0 (o.l / if,v 761.5' Sv, ?og, 3 410 ►a 175, 60,9 I sir, 3 ! v(Os 55, 7 yo e ! 2S (p,g 13s. 5- 9 3s, 0 ss.-� 55Z 3.q Z-zq"6 517,s t8 -ZC. 15s.0 395I &T, s lCrg, 7 12 (04 Cog, T e-153, 1 �3 I'?zo ?5 3 ZWs,v 6CoNq MC v� i Project: C ASC Y��t SM2_l�G�t No: Page: McClendon Scope: ST(7 Oci- 1 pate: WA' Checked by: Engineering Inc Item: By: /'J' Z to Ft or-N L I)I K}p 4Kv.(4 G)ILA I tj fl L L ✓42 L f� L,J K XF r X yr-T t x L/y /; l l o o 5`-S (-/(eO,S 7-q, L 5-:H, 3 t1y8 /d3 S",o 2g .0 921. � /d3 51(C e-/s�.�! tf( /03 S •CC S.o 2ta•O s z 531,0 147 /9, / ss". 10(oq io3• /980 &OY. 3 8 5o X - 85, os e-/ CnC�f'3 y = 50 , 4 MC Project. ' CSGA�lr STUcZ �l�' No: lOC�B./Cc Page: i McClendon Scope: STaucr t>y-si4rJ Date: 7N? Checked by: Engineering Inc Item: By: t-Jr OF xFT w x yF r I-)Y zs 5-z.10 S/, 7yo i3 S� oo y 1,50 r-zcl, � 3&.0 992 lls,oao ZZ,o /0, /w � SAS S� ,o 3i � J(c,zr� 2v. o / ozo C Z 70 ZI -4 0 23, 71 0 ZZef3 311, DL.( s �Z z27 3 X - l YD. q ' )/ = /016 6'37 /22-q3 DE M Project: la SC/4 tw- S11t}2 fAG t No: I�� ,l� Page: 82 McClendon Scope: �T(7UC.T Date: Checked by: Engineering Inc Item: By: W T it)4 'fitOoz Z�fAp�-,1?.Aeari — RIC, ,�� (Lr G&ry rt-fz. OF mri t l FCccYz G ra c L S �/� ��r2LCrfc�'a SHt7�2, = C3G�1�1 PLF Y32(0) McClendon Engineering, Inc Title: Cascade Storage Job# 1068.16 Ow 1412 W. Idaho Street Suite 240 Dsgnr: WT Date:Boise,Idaho 83702 Description R3 McClendon Scope: Rigid Diaphragm Analysis Engineering_Inc lien"5bb3b'f user:Kw-0807747.ver5.5.0,1-Dec-2003 Rigid Diaphragm Torsional Analysis (c)1983.2003 ENERCAI C Errginoorinp SoNwaro shear walla-ecw Calculations Description Second Floor- Rigid General information Y-Y Axis Shear 984,00 k Min, X Axis Ecc 5.00 % X Axis Center of Mass 140.50 ft X-X Axis Shear 412.00 k Min.Y Axis Ecc 5.00 % Y Axis Center of Mass 46.90 it ...Shears are applied on each axis separately Max X Dimension 326.00 ft Max Y Dimension 104.00 ft Wall Data Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E in ft ft ft ft deg CCW Fixity 1 8.000 100,000 11.000 0.330 50.000 90.0 Fix-Pin 1.0 2 6.000 39.330 11.000 20.000 20,300 90.0 Fix-Pin 1.0 3 6.000 57.330 11.000 20.000 74.800 90.0 Fix-Pin 1.0 4 6.000 39.330 11,000 40.000 20.300 90.0 Fix-Pin 1.0 5 6.000 57.330 11.000 40.000 74.800 90.0 Flx-Pin 1.0 6 6,000 39,330 11.000 60.000 20.300 90.0 Fix-Pin 1.0 7 6.000 57.330 11.000 60.000 74.800 90.0 Fix-Pin 1.0 8 &000 39.330 11.000 80.000 20.300 90.0 Fix-Pin 1.0 9 6.000 57.330 11,000 80.000 74.800 90.0 Fix-Pin 1.0 10 6.000 39.330 11.000 100,000 20.300 90,0 Fix-Pin 1.0 11 6.000 57.330 11.000 100.000 74.800 90.0 Fix-Pin 1'0 12 6.000 39.330 11.000 120.000 20.300 90.0 Fix-Pin 1.0 13 6.000 5.000 11.000 120,000 48.500 90.0 Fix-Pin 1.0 14 8.000 12.000 11.000 119.670 57.000 90.0 Fix-Pin 1.0 15 6.000 39.330 11,000 140,000 20.300 90.0 Fix-Pin 1.0 16 6.000 9.330 11.000 140.000 50.670 90.0 Fix-Pin 1.0 17 8.000 7.330 11.000 140.330 58.830 90.0 Fix-Pin 1.0 18 6.000 39.330 11.000 160,000 20.300 90.0 Fix-Pin 1.0 19 6.000 9.330 11.000 160.000 50.670 90.0 Fix-Pin 1.0 20 8.000 7.330 11.000 159.670 58.830 90.0 Fix-Pin 1.0 21 6.000 39.330 11.000 180.000 20.300 90.0 Fix-Pin 1.0 22 6.000 5.000 11.000 180.000 48.500 90.0 Fix-Pin 1.0 23 8.000 12.000 11.000 180.330 57.000 90.0 Fix-Pin 1.0 24 6.000 39.330 11.000 200.000 20.300 90,0 Fix-Pin 1.0 25 6.000 5.000 11.000 200.000 48.500 90.0 Fix-Pin 1.0 26 8.000 39.330 11.000 199,670 70.670 90.0 Fix-Pin 1.0 27 6.000 39.330 11.000 220.000 20.300 90.0 Fix-Pin 1.0 28 6.000 35.830 11.000 220,000 64.000 90.0 Fix-Pin 1.0 29 6.000 39.330 11.000 240.000 20.300 90.0 Fix-Pin 1.0 30 6.000 27.500 11000 240.000 59.830 90.0 Fix-Pin 1.0 31 6.000 39.330 11.000 260.000 20,300 90.0 Fix-Pin 1.0 32 6.000 18.830 11.000 260.000 55.400 90.0 Fix-Pin 1.0 33 6.000 39.330 11.000 280.000 20.300 90.0 Fix-Pin 1.0 34 6.000 10.330 11.000 280.000 51.200 90.0 Fix-Pin 1.0 35 6.000 39.330 11.000 290.000 20.300 90.0 Fix-Pin 1.0 36 6.000 14.330 11.000 300.000 7.830 90.0 Fix-Pin 1.0 37 8.000 14.670 11.000 306.670 0.330 0.0 Fix-Pin 1.0 38 6.000 293.830 11.000 147.330 20.160 0.0 Fix-Pin 1.0 39 8.000 10.670 11.000 304.670 43.670 0.0 Fix-Pin 1.0 40 6,000 30.330 11.000 264.830 49.830 0.0 Fix-Pin 1.0 41 8.000 30.000 11.000 185.000 50.670 0.0 Fix-Pin 1.0 McClendon Engineering, Inc Title: Cascade Storage Job# 1068,16 ME 1412 W. Idaho Street, Suite 240 Dsgnr: WT Date: C Boise, Idaho 83702 Description McClendon Scope: Rigid Diaphragm Analysis _Engineering Inc Rev 580002 user KW-OW7747,Vat 5.8q 1-Dec-2003 Rigid Diaphragm Torsional Analysis (c)iMI-2003 ENERCALC Engineering Software shear walla xw Caladat ona I'i Description Second Floor- Rigid 42 8.000 10,000 11.000 115.000 50.670 0.0 Fix-Pin 1.0 43 8.000 11.330 11,000 154,330 55.670 0.0 Fix-Pin 1.0 44 8.000 11.330 11.000 135.500 55,670 010 Fix-Pin 1.0 45 6.000 50.160 11.000 224.830 59.830 0.0 Fix-Pin 1'0 46 8.000 20.000 11000 155.000 62.830 0,0 Fix-Pin 1.0 47 8.000 10.000 11.000 115.000 62.830 0.0 Fix-Pin 1.0 48 6,000 100.000 11.000 59.830 74.160 0.0 Fix-Pin 1.0 49 8.000 9.330 11,000 5,000 75.330 0.0 Fix-Pin 1.0 50 8,000 52.330 11.000 110.330 77,830 90.0 Fix-Pin 1.0 51 8,000 44,670 11,000 189.670 72.670 90.0 Fix-Pin 1.0 52 8.000 12.830 11.000 195,250 93.000 156.8 Fix-Pin 1.0 53 8.000 22.750 11.000 289.830 52.750 156.8 Fix-Pin 10 Calculated Wall Forces Load Location for Maximum Forces Direct Shears k Torsional Shears k Final Max. Label Wall Shear X ft Y Length Thick Length Thick k 1 -1.577 0.000 106.835 -0.005 2.549 -0.000 109.384 2 -1.577 0.000 28.691 -0.001 0.577 0.000 29.268 3 -1.577 0.000 44,307 -0.001 0.891 -0.000 45.198 4 -1.577 0.000 28.691 -0.001 0.468 0.000 29.159 5 -1.577 0.000 44.307 -0.001 0.723 -0.000 45.030 6 -1.577 0.000 28.691 -0,001 0.359 0.000 29.060 7 -1.577 0.000 44.307 -0.001 0,554 -0.000 44.861 8 -1,577 0.000 28.691 -0.001 0.250 0.000 28.941 9 -1.577 0.000 44.307 -0,001 0.386 -0,000 44.693 10 -1.577 0.000 28.691 -0.001 0141 0,000 28.832 11 -1.577 0.000 44,307 -0.001 0.217 -0.000 44.524 12 -1.577 0.000 28.691 -0,001 0,032 0,000 28.722 13 -1.577 0.000 0.490 -0.000 0,001 -0.000 0.490 14 -1.577 0.000 5.743 -0.001 0,007 -0.000 5.750 15 31.023 0.000 28.691 -0.001 1,527 -0.004 30.217 16 31.023 0.000 2.451 -0.000 0.130 0.000 2.581 17 31.023 0.000 1.807 -0.000 0,098 0.001 1.906 18 31.023 0.000 28.691 -0.001 3,673 -0,004 32.364 19 31.023 0.000 2.451 -0,000 0.314 0.000 2.765 20 31,023 0.000 1.807 -0.000 0.229 0.001 2.037 21 31.023 0.000 28.691 -0.001 5.820 -0.004 34.511 22 31.023 0.000 0.490 -0,000 0,099 0.000 0.589 23 31.023 0.000 5.743 -0.001 1.172 0.002 6.915 24 31.023 0,000 28,691 -0.001 7.966 -0.004 36.667 25 31.023 0.000 0.490 -0.000 0.136 0.000 0.626 26 31.023 0.000 38.254 -0.002 10.575 0.011 48.829 27 31.023 0.000 28,691 -0.001 10.113 -0.004 38.804 28 31.023 0.000 25.582 -0.001 9.017 0.003 34.600 29 31.023 0.000 28.691 -0.001 12.260 -0.004 40.951 30 31.023 0.000 18.060 -0.001 7,717 0.002 25.778 31 31,023 0.000 28.691 -0.001 14.406 -0.004 43.097 32 31.023 0.000 10.128 -0.000 5.085 0.001 15.213 33 31.023 0.000 28.691 -0.001 16.553 -0,004 45.244 34 31.023 0,000 3.101 -0.000 1.789 0.000 4.890 35 31.023 0.000 28.691 -0.001 17.626 -0.004 46.317 McClendon Engineering, Inc Title: Cascade Storage Job# 1068.16 Dsgnr: WT Date: 04� 1412 W. Idaho Street, Suite 240 Boise,Idaho 83702 Description 18 S McClendon Scope: Rigid Diaphragm Analysis Enginoering Inc 'ter &M User.KW-0607'747,ver5.8.0,1-Dec-2oo3 Rigid Diaphragm Torsional Analysis(c)1983 2oD3 ENERCALC Engineering Software g 1 27 �7 shear walle.sewCelculatlons Description Second Floor- Rigid 36 31.023 0.000 8.177 -0.000 4.026 -0.002 10.204 37 0.000 -1.261 -7.441 0.000 -0.023 0.000 -7.465 38 0.000 -1.261 -206,569 0.003 -0.347 0,000 -206.916 39 0.000 9.139 -3.840 0.000 -0.001 -0.002 -3.841 40 0.000 9.139 -17.817 0.000 -0.065 -0.002 -17.882 41 0,000 9.139 -23.412 0,001 -0.096 -0.002 -23.508 42 0.000 9.139 -3.315 0.000 -0.014 0.000 -3.329 43 0.000 9.139 -4.383 0.000 -0.030 -0.000 -4.413 44 0,000 9.139 -4.383 0.000 -0.030 -0,000 -4.413 45 0.000 9.139 -32.938 0.000 -0.297 -0.003 -33.235 46 0,000 9.139 -12.883 0.000 -0.137 -0.001 -13.019 47 0,000 9,139 -3,315 0.000 -0,035 0.000 -3.351 48 0.000 9.139 -69.183 0.001 -1.153 0.003 -70.337 49 0 000 9.139 -2.822 0.000 -0.049 0.001 -2.870 50 -1.577 0,000 53.359 -0.003 0.157 -0.001 53.616 51 31.023 0.000 44.509 -0.002 10.638 0.013 56.147 52 0.000 9,139 5.226 2.223 0,223 -0,023 6.450 53 0.000 9.139 14.460 6.164 0.618 0.205 16.078 Summary Distance to Center of Rigidity 125.777ft Controlling Eccentricities&Forces from Applied Y-Y Shear Y Distance to Center of Rigidity 42.961 ft Xcm+(Min%'MaxX)-X-cr = 31.023 ft Torsion= 30,526.51 k-ft Xcm-(Min%'MaxX)-X-cr = -1.577 ft Torsion= -1,551.89 k-ft X Accidental Eccentricity 16.300 ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 5.200 ft Ycm+(Min%"MaxY)-Y-cr = 9.139 ft Torsion= 3,765.07 k-ft Ycm-(Min%"MaxY)-Y-cr = -1.261 ft Torsion= -519.73 k-ft 140.511,46.90) 9� 42444444444�'�'4�4444444 0 c} �W—f-F a .ems . cr LL ctisI T. . a- bbbbbbbbbbbb�bb�bbd��� Mc , Project: C ODE= STt`a2ot� No: 1668 Page: 616 McClendon Scope: S1"4Z (-)Cr- Date: 9//r Checked by: Engine,ering Inc Item: By: Wr IU�S �IQ�c-�-tc* ��1,C,� STwn) /Z, u" hc-r= F20 I, ��� (2) 2lo C��l 'P3U, pFl�kcs t.,7�12,, r�r1S-7 •U!~2 S�'�✓=1G���Jcy L Sib(, e +?p /`4, g3r 91 -4o' v : ZVI I-►�r /� �c� �Z� Z CP C,/A Pau DMC Project: ��SG S -�'�C�k No: �U�c'f �(,^ Page: gL Scope: cTQ Jc 'i LPL S Icer, Date: ` AC Checked by: McClendon Engineering Inc Item: By: ��T 1J�S pl2�cr7c�r 7,r: S/% (0L-r- yr L_ .—Sol 130 SI 20 s, / 3c) , Z 4P C�,4 P R u ' Pra ,�J tr rol rE:n-) Sp�A C i ,—)Gj °, S,L)t� L *' ( ptt- Mt,-rn- L t-Ji,) Tk&�4e 1) -LT, &31-t/A r qr-: t2 �3y Px-F (ys 12- 1q, ZlaS I/ZC�s v toL-F qD TABLE 12--ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' W-10' "U" PANEL RASE TYPICAL SIRFLAP SHEAR SHEAR SHEAR STFEL 1 HICKNESS DFCKSPANa FASTFNFR' No' VALUE"' VALUL'"" STIFFNESS, Prnml iypn Gauge Inch (feel) SPACING(INCHCS) SFISMIC(PLF) WIND(PLF) C(klpa par inch) 29 0.0133 402'-0" 12 5 256 272 2.292 29 0.0133 2@4'-0" 12 3 153 163 1.621 "U" Panel 29 0.0133 303'-0" 12 4 182 193 2.106 29 0.0133 5@2'-0" 12 6 245 261 2.865 29 0.0133 206'-0" 12 3 123 131 1.812 29 0,0133 4@2'-0" 20 5 241 256 2.292 29 0.0133 2@4'-0" 20 3 144 154 1.621 "U" Panel 29 0,0133 3@3'-0" 20 4 171 182 2,106 29 0.0133 5@2'-0" 20 6 231 246 2.865 29 0.0133 2@5'-0" 20 3 116 123 1.812 26 0.0176 402'-0" 12 Y 5 375 399 3.033 L`.�/ 0.0176 _2@4'-0". 12 3 228 239 2.145 "U" Panel 26 0.0176 `3@3--0" 12 4 267 284 2,786 26 0.0176 5@2'4" 12 6 360 383 3.792 ,:::2i:,' 0.0176 2 6-0". 12 3 180 ) 191 2.398 26 0,0176 4 c62'-0" 20 5 353 376 3.033 26 0.0176 2@4'4" 20 3 212 225 2.145 "U" Panel 26 0.0176 3@3--0" 20 4 251 267 2.786 26 0,0176 5 c02'-0" 20 6 339 361 3,792 26 0.0176 2@5'-0" 20 3 170 180 1 2.398 TABLE 13--ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' 15'-16' U' PANEL BASE TYPICAL. SIDELAP SHEAR SHEAR SHEAR STEEL THICKNESS UHCK SPANa FASTENER' No' VALUE""' VALUE""" STIFFNESS' f m,el Typo Gouge Inch (feel) SPACING(INCHES) SEISMIC(PLF) WIND(PLF) G(kipe per Inch) 29 0.0133 5@3'4" 12 6 164 174 3.509 29 0,0133 3@64" 12 4 109 116 2.718 "U" Panel 29 0.0133 8@2'-0" 12 9 230 245 4.584 29 0.0133 4@4'-0" 12 5 128 136 3.242 29 0.0133 5@3'-0" 20 6 154 164 3,509 29 0.0133 3@5'-0" 20 4 103 109 2.718 "U" Panel 29 0.0133 8@2'-0" 20 9 217 231 4.584 29 0.0133 4@4'4" 20 5 120 128 3.242 26 0.0176 5@3--0" 12 6 240 255 4.644 26 0.0176 3(95'4" 12 4 160 170 3,597 "U" Panel 26 0.0176 8@2'-0" 12 9 338 369 6.067 26 0.0176 4@4--0" 12 5 188 199 4.290 26 0.0176 5@3'-0" 20 6 226 240 4.644 26 0.0176 3@5'-0" 20 4 161 160 3.597 "U" Panel 26 0.0176 8@2'-0" 20 9 318 338 6.067 26 1 0.0176 4@4'-0" 20 5 177 188 4.290 qi c o Jul 1 . o-- N� o- OL bb�b��dbbbbbbbbbbbbbbb qz QQQ�Q���QQQQ��QQQ�QQQ� c}— o- a N o-- a- a � o-- bbbbbbbbbbbbbbbb��bbbb c M � � � Project: L-+aSCr�iJc —zTG°2CaC�t� No: ���U Page: 92 McClendon Scope: Date: WA, Checked by: Engineering Inc Item: By: GJr 1 tD t2 f �� �r'D32K � �i2v, � �, ir�iQ D� r� �F+, �n)r1L �,� �.7✓�cc. ��SJ Y i HT G. _ 4-8 (�c Lz) 18 GA M i,,O, V- TS��-r-i r''f4,\)1:z GJ/ !Z" SrDcrLr�P 1�r �Hn�L>.XT' 14 -LGr-J PLF -> 17-08pe-F J 2UVr l�L i J/��v11' ��S MA I ESR-2409 I Most Widely Accepted and Trusted Page 8 of 14 TABLE 4--MINI-V-BEAMTM DIAPHRAGM SHEAR CAPACITY(q)(plf)AND FLEXIBILITY FACTOR(F) WITH 17W BUILDER TEKS OR I.C.H.TRAXX SCREWS"(Continued) GAUGE SIDELAP TRAXX SPAN ATTACHMENT PATTERN 4'-0" 6'-0" 8'4" 7'-0" 8'-0" 9'-0" 10'-0" T q 570 550 537 527 520 51 611 L 12"o.c- a F 5.85 +125R 533 +99.9R 4.97 +83.3R 4.7 +71 AR 4.49 +62AR 4.32 + 55.5R 4.18 +50R OQ q 411 391 378 369 362 356 352 18"o.r.. 4 F 7.08 +125R 6.42 +99.9R 5.94 +83.3R 5.58 +71.4R 5.29 +62AR 5.06 +55,5R 4.87 +5OR 24"o.c. 4 q 332 312 299 290 283 277 273 (� F 8.13 +125R 7.37 +99,91R 6,81 +83,3R 6.38 +71 AR 6.03 +62.4R 5.75 +55.5R 5.52 +50R (�Mid Span 4 q 332 264 220 188 164 145 130 F 8.13 +125R 8.22 +99.9R 8.31 +83.3R 8.39 +71 AR 8.48 +62AR 8,56 +55.5R 8.65 +5OR Third Points 4 q 451 360 299 256 223 198 178 F 16.69 +125R 6.75 +99.9R 6.81 +83.3R 6,87 +71 AR 6.93 +62AR 6.99 +55.5R 7.06 +50R @ QuarterPoints 4 q 570 455 378 323 283 251 225 8 F 5.85 +125R 5.89 +99.9R 5,94 +83.3R 5.99 +71 AR 6.03 +62AR 5.08 +55.5R 6.12 +5OR 12 O.C. q 04 577 559 546 536 529 623 .cam- ✓ F 5.72 + 15.6R 5.27 +12.5R 4.94 +10AR 4.69 +8.91R 4.5 +7.8R 4.34 +6.9R 4.21 +6.2R @ 18"ox, 7 q 446 418 400 387 378 370 364 F 6.81 +15.61R 6.26 +12.5R 5.85 +10AR 5.53 +8.9R 5,27 +7.8R 5.07 +6.913 4,89 +6.213 ®24"o.c. 7 q 367 339 321 308 298 291 285 F 7.71 +15.6R 7.1 +12.5R 6.63 +10AR 0.27 +8.9R 5,97 +7,8R 5.72 +6.9R 5.51 +6.2R Mid-Span 7 q 367 292 242 206 179 159 142 F 7.71 +15.6R 7.82 +12.5R 7.94 +10AR 8.05 +8.9R 8.16 +7.8R 8.27 +6.9R 8.38 +6.2R ®Third Points 7 q 1 486 387 321 274 239 211 190 F 16.47 +15.6R 6.55 +12.5R 6,63 +10AR 6.71 +8,9R 6.79 +7,8R 6,87 +6,9R 6.96 +6,2R FaQuairterPoInts 7q 604 482 400 342 298 264 237 QuarterPofnts 7 F 15.72 +15.61R 1 5.79 + 12.5R 5.85 + 10AR 5.91 +8.9R 5.97 +7.8R 6.03 +6.9R 6.09 +6.2R For SI:1 Inch=25.4 mm,1 foot=304.8 mm,1 plf= 14.594 N/m. Table Notes: Iq=Allowable diaphragm shear In pounds per lineal foot. IR=Ratio of vertical load span of the deck to length of each deck panel. 3F=Flexibility Factor The average micro-inches a diaphragm web will deflect in a span of 1 foot under a shear of 1 pound per foot. 412atterns of TEKS&ICH TRAXX screw fastenings to supports members are shown In Figure 2. 5The spacing of screws,ao In feet(m),fastening sheet to structural framing along a flute transferring shear to a chord,strut,or other element parallel to the flutes must be: ao=25,000t125/q (1.9t'25/q)for No.26 gauge decks and &=22,000t12 I q (1,60 25/q)for No,24,No.22,No.20 and No.18 gauge decks. where: t=thickness of deck in inches q=required design shear(allowable stress design)at shear transfer,In plf eNo Increase in stress is permitted for wind or seismic forces. rTEKS&ICH TRAXX screws must be type#12-24 for sheet to framing and#12-14 for sheet to sheet ASee Table 2 for diaphragm flexibility limitations, TABLE 5-HR-381°AND BOX RIB'""SECTION PROPERTIES" DECK WEIGHT BASE METALPOSITIVE POSITIVE NEGATIVE NEGATIVE TYPE GAUGE (pan THICKNESS S(in.) I(In.`) S(In.) (in.) HR-36?m 29 0.74 0,0139 0.062 0.058 0 055 0.059 26 0,98 0,0186 0 090 0.083 0 084 0 084 BOX RIBIm 1 26 0.95 0,0183 0 066 0,057 0 065 0 071 For SI:1 Inch=26.4 mm,1 psi=6894 Pa, 1 psf=47.88 Pa. 'Tabulated values are based on a 1-foot-wide section. 7Properties are based on 75 percent of 80,000 psi yield strength. (Tonslle strength=82,000 psi) 3AII section properties are not values. DE M a . Project: 5 No: /O�n�. /(� Page: I , McClendon Scope: ;d"2vc r 'L L11 �� Date: �� Checked by: Engineering Inc Item: By: G,�r Qrr - 0E- P&N6 OC)P� G Jru— L.04 L - CM v Iz psr- PSF D-ycas 7e0 K c, = 1,o t L� Ji oo L� = SPi� or 1. npM, k0.' 1,04 Lr r 12. Kc, /, fZ- j< O psF' nsb:� FP(AAI lu� (3p%F USE c M Project: CP45C-bi t- STY16e-ficic No: �L�Cc�. JCS Page: Tf McClendon Scope: Date: ���� Checked by: Engineering Inc Item: By: CJ �JT �; ' � t,J n�L S � aZ►aC-�:� � fr Uc.M t � ���a,^� ( �+ 11� J o' ,� i2' 55PCr Ft.va� D Lr Z(5 Lc NsF)( I o'/Z� sU 010 LF ��t) • 1 2 50 pLF Tl. Z 00 3 pL-F SLZ� L ivrj2 G.a L e.. p-,�,- pvr McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer; WT Prolect ID. 1068.16 Mc Boise,Idaho 83702 Project Descr: 0 208.342.2919 McClendon Engineering Inc Mason Slender Wall File■M;IIIMcEProjects12016Projects11068,16CascadeStoregelCalcsldesign.ec8� . ENERCALC,INC.1983-2016,Bulld:6.16,61,Ver:6.16,6,7 111 oMCCLENDON ENGINEERING Description: CMU Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom,Wall Thickness 8 In Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Minimum Vertical Steel% = 0.0020 Em=f m" = 900.0 Lower Level Rebar,.. Max%of p bal. = 0.1112 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32.0 in Block Weight Medium Weight Upper Level Rebar. .. Wall Weight = 55.0 psf Bar Size # 5 Wall is grouted at rebar cells only Bar Spacing 32.0 in Two-Story Wall Dimensions A 1st Story Height = 11.0 ft I - B 2nd Story Height = 12.0 It C +i C Parapet height = 1.0 ftEll — Wall Support Condition Top& Bottom Pinned Initial Lateral Disp.Q Top Support In B Zed A1�glicleiil. A Vertical Loads _ Vertical Uniform Loads,,, (Applied per foot of Strlp Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity in 0.0550 0,1380 klft Concentric Load klft Mid-Height Vertical Uniform Loads. .. r App+led per loot of Seip Widuil DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W;Wind Ledger Load Eccentricity 6.0 in 0.560 1.250 klft Concentric Load klft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 15.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 14.0 psf Fp 1.0 = 14.0 psf McClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Project ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 McClendon Engineering Inc Mason Slender Wall Fife=M-TWE Projects12016 Projects41068.16 Cascade StorsgelCalceWesign.ec6 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver.6.16.8.7 i.00MCCLENDON ENGINEERING ' Description: CMU Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values.-,. PASS Moment Capacity Check Maximum Bending Stress Ratio a 0.2776 +1.20D+0.50Lr+1.60L+1.60H Max Mu -0.5845 k-ft Phi*Mn 2.106 k-ft PASS Service Defection Check Actual Defl,Ratio U 1,796 Allowable Dell.Ratio 150 W Only Max.Deflection 0.08018 in PASS Axial Load Check Max Pu I Ag 62.745 psi Max.Allow.Defl. 0.960 in +1.20D+1,60L+0.50S+1,60H Location 10.817 ft 0.2*fm 300.0 psi MASS Reinforcing Limit Check Controlling As/bd 0.002541 Aslbd 0.1112 rho bal 0.1116 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.08295 k Base Horizontal +D+0.750L+0.750S+0.5250E+H 0,08745 k Mid-Ht Horizontal W Only 0.2193 k Vertical Reaction +D+L+H 3.185 k Design Maximum Combinations-Moments Results reported for"Strip Width"-12 In. Axial Load Moment Values 0.8 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D+1.60H at 10.63 to 11.00 1.890 17 640 046 0.35 0.90 2.34 0.116 0.0025 0.1109 +1.20D+0,50Lr+1,60L+1.60H at 10.63 to 11. 3.620 17 640 046 0.73 0.90 2.75 0.116 0.0025 0.1103 +1.20D+1.60L+0.50S+1.60H at 10,63 to 11.0 3,689 17.640 046 073 0.90 2.77 0,116 0.0025 0,1103 +1.20D+1.60Lr+0.50L+1.60H at 10.63 to 11. 2.245 17.640 0.46 0.55 0.90 2.43 0,116 0.0025 0.1108 +1,20D+1.60Lr+0,50W+1,60H at 7,33 to 7.70 1.838 17,640 0.46 0.22 0.90 2.33 0.116 0.0025 0.1109 +1.20D+0.50L+1,60S+1.60H at 10.63 to 11.0 2.466 17,640 046 0.55 0.90 2.48 0.116 0,0025 0.1107 +1.20D+1.60S+0.50W+1.60H at 7.33 to 7.70 2.059 17.640 0.46 0.22 0.90 2.38 0.116 0.0025 0.1109 +1,20D+0,50Lr+0.50L+W+•1.60H at 6.97 to 7. 2.487 17.640 0.46 0.41 Ho 2.49 0.116 0.0025 0.1107 +1.20D+0.50L+0.50S+W+1.60H at 6.97 to 7.3 2.556 17.640 0.46 0.41 0.90 2.50 0,116 0.0025 0,1107 +1.352D+0.50L+0.70S+E+1.60H at 7.70 to 8. 2.765 17.640 0.46 0.44 0.90 2.55 0.116 0.0025 0.1106 +0,90D+W+0,90H at 11.00 to 11,40 0.693 17.640 0.46 0.27 0.90 2.05 0.116 0.0025 0.1112 +0.7478D+E+0.90H at 11.00 to 11.40 0.576 17,640 0.46 0.25 0.90 2.02 0.116 0,0026 0.1112 Design Maximum Combinations•Deflections Results reported for"Strip Width"s 12 In. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio I I +D+H at 15.80 to 16.20 0.506 0.46 0.01 342.40 28.08 342.400 0.008 17,449.3 +D+L+H at 16.20 to 16,60 0A84 046 0,12 342.40 31.08 342.400 0.076 1,906.7 +D+Lr+H at 15.80 to 16.20 0.506 0.46 0.01 342.40 28.08 342,400 0.008 17,449.3 +D+S+H at 15.80 to 16.20 0.644 0.46 0,01 342.40 28.42 342.400 0.008 17,431.6 +0+0.750Lr+0.750L+H at 15.80 to 16.20 0.506 0.46 0,08 342.40 30.38 342.400 0.049 2,919.4 +D+0.750L+0.750S+H at 15.80 to 16.20 0.610 0.46 0.08 342.40 30.63 342.400 0.049 2,929.8 +D+0,60W+H at 17.80 to 18.20 0,396 0.46 0.08 342.40 27.82 342.400 0.038 3,828.5 +D+0.70E4.H at 17.80 to 18.20 0,396 0.46 0,09 342A0 27.82 342,400 0.041 3,494.3 +D+0.750Lr+0.750L+0.450W+H at 6.60 to 6.9 2.510 0.46 0.43 342.40 30.09 342.400 0.026 5,061.7 +D+0.750L+0,750S+0A50W+H at 6.60 to 6.97 2,613 0.46 0.43 342.40 30.33 342.400 0.026 5,069.3 +D+0.750L+0.750S+0.5250E+H at 6.60 to 6.9 2,613 0.46 0.43 342.40 30.33 342,400 0,026 5,091.5 +0.60D+0.60W+0,601-1 at 17,80 to 18.20 0.238 0.46 0.08 342.40 26.20 342.400 0.043 3,346.6 +0.60D+0.70E+0,60H at 17.80 to 18,20 0,238 046 0.09 342.40 26,20 342A00 0.047 3,074.1 D Only at 15.80 to 16.20 0.506 0.46 0.01 342.40 28.08 342,400 0.008 17,449.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 oMcClendon Engineering,Inc Project Title: Cascade Storage E 1412 W.Idaho Street,Suite 240 Engineer: WT Prolect ID: 1068.16 MC Boise,Idaho 83702 Project Descr: 208-342-2919 C)q McClendon Engineering Inc Mason Slender Wall File=WINcEProjects12016Projects11068.16CascadeStoragelCalcsWeslgn,ec6 Masonry ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver.6.16,6.7 0.i0MCCLENDON ENGINEERING Description: CMU Wall Design Maximum Combinations-Deflections Results reported for"Strip Width"-1z in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio L Only at 15.80 to 16.20 0.000 0.46 0.04 342.40 26.96 342,400 0.031 4,701.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 17.80 to 18.20 0,000 0.46 0.14 342.40 23.68 342,400 0,080 1,795.9 E Only at 17.80 to 18.20 0.000 0.46 0.14 342.40 23.68 342.400 0.076 1,893.8 0,000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical C Wall Base +0+1­1 0.0 0.022 0.00 1.935 +D+L+H 0.1 0.045 0.02 3.185 +D+Lr+H 0.0 0,022 0,00 1.935 +D+S+H 0.0 0.022 0.00 2.013 +D+0,750Lr+0,750L+H 0.1 0,046 0.01 2.873 +D+0.150L+0.750S+H 0.1 0.046 0.01 2.976 +D+0.60W+H 0.1 0.109 0.05 1.935 +D+0.70E+H 0.1 0.121 0.05 1.935 +D+0.750Lr+0.750L+0.450W+H 0.1 0.048 0.03 2.872 +D+0,750L+0,7508+0,450W+H 0.1 0.048 0.03 2.976 +D+0.750L+0.750S+0.5250E+H 0.1 0.056 0.03 2.976 +0.60D+0.60W 460H 0.0 0.118 0,05 1.161 +0.60D+0.70E+0.60H 0.1 0,129 0.05 1.161 D Only 0.0 0.022 0,00 1.935 Lr Only 0.0 0.000 0.00 0.000 L Only 0.1 0.045 0.01 1.250 S Only 0.0 0,000 0.00 0.138 W Only 0.1 0.219 0.08 0.000 E Only 0.1 0.204 0.08 0.000 H Only 0.0 0.000 0.00 0.000 DE M Project: C/1S�C kl c+CGct No: /�<� /!� Page: ink' McClendon Scope: ST2ucr !'L.SIGry Date: 91/4 Checked by: Engineering Inc Item: _ By: '� = S5, 1 S f`` � F�crvl 7?i 4 r(� �� vt-��-t. 1-��J�►��y� S iS= 6,T ►5 k /`/q, 6,7, 21 = J 235" pl-F 2T = l2D� pz. F 'p,20V,t>c_= lc-f 6 M f3 L X p A ry. lOc i �(p Ole-, i , Simpson Strong-Tie*Anchoring and Fastening Systoms for Goncroto and Masonry Mr,rX, Me , Strong-Bolt° 2 Design Information - Masonry m Carbon-Steel Strong-BoltO 2 Tension and Shear Loads In 8" Lightwright, Medium-Weight and Normal-Weight Grout-Filled CMU Load f ` 1 1 Dist. Spacing :, Anchor Installed in the Face of the CMU Wall(See Figure 1) ' 1/4 14 18/4 4 12 12 8 1,150 230 1,500 300 (6.4) (45) (5.4) (305) (305) (203) (5.1) (1.0) (6.7) (1.3) % % 2% 20 12 12 8 2,185 435 3,875 775 (9.5) (67) (27.1) (305) (305) (203) (9.7) (1.9) (17.2) (3.4) rA 12 8 2,645 530 5,055 1,010 (12.� (89) (47.5) (305) (305) (203) (11.8) (2.4) (22.5) (4.5) % 4% 55 20 20 8 4,400 890 81816 11765 O (1 (111 V4,6) (508) (508) (203) (19.8) (4.0) (39.4 0/4 �� /4 100 20 20 8 5,240 1,050 12,450 T17 90 U (19.1 (133) (135,6) (508) (508) (203) (23.3) (43) (55,4) .1) r- 1, a tabulated allowable loads a sed on a safety factor of 5.0 for Installation under the IBC < and IRC. 4'minimum Critical edge distance 2.Listed loads rlkny be opplled to installations on the face of the CMU wall at least 1 y4 Inch away edge distance (see lead table) Installation from headjoints. F In this area 3.Values for 8-inch-wide concrete masonry units(CMU)with a minimum spoclllod cornpressivu for reduced strength of masonry,1'm,at 28 days is 1.600 psi. allowable loload able y •E 4,Embedment depth Is mcasuroed from the outside face of the concrete masonry unit. - 5.Tension and shear loads may be combined using the parabolic Interaction equation In-11), 6,Refer to allowable load adjustment factors for edge distance and spacing on page 163. V 7.Allowable loads may be Increased 3314%for short-term loading due to wind forces or seismic 4'minimum C� forces where permitted by code. '-dnd distance G Critical end - distance (see load table) No Installation within VA'DI head Joint Installallous In this area lot full allowable load capacity Figure 1 Carbon-Steel Strong-Bolt"2 Tension and Shear Loads In �g� ® � Mm Z 8" Lightweight, Medium-weight and Normal-Weight Grout-Filled CMU I Tension Load Shear Load Skm ofill oil Mitt.Embed, install, Min.Edge. Critical End Critical Edge In. Ula Depth. To : 1 1 F In. rIn. � Ultimate Allownblo Ultimate Allowable Ullimale Allowable Anchor Installed in Cell Opening or Web(Top of Wall)(Soe Figure 2) 1/2 , 31/2 35 1 V4 12 8 2,080 415 1.165 235 3,360 670 } (89) (47.5) (45) (306) (203) (9.3) (1.8) (b 2) (1.0) (14,9) (3.0) 4% 55 1V4 12 8 3.200 640 1,370 275 3,845 770 (15.9) % (111) (74.6) (45) (305) (203) (141) (2,8) (61) (1,2) (17.1) (3.4) 1.The tabulated allowable loads are based on a safely factor of 6.0 for installallon under the 00 and IRC. 2.Valuer,for 8-inch-wide concrole masonry units(CMU)with a minimum specified compressive strength of masonry,I,,,,at 28 days is 1,500 psi. 1 g%`Edge 3.Tension and shear loads may be combined using the parabolic interaction equation(n 4.Refer to allowable load adjustment factors for edge distance and spacing on page 163. 5,Allowable loads may be increased 33'A%for short-term loading due to wind forcet;or sei9nlic forces where permitted by code. °- p ° a .° End 0 oe 'See page 12 for an explanation of the load table icons. Figure 2 161 mj McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK i ! M Fire Resistance 3907 REGISTERED B lla���l 2 boMETAL BUILDING MANUFACTURERS ASSOCIATION* PETER W.SCHROEDER JA N 2 9 2018 STATE OF WASHINGTON See Wallboard Gypsum (CKNX) Category for C.Cementitious Backer Units*- Y2 or 5/8 in. names of Classified Companies of'/2 in. or 5/s in thick, square edge boards, attached to steel thick wallboard. See below for Classified company studs over gypsum sheathing with 1 5/8 in. of 3/4 in. thick wallboard long, Type S-12, corrosion resistant, self-tap- ping wafer head steel screws,spaced 8 in.O.C. United States Gypsum Co.— Studs spaced a max. of 16 in. O.C. Joints cov- ULTRACODE or Type IP-X3 ered with glass fiber mesh tape. 4. Wallboard, Gypsum* (As an alternate to sid- United States Gypsum Co.- ing, steel siding, brick veneer, or 5/8 in. thick Durock Exterior Cement Board or wallboards in Item 4)-Nom. 3/4 in.thick. Durock Cement Board United States Gypsum Co.-Type AR TEC Inc.-Type TEC United States Gypsum Co.-Type WSX 6. Fasteners (Not Shown) - Screws used to attached wallboard to studs: self-tapping bugle 5. Gypsum Sheathing-For exterior walls,X or head sheet steel type, spaced 12 in. O.C. First 5k in.thick exterior regular gypsum sheathing layer Type S- 12 by 1 in. long for '/2 and 5/8 in. applied vertically and attached to studs and thick wallboard and 1 '/4 in.long for 3/4 in. thick runner tracks with 1 in. long type S-12 bugle wallboard. Second layer Type S-12 by 1 5/8 in. head screws spaced 12 in. O.C. along studs long for 'h in. and 5/8 in. thick wallboards and and tracks. One of the following exterior fac- 2 '/4 in. long for 3/4 in. thick wallboard. Third ings are to be applied over the gypsum sheath- layer Type S-12 by 1 7/8 in. long. ing. A. Siding,Brick,or Stucco—Aluminum sid- 7. Batts and Blankets* - Placed in stud cavities ing, steel siding, brick veneer, or stucco of all exterior walls.May or may not be used in attached to studs over gypsum sheathing and interior walls.Any glass fiber or mineral wool Batt material bearing the UL Classification meeting the requirements of local code agen-ties. When amin. 3 /4 in. thick brick veneer Marking as to Fire Resistance,of a thickness to facing is used, the Exterior Wall Rating is completely fill stud cavity. See Batts and applicable with exposure on either face. Brick Blankets (BZJZ) Category for names of Classified Companies. veneer wall attached to studs with corrugated metal wall ties attached to each stud with steel screws, not more than each sixth course of g• Joint Tape and Compound (Not Shown) - Vinyl or casein, dry or premixed joint com- brick. pound applied in two coats to joints and screw- B. Mineral and Fiber Boards* - Exterior heads of out layer. Perforated paper tape, 2 in. hardboard paneling, chemically treated over wide, embedded in first layer of compound gypsum sheathing with primed or finished over all joints of outer layer. face,7/16 in.thick by 48 in.wide.Attached to studs over gypsum sheathing with 1 7/8 in. *Bearing the UL Classification Marking long bugle head TEK fasteners 16 in. O.C. at the intermediate supports. Or, exterior lap sid- Additional Information: ing, chemically treated, 7/16 in.thick by 8 in. Metal Building Manufacturers Association, Inc. or 12 in.wide.Attached to studs with 1 7/8 in. 1300 Sumner Avenue - Cleveland, Ohio 44115-2851 long, bugle head Type TEK fasteners at each 216-241-7333 - 216-241-0105 (fax) lap. Panels lapped minimum 1 in. Email: mbma@mbma.com Masonite Corp.-Type FT Website: www.mbma.com Metal Building Manufacturers Association MBMA.com MBMRFire Resistance 3901 REGISTERED Bulletin ARCHITECT 2 METAL BUILDING MANUFACTURERS ASSOCIATION*) PETER W.SCHROEDER I STATE OF WASHINGTON 2. Steel Studs - Corrosion-protected steel studs, both sides of studs or by welded or bolted con- min. 3 1/2 in. wide,min.No.20 GSG(0.036 in. nections designed in accordance with the AISI thick) galvanized steel or No. 20 MSG (0.033 specifications. in. thick) primed steel, cold-formed, shall be designed in accordance with the current edition Lateral Support Members (Not shown) - of the Specification for the Design of Cold- Where required for lateral support of studs, Formed Steel Structural Members by the support may be provided by means of steel American Iron and Steel Institute. All design straps,channels or other similar means as spec- details enhancing the structural integrity of the ified in the design of a particular steel stud wall wall assembly, including the axial design load system. of the studs, shall be as specified by the steel stud designer and/or producer, and shall meet Wallboard, Gypsum* - Gypsum wallboard the requirements of all applicable local code bearing the UL Classification Marking as to agencies.The max.stud spacing of wall assem- Fire Resistance. Applied vertically with joints blies shall not exceed 24 in. O.C. (or 16 in. between layers staggered. Outer layer of 3 O.C. -See Item 5c). Studs attached to floor and layer construction may be applied horizontally. ceiling tracks with 1/2 in. long Type S-12 pan The thickness and number of layers and per- head, self-drilling, self-tapping steel screws on cent of design load for the 45 min., 1 hr., 1 '/z hr and 2 hr ratings are as follows: Interior Walls (Wallboard Protection Both Sides of Wall) Number of Layers an Rating Thickness of Boards in Each Layer Percent of Design Load 45 min. 1 layer, /2 in. thick 1 U 1 hour * 1 layer, 5/8 in. thick 100 2 h r. 2 layers, '2 in. thick 2 hours * 2 layers, 518 in. thick 80 layers, 2 in. thick or 100 * 2 layers, 1/4 in. thick 100 *Ratings applicable to assemblies serving as exterior walls where Classified fire resistive gypsum sheathing type wallboard is substituted on the exterior face. Exterior Walls (Wallboard Protection On Interior Side of Wall) Number of Layers an Rating Thickness of Boards in Each Layer Percent of Design Load 45 min. 1 layer, 5/ti in. thick 100 1 hour " 2 layers, 1/2 in. thick 100 z h r. 1 layers, b/8 In. thick 2 hours * 3 layers, 1/2 in. thick or 100 layers, in. thick *Bearing the UL Classification Marking Continued on next page Metal Building Manufacturers Association MBMA.com • r Fire Resistance ;;901 REGISTERED ARCHITECT Bulletin 2, METAL BUILDING MANUFACTURERS AS50CIATION"I PETER W.SCHROEDER STATE OF WASHINGTGN 1. Column Protection - See Design Nos. X524 Design No.U425 and X530 for column protection. (For Exterior Walls,Ratings Applicable For Exposure To Fire On Interior Face Only) 2. Girts- "Z" or"C" shape girts fabricated from (See Items 4 and 5) 0.056 to 0.120 in.thick steel.Girts shall be 6 to Bearing Wall Rating-45 Min., 1, 1 1/2 or 2 HR. 10 in. deep with 2 '/2 to 3 in. flanges. INTERIOR WALL 3. Girt Clips - Fabricated from min. 0.115 in. 4 2 thick steel, angles may be bolted to columns _ with '/2 by 1 '/2 in. bolts and nuts or may be plates shop-welded to columns. 4. Steel Wall Panels -No. 26 MSG min. coated steel. HORIZONTAL SECTION 5. Wall Construction-See Design No.U425 for EXTERIOR WALL details. a.Top of the wall shall be against the underside of roof deck. b. All openings between top of wall and roof 01. deck are to be tilled with UL Classified miner- , &ill, uoe t FIRE I sloe al wool or glass fiber insulation. c. Steel studs in accordance with the specifica- HORIZONTAL SECTION tions in Design No.U425. HORIZONTAL SECTION 6. Subgirts-Min. 0.020 in. (25 gauge)thick gal- vanized steel, 1 5/16 in. wide on top and 1. Steel Floor and Ceiling Tracks(Not Shown) 2 3/4 in.wide at bottom by 7/8 in.deep(hat sec- -Top and bottom tracks of wall assemblies tion), spaced 48 in. O.C. max. shall consist of steel members,min.No. 20 GSG(0.036 in.thick)galvanized steel or No. 20 MSG (0.033 in. thick)primed steel,that *Bearing the UL Classification Marking provide a sound structural connection between steel studs, and to adjacent assemblies such as a floor, ceiling, and/or other walls.Attached to floor and ceiling assemblies with steel fasten- ers spaced not greater than 24 in. O.C. Continued on next page Metal Building Manufacturers Association MBMA.com Fire Resistance 3901 REGISTERED MRARCHITECT Bulletin 2 METAL BUILDING MANUFACTURERS ASSOCIATION* PETER W.SCHROEDER STATE OF WASHINGTDN Fire Resistance Ratings for Exterior Walls U. L. Tested and Classified For I and 2 Hours Insurance Bulletin No. 5 explains how insurance The same requirement is in the Standard Building rates for metal buildings are affected by exterior Code published by the Southern Building Code wall construction. Fire Resistive Bulletin #1 (for- Congress International, hic. (Table 600, note i). merly listed as Insurance Bulletin #6) explains U.L.Design No. U425 details the wall construction how insurance rates can be improved by using U.L. and gypsum wallboard protection. U.L. Design tested and classified 1, 1 %2 and 2-hour fire protect- U42.5 is also included in this bulletin. ed columns. As with the fire rated columns, MBMA considers Through meetings and discussions with Insurance this a breakthrough in fire protection research of Services Office headquarters and through field great importance to the designers and users of eco- experience it was determined that although the pro- nomical light steel frame buildings. tected columns were providing an improved insur- ance rate, they were still not producing rates that Design No. U489 would be directly competitive with buildings with Bearing Wall Rating- 1, 1 '/z and 2 Hr. concrete block exterior walls. Therefore, the MBMA Committee on Fire Protection and Related Insurance Matters undertook an engineering analy- sis and testing program to establish fire resistant D ( D rated exterior walls. B a ` E E These walls are listed by Underwriters Laboratories, Inc. in the 1996 Fire Resistance Directory as U.L. Design No. U489. _ In addition to improving fire insurance rates, fire T resistant exterior rated walls are helpful in meeting building code requirements, including lot line sep- aration and set-back requirements. The BOCA National Building Code published by the Building SECTION A-A SECTON 0-9 SECT"C-C Officials and Code Administrators International, , Inc. require that exterior walls having a 5 foot or less fire separation to the closest interior lot line,to , the centerline of a street or public way or to an imaginary line between two buildings on the same SECTION D-D SECTION E-E property, be rated for exposure to fire from both sides. Where the fire separation distance is greater than 5 feet, the exterior wall needs only be rated from the inside (Section 705.2). Continued on next page Note: This bulletin was previously released as Insurance Bulletin#16 Metal Building Manufacturers Association MBMA.com Permit#: 1038 Permit Date: 06/01/16 Permit Type: COMMERCIAL BUILDING Project Name: Cascade NW Self Storage Applicant Name: Jason McDaniel Applicant Address: 165 Beachwood Ave Applicant, City, State, Zip: Camano Island,WA 98292 Contact: Jason McDaniel Phone: 425-231-0989 Email:jasonmcdaniel@live.com Scope of Work: Retail and Self Storage Valuation: 4000000.00 Square Feet: 77412 Number of Stories: 3 Construction Type: Occupancy Group: ID Code: Permit Issued: 05/08/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052100305400 4125 172ND ST NE 172ND HOLDINGS 189 Other LLC Residential Contractors Contractor Primary Contact Phone Address Contractor Type License License Jason McDaniel Jason McDaniel 425-231-0989 165 Beachwood Ave APPLICANT Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status CMU GROUT POUR 12/05/2022 CO2.FOOTINGS ONGOING S/I TO BE 08/18/2017 *Not Assigned Approved ONSITE 06/05/2018 C20.BUILDING 06/05/2018 BUILDING Completed FINAL Drywall of stair towers 04/05/2018 C20.BUILDING complete with minor 04/03/2018 BUILDING Approved FINAL corrections.Corrections complete 4/11/18.KO. Office,bathroom& 03/19/2018 Inspection maintenance room insulation 03/16/2018 BUILDING Approved approved. 02/15/2018 Inspection Office framing approved 02/13/2018 BUILDING Approved 2/13/18 O1/26/2018 Inspection All steel framing approved 01/26/2018 BUILDING Approved OK to cover 3rd floor pan decking wire 11/21/2017 C20.BUILDING mesh complete North end 11/17/2017 BUILDING Approved FINAL from stairwell approved to pour. 3rd floor pan decking wire 11/21/2017 C20.BUILDING mesh complete North end 11/17/2017 BUILDING Approved FINAL from stairwell approved to pour. 1 st floor insulation complete 11/14/2017 Inspection main corridor. 11/14/2017 BUILDING Approved 3rd floor pan decking wire 11/08/2017 C20.BUILDING mesh complete South end 11/06/2017 BUILDING Approved FINAL from stairwell approved to pour. C20.BUILDING First floor separation wall 10/23/2017 FINAL insulation complete W side 10/23/2017 Approved 1/3 complete East side 10/04/2017 Inspection First floor light gauge steel 10/04/2017 BUILDING Approved framing approved Plan Reviews Date Review Type Description Assigned To Review Status 09/12/2016 COMMERCIAL BUILDING BUILDING COMMERCIAL Structural plans and engineering reviewed and match the 09/12/2016 BUILDING design criteria.Permit can be issued once the door issue is z.Christopher Young resolved. Fees Fee Description Notes Amount Building Permit Table 4-1 valuation 4 million $23,029.19 Building Plan Review Table 4-2 .65 plan review $14,968.97 State Surcharge- 1st DU Residential- 1st Unit $4.50 Total $38,002.66 Attached Letters Date Letter Description 05/04/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 05/08/2017 Jason McDaniel 64615538 cc $38,002.66 Outstanding Balance $0.00 Notes Date Note Created By: 05/31/2017 Emailed that the permit is ready to issue.KF Kristin Foster 09/23/2016 Traffic mitigation fees have been paid as a part of the civil permit.KF Kristin Foster 09/09/2016 Received foundation plans,structural plans and structural calculations.KF Kristin Foster 06/01/2016 Contractor TBD.KF Kristin Foster 06/01/2016 Plans received on 5/27/16 ALL-Al1.0,RCP-1,EG-1,and LA-1.KF Kristin Foster Uploaded Files Date File Name 06/11/2018 3599091-Cascade NW Self Storage Certificate of Occupancy..pdf 03/22/2018 3180240-IMG 1969.jpg 03/22/2018 3180236-IMG 1968.jpg 03/22/2018 3180211-Cascade NW self storage janitor room blue board.jgg 02/01/2018 3004528-Fire Resistance Bulletin.pdf 05/15/2017 2287034-Ltr to Richard Stephens 05-15-17.pdf 05/08/2017 2270637-1038 Issued Permit.pdf 09/29/2016 1868554-Cascade NW Bldg Struct 9-9-2016 Partl.pdf 09/29/2016 1868555-Cascade NW Bldg Struct 9-9-2016 Part2.pdf 09/29/2016 1868550-Final Structural Calculations Part4.pdf 09/29/2016 1868551-Final Structural Calculations Partl.pdf 09/29/2016 1868548-Final Structural Calculations Part2.pdf 09/29/2016 1868549-Final Structural Calculations Part3.pdf 09/12/2016 1836333-S l.O.pdf 09/12/2016 1836336-52.1.1.pdf 09/12/2016 1836337-S2.1.2.pdf 09/12/2016 1836338-S2.2.1.pdf 09/12/2016 1836339-52.2.2.pdf 09/12/2016 1836340-S3.0.pdf 09/12/2016 1836327-53.1.pdf 09/12/2016 1836328-53.2.pdf 09/12/2016 1836329-S4.1.1.pdf 09/12/2016 1836330-54.1.2.pdf 09/12/2016 1836331-S4.2.1.pdf 09/12/2016 1836332-S4.2.2.pdf 07/18/2016 1736441-AU16-0018 ARLINGTON PERMIT NUMBER 1038.msg 07/18/2016 1736440-1038 NW Cascade Marysville Comments 7-18-16.pdf 06/28/2016 1700517-1038 NW Cascade Marysville Comments 6-27-16.pdf 06/17/2016 1682619-1038 NREC.pdf 06/01/2016 1652513-1038 Application.pdf Date: 04/02/2026 Permit#: 1038 Permit Date: 06/01/2016 Review Date: 09/12/2016 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 09/19/2016 Scheduled 00:00 Time: Completed 10/04/2016 Date: Description: Structural plans and engineering reviewed and match the design criteria. Permit can be issued once the door issue is resolved. Review Status: Assigned To: z.Christopher Young Time In: 00:00 Time Out: 00:00 Hours: 3.0 Property Information Parcel#: 31052100305400 172ND HOLDINGS LLC 172ND HOLDINGS LLC 165 BEACHWOOD AVE 4125 172ND ST NE CAMANO ISLAND, WA 98282 Zoning: 189 Other ResidentialLot: Block: 0 Bailey, Duskin & Peiffle, P.S. ATTORNEYS AT LAW STEVEN J.PEIFFLE 103 NORTH STREET PHONE(360)435-2168 Steve@snolaw.com POST OFFICE BOX 188 FAX (360)435-6060 ARLINGTON,WA 98223-0188 May 15, 2017 Mr. Richard Stephens Stephens & Kling, LLP 10900 NE 8th Street, Suite 1325 Bellevue, WA 98004 Via email and USPS to: stephens(a.sklegal.pro Re: McDaniel/Cascade Northwest Self Storage — City of Arlington Our File No. 27-679 Dear Mr. Stephens: Mr. McDaniel's consultant (Kent Boyd) last week provided City staff with a newly written letter from Christopher Young which purported to be an explanation or interpretation pertaining to the City's permit process. Because Christopher Young is no longer employed by or working for the City, he has absolutely no standing or legal authority to speak on behalf of the City, or to provide advice to Mr. McDaniel or his contractors regarding the development project. Any and all questions your client has regarding this project need to be addressed to current City staff. We request that you immediately forward a copy of this letter to Mr. McDaniel to ensure that this is made clear to him and to his contractors. Very truly yours, BAILEY, DUSKIN & PEIFFLE, P.S. Steve J. eiffle SJP/emn cc: Brad Cattle, Esq. client RECEIPT �A r CITY OF MARYSVILLE 80 COLUMBIA AVE. 666 MARYSVILLE,WA 98270 (360)363-8000 4125 172ND ST NE Arlington, Wa 98223 Permit No: UT16-0091 UTILITY/W&S RURAL Receipt No: R13586 Fee Description Account Fee Amount FILING FEE ADMIN / FILING FEE 4006 $ 20.00 METER DROP IN 5/8 X 3/4 4003 $ 500.00 SEWER-COMM OUTSIDE CITY RETAIL 4004 $ 2,080.00 SEWER INSPECTION 4005 $ 100.00 UTIL RECOVERIES SEWER-CITY 4008 $ 3,057.91 WATER W/FIRE PROTECTION OUTSIDE CITY 0 -2000 GPM 4002 $ 14,892.54 Total Fees Paid: $ 20,650.45 Date Paid: 05/08/2017 Paid By: 172ND HOLDINGS, LLC Pay Method: CREDIT CARD Received By: Bianca Finance UT16-0091 PERMIT FOR SEWER SERVICE AGREEMENT TO PAY THEREFORE, AND PROVIDING FOR A LIEN NAME: 172ND HOLDINGS, LLC ADDRESS: 165 BEACHWOOD AVE Camano Island, WA 98282 To the City of Marysville, Marysville,Washington: I hereby apply for sanitary sewer service and will pay for same, and will be governed in accordance with rules and regulations of the Utilities Department, and according to all stipulations and regulations as to repairs or replacement of mains as per Ordinance No. 559 of the City of Marysville, or other ordinances pertaining to sanitary sewers, now or hereafter in effect. Site Address: 4125 172ND ST NE Billing Info: W&S RURAL Plat: Cascade NW Storage Lot: 3-054 Division: McDaniel This application,although signed,shall not be binding upon the City,until approved by the City. The undersigned,as owner or agent,of the above described premises hereby agrees as follows: 1. That the cost of any extension of the sewer service,renewal,replacement or repair to reach and serve the property described shall be borne by myself or assigns as owner or owners of the premises. 2. That all pipes and other connecting equipment outside the property line shall,after their installation,be and become the property of the City of Marysville, subject to all its ordinances pertaining to sewer service. 3. That the City of Marysville,its officers and agents shall have the right of ingress and egress to go upon the premises and property described for the purpose of inspection,connecting,or disconnecting the service or for such other purposes as the service may require. It is also understood,during the time that any of their service mains may be out of service by reason of any improvements authorized by the City of Marysville, in any street or alley or other location in which they may have been laid,the City will not be required to furnish service during the progress of such improvements to any consumer whose supply may thus be cut off,or be liable for any damages for its failure so to do. In consideration of the possible granting of an extension of credit for water service, I do hereby grant a lien on the property above described for delinquent and unpaid charges for water,and hereby wave the four(4)months limitation of such lien as provided in Chapter 135 of the Session Laws, 1933, of the State of Washington,and extend said liens until all delinquencies are paid,and further agree to pay all sums due,or to become due,on such account within a reasonable time as may be determined by the Council of said City of Marysville, and that any payments made shall be credited to that portion of said accounts longest delinquent. Whenever City is mentioned herein it shall mean the City of Marysville,Snohomish County,Washington,and shall include the Mayor,City Council,the Utilities Department of said City,and the Superintendent thereof. The City shall have the right to change the rates at any time by ordinance,to temporarily discontinue the service to consumers. The City shall not be held liable for damage by sewage or other cause resulting from defective plumbing on the premises supplied with water installed by the owner or occupant of said premises,and the fact that agents of the City have inspected the plumbing shall not be pleaded as a basis for recovery in case of damage as aforesaid. If the sewer service shall fail or be interrupted by reason of accident or other cause whatsoever,the City shall not be held liable for damages nor shall such failure or interruption for any reasonable time be held to constitute a breach of contract on the part of the City or in any way relieve the consumer,whether he be tenant or owner,from performing the obligation of his contract. Sewer service shall be used by applicant only on the premises and services described above. A new application shall be filed should sewer service be desired for other premises although located on land described herein. Dated this day of /"l 2017 Ap ed:CITY OF MARY ILLE City of Marysville Representa ive Au rized Representative/Agent of Owner FEES: DESCRIPTION AMOUNT FILING FEE 20.00 METER DROP IN 500.00 SEWER- COMM 2,180.00 UTIL RECOVERIES 3,057.91 WATER W/ FIRE PROTECT 14,892.54 Total Fees: 20,650.45 UT16-0091 PERMIT FOR WATER SERVICE AGREEMENT TO PAY THEREFORE, AND PROVIDING FOR A LIEN NAME: 172ND HOLDINGS, LLC ADDRESS: 165 BEACHWOOD AVE Camano Island, WA 98282 To the City of Marysville, Marysville, Washington: I hereby apply for water service and agree to be governed in accordance with the rules and regulations of the Utilities Department, and according to all the stipulations and regulations as to repairs or replacement of mains and the shutting off of water according to Ordinance No.476 of the City of Marysville, or other ordinances pertaining to water, now or hereafter in effect. Site Address: 4125 172ND ST NE Billing Info: W& S RURAL Plat: Cascade NW Storage Lot: 3-054 Division: McDaniel This application,although signed,shall not be binding upon the City,until approved by the City. The undersigned,as owner or agent,of the above described premises hereby agrees as follows: 1. That the cost of any extension of the water service,renewal,replacement or repair to reach and serve the property described shall be borne by myself or assigns as owner or owners of the premises. 2. That all pipes,water measuring devices and other connecting equipment upstream from the meter shall,after their installation,be and become the property of the City of Marysville,subject to all its ordinances pertaining to water service. 3. That the City of Marysville,its officers and agents shall have the right of ingress and egress to go upon the premises and property described for the purpose of inspection,connecting,or disconnecting the service or for such other purposes as the service may require. It is also understood,during the time that any of the water mains may be out of service by reason of any improvements authorized by the City of Marysville, in any street or alley or other location in which they may have been laid,the City will not be required to furnish water during the progress of such improvements to any consumer whose supply may thus be cut off,or be liable for any damages for its failure so to do. In consideration of the possible granting of an extension of credit for water service,I do hereby grant a lien on the property above described for delinquent and unpaid charges for water,and hereby wave the four(4)months limitation of such lien as provided in Chapter 135 of the Session Laws, 1933, of the State of Washington,and extend said liens until all delinquencies are paid,and further agree to pay all sums due,or to become due,on such account within a reasonable time as may be determined by the Council of said City of Marysville,and that any payments made shall be credited to that portion of said accounts longest delinquent. Whenever City is mentioned herein it shall mean the City of Marysville,Snohomish County,Washington,and shall include the Mayor,City Council,the Utilities Department of said City,and the Superintendent thereof. The City shall have the right to change the rates at any time by ordinance,to temporarily discontinue the service to consumers,and to install a meter or meters to register the water consumed. The City shall not be held liable for damage by water or other cause resulting from defective plumbing or appliance on the premises supplied with water installed by the owner or occupant of said premises,and the fact that agents of the City have inspected the plumbing and appliances shall not be pleaded as a basis for recovery in case of damage as aforesaid. If the supply of water shall fail or be interrupted by reason of accident or low pressure or other cause whatsoever,the City shall not be held liable for damages nor shall such failure or interruption for any reasonable time be held to constitute a breach of contract on the part of the City or in any way relieve the consumer,whether he be tenant or owner,from performing the obligation of his contract. Water shall be used by applicant only on the premises and services described above. A new application shall be filed should water be desired for other premises although located i�on land described herein. Dated this ^ day of . k 12017 A7�ved: CITY OF MARYSVILLE City of Marysville kepre4briralive Authorized Representative/Agent of Owner FEES: DESCRIPTION AMOUNT FILING FEE 20.00 METER DROP IN 500.00 SEWER-COMM 2,180.00 UTIL RECOVERIES 3,057.91 WATER W/ FIRE PROTECT 14,892.54 Total Fees: 20,650.45 RESIDENTIAL MECHANICAL PERMIT APPLICATION t�N Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR NEW MECHANICAL INSTALLATION AND OR GAS PIPING FOR EXISTING RESIDENCES. PLEASE FILL OUT ALL PAGES OF THIS APPLICATION AND INCLUDE ALL INFORMATION. Project Address 607 Kona Drive Project Description:Run gas line from meter to exterior house wall. Install gas fireplace Owner: Donald and Erika Coghill Address. 607 Kona Drive City. Arlington State.WA Zip Code: 98223 Phone. 425-308-7084 Email:donikal@hotmail.com Applicant: Donald and Erika Coghill Address: 607 Kona Drive City. Arlington State.Wa Zip Code: 98223 Phone. 425-308-7084 Email. donikal@hotmail.com CONTRACTOR INFORMATION Contractor Name:Anderson Fireplace & Spas /Anderson Installation Address: 14616 Smokey Pt Blvd City: Marysville _ State WA Zip Code: 98271 License Number.ANDER11961LT Expiration: Don't know Phone: 360-651-7900 Email:Don't know STAFF USE ONLY Permit #: Accepted by: Date: 6/16LP Page 1 of 2 Y. RESIDENTIAL MECHANICAL PERMIT APPLICATION SING Department of Community& Economic Development City of Arlington • 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 SELECT ALL PROPOSED APPLIANCES ❑ Furnace (80+) Model # AFUE ❑ Heat Pump Model # AFUE HSPE ❑ AC Unit Model # SEER ❑ Freestanding Stove Fire Place Insert ❑ Outdoor BBQ C� Gas Piping ❑ Solid-Fuel Appliance ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material: Black pipe Pipe Size: 1,, Distance from Meter to Furthest Appliance: Approximately 13 feet Total BTU's of all Appliances: 10,000 to 31,000 • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of all appliances „s,am.......... Applicant Signature: �bba6a92O�bB1'bOf6 Date: 05/08/2017 Applicant Printed Name: Erika Coghill I hereby certify that the above information is correct and that the construction, installation for the above mentioned property will be in accordance with the applicable laws of the City of Arlington and the State of Washington. 6/16LP Page 2 of 2 • , 2�vC N mop c z w QI AlOd AINOWS 39VWiS A13S m Q s MN 3aV:)Sfo m uc 1° m w m WW -. 10 w a In - , N E m o$o g a-°i °° N c� p o a c ° c »oN y w L a r rn U m m e �6 m o T p m m y m� L@� au 3 y n 3 � cmi _y w5 x m C l0 N a (6 d U. o y d E m N m ?3 O L E a U E t m E o a n ° v '� m rn a m o FU g3 o € sg �w� o 0 >w m v rn m w w v m m m m L _ @� _� yew e C_ a O y m N y - O) m LL J y a 'U m y C - m .L.. F o mp ��S @ 6 0 m c d c c °� c E m m J c o w o^ g �p a i g yy =m s t l0 3 m C E m C Q O m O C d - =k QQU E w m y a > m Q a a Q m J Y 3 p a N mEL.. L > C N .m. 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