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HomeMy WebLinkAbout17309 40th Ave Ne_BLD3019_2026 Permit#: 3019 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport I Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACCI824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Fee $25.00 State Surcharge-Commercial Commercial Only $Z5.00 Building Plan Review Fee Table 4-2 $176.01 Total *496,80 Uploaded Files Date File Name 02/04/2020 6199116-Ccdar Point Ca or rp is Applicati � Signature: Date: m m m m aro m aro m m Z D O 0 O 0 O O O <0 C m n x m w w w w w w w w w K a O ru O cr 0 0 0 0 0 0 0 O 0 00 3 D £ c LDD 0000 V 00) Lnn A w N �~i A m n n n n n n oo m C v� < < < c ro D 0 0 v v v v v G1 0- 0 0 0 0 0 5 � p O O O O O O O O \ o 0 0 n n n n (M tO A A z z A W < - a d d 0. m f 1 � 0 W - 2 G) m m p n m D n -- y •• f. x' s K a C rl A f � v s 2 m s Om mD < < < < < 3 3 w .� m do m m oO m o0 0� m e 0� 0 - e n 0 c � oG n T O M w a O _ to rn m N w p Q d N w n O „< Pmm LA) m N LD N N W w N N T �� �O (7 D T U N m N �. x 3 m O D ? m D N D z D F A A A A A A A A A T O S D 3 z < m m m m m o0 OO ao m m n 0 0 D m N - C IN w W IN W IN w w w n C v 7 C F co Q O O O O O O O O CD00 O °1 of ro m ;n mn to c m m - £ T rO m rO_ 7c N m £ m r"O z 0 C tA^ to L. 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Incomplete applications will delay the review. 12 One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ® One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms One (1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to ced@arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 r W GAT a .l . Awn NA JAU3" OWN1 :3 ■ Ed ONE ■ • . 'ALTT 16MV i T IURJ•II . wrwr T•1 I I■ LE, ME '• 1r r • No ME = � ■ ■ ■ NO ■ ■ ■ ti ■ ■ ■ NINE on ■ 1 lio Wim J i u1■r+ No emes■•eniffillino •j1 I mosso ni Am' =11011■I dd 1` ■ fi M L' ■ ■ Ism ■ SS : ■ ■momolmism• ■ ■ "in i rn ■ ■ ram ■ low on MAC mons SO ME 0 I ' ■ ■ ■ ■ ■ ■ ■ ■ ■ % ' ■ ' ■ ■ ■ / he L' n me"m SEE ■■r .7f ■ W 01 ■ ON ON ISO mm9pL. ■ L. M ■ ' ■ L. MSom 96m1SO1 ■ LEI SO, Z • ■ iC. Fft dFlo WE .77 T7 T I rf Ift %—Ms ."06 WE Tug -d■ i-so mso-w I • 0 0 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 &IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 ■ � � � � � r � I � ■ i i � ti � ■ � � � � � � � � !; +i � 1 � � _ � . � _ i � � L � tit Y ��f COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN — REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1, Drawing shall be prepared at scale not to exceed 1"_=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. B. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet, 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 - COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls_ 3. ❑ Reflected Ceiling Plan a) Plan view 118"minimum scale. Details a minimum Yvinch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1,One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 i JATTImeu TW01314 ■"10% ` J - ■ L d ■ r ■ ■ i1 ' TL ■ ` ■ 1 ■ ■ n ■ ■ ■ ■ - i■L J9 ' NMI — 1 ■ L AIII IIIII ■ IPP7 M ■ - 1� ■ - . ylmommoa.r■ ■ ■ ' ■ ■ r ■ ■ l%m ■ `- - 0 ■ COMMERCIAL APPLICATION PERMIT SUBMITTAL N Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360) 403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 1 i r •�1 ■ ■ = ■ �q. ■ ■ r ■ - ■ • • ■ EL 1 1 ' 1 • 1 . . . *. ■ ■ • • • . 1 . ■ ru Ay COMMERCIAL APPLICATION �Nc�`�o 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: Cedar Pointe Apartments Carport© Valuation: 10000 Project Address: 17309 40th Ave NE Parcel ID#. 31052 10306900 Legal Description With permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC _ Phone Number: 818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Phone Number:Engineer: Baja Construction, Inc. 800-366-9600 Cell Phone: E-mail: 223 Foster Street Martinez CA 94553 Address: City: State: Zip .rode: General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code: 91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: Jill Blegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address: 30141 Agoura Road, Ste 100 City:Agoura Hills State:C_ Zip Code: 91301 Proposed Scope of Work:Carport Structure I�for Cedar Pointe Apartments. Building Permit #BLDG2018. REV 2015 Page 6 of 9 JA,N1 2 9 WO ��ID _30( 1 �� -� ti• - - � ' - I ' ~ ' ■ I ( Y 1 l COMMERCIAL APPLICATION �>vr�10 PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 Project Name/Tenant Cedar Pointe Apartments Carport Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use Carport Building Square Footage 648 Number of Stories 1 Square Footage Per Floor 648 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. Statement of Special Inspection REV 2015 Page 7 of 9 I .MOP i umau a mommonT ' 1 mi1im 0J ■Li f 0 LE Msommom ■ 1111 % � ■ ■ L 0 No I . N ■ oil ■ ■ ■ i� 1 . ■ m ■1 ■ ON MONNONNNO ■ m ■ 01 ■ . GJL i 1M1 1 7r • ■ ' will sommu■ 1Nm` mommom ■ ■ ■ 1 ■ . ■7. .arm L • • � L � . r� G1>> fir. COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 Cedar Pointe Apartments Carport© Name of Project: 17309 40th Ave NE Project Address: Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 David Rauch 360-733-7318 Contact Person: Phone: Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). (�) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry f�) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda, Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 T 1 I Gt ' 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: 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. GG(i l( Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 "' .� ' 1A# -e1ga■■11: T 1 - 'lA.L4 r i i ■ 0 Permit#: 3018 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport H Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACCI824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Pee $25.0"z- State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Pee Table 4-2 $l 76.01 Total $496.80 Uploaded Fles Date File Name 02/04/2020 0199114-Cedar Point Carports AgplicaC)n.p�f Signature: Date: �A r}� 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 OCCUPANTS STATEMENT OF INTENDED USE. Name of Project: Cedar Pointe Apartments Carport H❑ Valuation: 10000 Project Address: 17309 40th Ave NE Parcel ID#: 3105210306900 Legal Description with permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC Phone Number: 818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Phone Number:Engineer: Baja Construction, Inc. 800-366-9600 Cell Phone: E-mail: 223 Foster Street Martinez CA 94553 Address: City: State: Zip Code: General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code: 91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: Jill Blegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address: 30141 Agoura Road, Ste 100 City:Agoura Hills State:Ste_ Zip Code: 91301 Proposed Scope of Work:Carport Structure FIfor Cedar Pointe Apartments. Building Permit #BLDG2018. q.ec d BAN 2 9 ZOM REV 2015 Page 6 of 9 o� .-. - � _ h COMMERCIAL APPLICATION PERMIT SUBMITTAL 7�i'�rc' O Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant Cedar Pointe Apartments Carport hi Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type _ IBC Occupancy Type Description of Use Carport Building Square Footage 972 Number of Stories 1 Square Footage Per Floor972 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. Statement of Special Inspection REV 2015 Page 7 of 9 r v i I1. OVei 31J; RA 1A13qlWPbQ-':;I IL r JAJtIlAoua Inii# ;L.% ■ ■ ■ . _ _ ■ ■ ■■1 ■ ■ ME ■ ■ ■■ OEM OEM 0 OEM 1 ■ ■ ■ r . f ■ ■ � h ME ■ ■ ■ ■ 1 • 1 _ N ME ■ _ �11 mml _ _ ■ ■ \ 1 m ■ _ • 1 ■7 ■ ■ 11• r ■ ■ ■ ■ ■ _ ■ • EM • 1681111" N ■ ■ N _ _ ■ ONE ■ _ MllMM i N . . ■ N ■ _ Imm _ ■ momm _ _ 0 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 Cedar Pointe Apartments Carport H❑ Name of Project: Project Address: 17309 40th Ave NE Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 David Rauch 360-733-7318 Contact Person: Phone: Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). (we) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (�) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed, for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 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#aboi,niormation i the terms and conditions of this agreement. Owner: _ Date: I hereby certify that the is correct and that the construction on, and the occupancy and the use of the above-described property will be in acch the laws, rules and regulation of the State of Washington. I �cCL�CegP.sz �I Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Dale Received REV 2015 Page 9 of 9 } 1 � 1 �� � �� ■ ■ I 1 I ■ ■ f 1 � ■ ■ 1 M 1■ 1 ■ ■ � ■ - - - 1 r� 1 1 I � ., II 1 I r - - - - - - 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. 12 One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) 12 One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form 12 Two (2) Architectural Drawings 12 Two (2) Structural Drawings 12 Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) 12 One (1) NREC Code Compliance Forms 12 One (1) Special Inspection Requirements Forms 12 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 cedC<Parlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 x r • • r . � i .. rlgoI111 16 :p11M4M ON No I IN i � MEN! ■ � ■ ME F ■ ■ ■ _ � ■ Emm"MmIll-_ ■_ ■ ■ ■ 1■ �I ■ ■ ■ ' ■ ■ 1 ■ ■ ■ ■ ■ _ ■Ni !■ ■ ■ a ■ ■ . ■ ■ � 1h. ■ .3 _ j : Nom mom on mom I� mom sm ■ ■ _ 1 ■ ■ ■ • 1 r 11111 71 . 1 • ■ ■ 1 0MEN ■ _7 ■ ONNNN ■■ m ' _+■ yY _ ■ C - _ ■ J ="~ = l.b • alum ■ = r.■ r • =v �� e aT r y r 7 aNim NNUMLY■ 1 1 1 _ 1191m0limm ■ PLI No ■ ■ommi %i in ■ lu ■ 1 . Jr _ U J ■ i1 ` ■ ml COMMERCIAL APPLICATION s • PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1;500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 f G1i Y O� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed V=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 118"minimum scale. Details a minimum %,-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 C,A COMMERCIAL APPLICATION e • PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 118"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom, handrail and guardrail dimensions. 5. ❑ Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1. One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 .r � � � '_ ti + � � -� - _ - � - I 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 building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 _ �� _ ■ � � � I Permit#: 3017 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport G Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: 1N PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACCI824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Fee �a State Surcharge-Commercial Commercial Only c Building Plan Review Fee Table 4-2 1 7 Total $.C;w 9' Signature: Date: COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h 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: Cedar Pointe Apartments Carport© Valuation: 10000 Project Address: 17309 40th Ave NE Parcel ID#: 3105210306900 Legal Description with permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC Phone Number: 818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Engineer:Baja Construction, Inc. Phone Number: 800-366-9600 Cell Phone: E-mail: Address: 223 Foster Street City: State: Zip Code:Martinez CA 94553 General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code: 91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: Jill Blegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address: 30141 Agoura Road, Ste 100 City:Agoura Hills State: CA Zip Code: 91301 Proposed Scope of Work:Carport Structure G for Cedar Pointe Apartments. Building Permit #BLDG2018. Received JAN 2 9 2020 REV 2015 Page 6 of 9 �I,� �Orl n ' ■ i FI &AfrdL� FjH -4I% 1it10) RY�r 0� � ■ 16 J ■ No Em ■ ■ ME mom h I_ ■ No mom No No i ■ ME ME ME ■■■ I ■ ■ i A ■ No ■ 7 ■ ■ No ■ ■ ' ■ ■ MEMO ■ MEN _ ■ ■ ■ ■ _ ■ ■ ME No .IRq, ■ ti r 1 ■ • _ _ _ ■ ■ 0 • . . 1 1 C • ,.17� �.l Y COMMERCIAL APPLICATION j'vG�p� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant Cedar Pointe Apartments Carport Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type _ IBC Occupancy Type Description of Use Carport Building Square Footage Number of Stories 1 Square Footage Per Floor 1,296 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. Statement of Special Inspection REV 2015 Page 7 of 9 ■ ��� L �'�. :�� � � 1� R��l�1� = • ram JAfT rIyai)4. •11 MIN iq mom 1 ■ ■ ■ � 1 • ONE ■ IL 1 = N I NONE 1 . ■Eom • ' Mom ■ Hti ■. • ■ ■ . ■ ■ ` • LNEil`NE■ 1 Awr r 0. .� 0 N `■.■..■1 0 ■■4 u AY COMMERCIAL APPLICATION PERMIT SUBMITTAL IIV('`�� Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360) 403-3551 Cedar Pointe Apartments Carport Name of Project: _ _ 17309 40th Ave NE Project Address: Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 _ David Rauch 360-733-7318 Contact Person: Phone: Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (or) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 �. � ., � r r ' I ■ � 1 � V 1 - ,�� , � _ - � = J � R f l y V COMMERCIAL APPLICATION s • '�t�tvc.lo 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 Z 1 hereby certify that the bovc 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. cll Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 t r. y131Yr. . 1r 1 -4 % .* .3A[ 3.43Mf-03 ' awalr 11 t3W T9kV I gi ME so ■ ■ a NO ■ . . . _ ■ NO ■ I • NO �u 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. 12 One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) 12 One (1) NREC Code Compliance Forms 12 One (1) Special Inspection Requirements Forms 12 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@arlingtonwa.gov. 1 acknowledge that all items designated above are Included as part of this application. ReCeived REV 2015 Page 1 of 9 JAN 2 9 ZOZ® 9 jr. otr43I #9%A ar■ ! MEN p9vmoi;. No. .jA rl 11A N Z Y 1h ql 3M ti MEMO YMP. . ■ momm ON 1 . ■ mm- ' r1■ FI No ' %r NEON ■ ■ + r■ 4" � MOM in ME r 1 . 1 T w ■ I r w ■ ■■ r ■ � ■ ■ Ir - ■ - - ■ . 1 v ■ NONE& ■ M ■ _ ■ ■ ■ ME 11 ■ ■ ■ ■ ■ - r ME . ■ ■ IN ic L M ' ■1 " 1 ■ ■ NO ■ ti me ■ W ' ONE r r ■ ■T ■ ■ ■ ' ■71 m ■ J r 191 ' oo1 'i MEN ! ■ '.� 1L :'.I ■ 1■ ME ■ NONE ` .- ` ■ . ■ � ME ■ ■ MOM ■ ` mom - COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 GtT Y Ul, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. 2 SITE PLAN— REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6_ Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 ■ LtiC. Ir1IL31 A41A 1ZiVYMIMD T . . . 41TlMMlIZ T� MINr ■� Aw r IMF . Wm . Y LA' L 1 • IS •' • r COMMERCIAL APPLICATION PERMIT SUBMITTAL Iry Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 118"minimum scale. Details a minimum %,-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 ifi0i ' jPL3IiR4ik .1n1 :1 A 3& aJ-."' ti ■ ;W NO •. TTr •. ■ ==N ■ ' ■ r• ■ .■ ■ ■ no ■ 1 ■ 11 ■ ■ r MEN . . ■ ME . . . . . ' ■ No ■ + _ ■ ON MEMEN NO NO ■ ■ ■ ■ ■ _ ■ ■ w Y °f COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinklerlalarm work. These permits are issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 ji rs . ryjii . • r11NF!ar ■ T - ■ y ■ . ■ ■ ■■ s= r■ - " 7 ' rrr w1 'r1 1 Permit#: 3016 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport F Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACCI824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Pen-nit Fee Table 4-1 $270.79 Processing/technology Fee $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Fee Table 4-2 $176.01 Total 5496.80 Uploaded Files Date File Name 02/04/2020 6199104-Cedar Point Camorts Apr'c do t.rdf Signature: Date: COMMERCIAL APPLICATION • e PERMIT SUBMITTAL .INC 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 COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Cedar Pointe Apartments Carport El Valuation: 10000 Project Address: 17309 40th Ave NE Parcel ID#: 3105210306900 Legal Description with permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC Phone Number: 818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91,301 Phone Number:Engineer: Baja Construction, Inc. 800-366-9600 Cell Phone: E-mail: Address: 223 Foster Street City:Mart State: Zip Code: inez CA 94553 General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code: 91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: )III Blegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address: 30141 Agoura Road, Ste 100 City:Agoura Hills State: CA Zip Code: 91301 Proposed Scope of Work:Carport Structure nfor Cedar Pointe Apartments. Building Permit #BLDG2018. R�r;. r ' REV 2015 Page 6 0l 9 � " � _ � ■ _ - - _ � � - - � - l , � . COMMERCIAL APPLICATION y�trNrs� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant Cedar Pointe Apartments Carport Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type __ IBC Occupancy Type Description of Use Carport Building Square Footage 972 Number of Stories 1 Square Footage Per Floor972 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. Statement of Special Inspection REV 2015 Page 7 of 9 9� r _ T1 ■1 rm ■ _ 1•...' ■ • mm 7 ■ ■ ■ Mom _ ■ ■ •MIt 'r • ■ _ yT _ J1�' ■� � J ti COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 Cedar Pointe Apartments Carport El Name of Project: _ Project Address: 17309 40th Ave NE Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 David Rauch 360-733-7318 Contact Person: Phone: Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). (we) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (�) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed, for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy" City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 ■ ' � � ' :� - . _ I - G1 y 41, COMMERCIAL APPLICATION v e ��c.'�` 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 'th th arms and conditions of this agreement. Owner: _ T Date: ! 1 hereby certify that the above i orm tion is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance th t e laws,rules and regulation of the State of Washington. `GLG n�JCP�PIZ Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 �� . _ � � grit - � - - _ � � - _ I - - - ' i 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. 12 One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms One (1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to ced@arlincgtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 I � r • ML I . 174P I JrJ III L JI: 13 H :rW IN U .:. -:A Tr TIpIgF i - 1 1 - . T ■ Y T . Z ea T ON romm mom momm VIN ME i I . ■ MINN A0 IN . ■ . NO ■ MOM M�m ■ ■ ■ ■ .. M Ell • 1 ' . . 7 ■ INI.I i'�* �J*r IiL J ■gym ON . . NO . ` I. I`7 .omm . ON i . ON as M momImm ;IIW momIilwomworldl ■ ■ m ME mo ■ � .L �rl ■ lmm ■ ■ IN 7Ur 1 S4ullmo • . ■ if 'I I. 1 1 ■% T ON i NO ' A "r . ' r ' . 1 %mgm COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51.50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAG 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN — REOUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1l8"minimum scale. Details a minimum '/,-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new, existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 i � � � - � � �= - ,; COMMERCIAL APPLICATION PERMIT SUBMITTAL Department f o Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 118"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule, 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom, handrail and guardrail dimensions. 5. ❑ Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 r il ■■ . Iloilo 0 r ■ _ ■ Ell■ ■ ■ No 0 _ Mom ■ ■ _ ■ _ ■ ■ oom mom momm" ■ ■ No 00 ■ r No 1 . Moom 0 ■ ■ ■ ■ No ■ _ ■ IN ■ No ■ ■ ■ NEW ■ ti ■ ON Mom Mom No . ■ ■ No is . No ■ ■ ■ No _ ■ . . • . ■ r - r �R • COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 1 - ' I L ' ' �' �.� ..r' Permit#: 3015 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport E Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: 1N PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACC1824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Fee $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Fee Table 4-2 $176.01 Total $4%.80 Uploaded Files Date File Name 02/04/2020 6199066-Cedar Point Carpurls App ' ►io pcc f Signature: Date: 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 COMMERCIAL APPLICATIONSUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Cedar Pointe Apartments Carport E Valuation: 10000 Project Address: 17309 40th Ave NE Parcel ID#:3105210306900 Legal Description With permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC Phone Number:818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Engineer:Baja Construction, Inc. Phone Number: 800-366-9600 Cell Phone: _ E-mail: 223 Foster Street Martinez CA 94553 Address: _ _City: Stale: Zip Code: General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail:iblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code:91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: Jill Blegen Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail:iblegen@amwahousing.com Address:30141 Agoura Road, Ste 100 City:Agoura Hills State:C— Zip Code:91301 Proposed Scope of Work:Carport Structure "E"for Cedar Pointe Apartments. Building Permit#BLDG2018. REV 2015 Page 6 of 9 A6. 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 Cedar Pointe Apartments Carport E Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type_ —IBC Occupancy Type Description of Use Carport Building Square Footage 972 Number of Stories 1 Square Footage Per Floor972 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. Statement of Special Inspection REV 2015 Page 7 of 9 i •� � .r 1 1 � 1 I L 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 Cedar Pointe Apartments Carport E Name of Project: Project Address: 17309 40th Ave NE Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 David Rauch 360-733-7318 Contact Person: Phone: Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (�) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed,listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 6 of 9 S� i 1 t IL 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 tJabov ply with he terms and conditions of this agreement. Owner: Date: l 6 I hereby certify that the 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 FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Dale Received REV 2015 Page 9 of 9 I, rt1 L r 1 1 rFA ;Ai M 3blW 4 JAI w4uA . . . - . - M. r r2 ■ - - I I ' !R 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. 12 One (1)City of Arlington Comm ercial/MuIti-Family Permit Application (One (1)permit application per building or structure is required) 12 One (1)City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2)Architectural Drawings Two (2)Structural Drawings Two(2)Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms ,❑ One(1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE,architectural,structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to cedParlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 I .I . ON 101PRIMMOUE1 OL A] ■ ■ - ME - - . ■ ■ ■ , ■ ME EMISSION ME 1 - • E. • J 0 0 . ■ ■ . ■ ON . . : I ■ ■ •- 1 - , . ■ ■ . ■ ■ ■ OEM MEMO ■ ■ - 1 ■ OEM ■ ■ COMMERCIAL APPLICATION • s PERMIT SUBMITTAL 1 V Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(I PC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAG 51-50 Washington Slate Building Code 2. WAG 51-51 Washington Stale Residential Code 3. WAG 51-52 Washington Stale Mechanical Code 4. WAG 51-54 Washington State Fire Code 5. WAG 51.56&51-57 Washington Slate Plumbing Code and Standards 6. WAG 51-11 Washington State Energy Code 7. WAG 296.46E Electrical Safety Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&I RC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans_Drawings and plans must be submitted on minimum 18"X 24",or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions,in indelible ink,blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 �� - L � � • -� - � � �� � I - r COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided Please submit this checklist as part of your submittal documents A. SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2, Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. 2 ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2, Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan View 1/8"minimum scale.Details a minimum %.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 ■ ' a I= WW6 `E J1 'i7 J ■ ■ ' t ■ ■ ' . % Lr ■ ' . P. 7 -! ■ ■ . 7 -- COMMERCIAL APPLICA7 iON PERMIT SUBMITTAL r�.IN Department of Community& Economic Development City of Arlington• 18204 591h Ave NE• Arlington,WA 98223• Phone(360)403-3551 j) Show the location of all new walls,doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 118"minimum scale.Details a minimum %.-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1, Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall,beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings,headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS),Contact the Arlington REV 2015 Page 4 of 9 - COMMERCIAL APPLICAIiON '•� o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work.These permits are issued separately.Mechanical,electrical,plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlinglonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 ��y _ I _ � � I I I L7 I I _ � - - - � '� r - - - - - - - AL r Permit#: 3014 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport D Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACCI824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Fee $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Fee Table 4-2 $176.01 Total $4%.80 Uploaded Files Date File Name 02/04/2020 6199053-Ceder Point Carports Application.pd1' Signature: Date: LtL� 1j� �- COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC, THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project.Cedar Pointe Apartments Carport D Valuation: 10000 Project Address: 17309 40th Ave NE Parcel ID#:3105210306900 Legal Description with permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC Phone Number:818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Phone Number:Engineer: Baja Construction, Inc. 800-366-9600 Cell Phone: E-mail: 223 Foster Street Martinez CA 94553 Address: City: Slate: Zip Code: General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code:91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: Jill Blegen Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code:91301 Proposed Scope of Wok-Carport Structure "D"for Cedar Pointe Apartments. Building permit#BLDG2018 REV 2015 Page 6 of 9 Received $Lb53aI`f i n ta.1 i DI J " A 1 dU MM1'1'F L 7 • 1 ■ ■ 1 ■ � _ ■ ■ . - . r ■ . 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 Cedar Pointe Apartments Carport D Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type _IBC Occupancy Type _ Description of Use Carport Building Square Footage 648 Number of Stories Square Footage Per Floorl _ 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 it)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. Statement of Special Inspection REV 2015 Page 7 of 9 �� J + � � - - ■ -� - � � -�- -� I - n, COMMERCIAL APPLICATION '�tf r1o� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Name of Project: Cedar Pointe Apartments Carport D Project Address: 17309 40th Ave NE Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 _ Contact Person: David Rauch Phone: 360-733-7318 Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of Geotest will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed), (�) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed,listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 i r � � r i i _ I � � - + i � _ ' _ � � � ��� ■ _ �, � ,r L COMMERCIAL APPLICATION PERMIT SUBMITTAL �Ji�('♦ 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. I a 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. 07 _. Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 � EE JhQ-.FIbM.0J ■ ' I.LT0 0T NOW TEM 0 0 m I a I ME , MR13JI M ON 0 0 0 sm 0 _ . . _. . . _ �� r _ - _ . . . . . . . . - - - - - - , . . ■■ . .I . . . 0 0 ■ . ■ 0 0 ■ _ . . . ■ ■ ■ _ MEMENEEM _ ■ ■ ON 0 0 NE : wm 0 ME 0 NO _ ME ■ ■ ■ . ME ■ ■ I, 0 0 0 0 NE r 0 0 0 0 0 1 NO ■ 7 - 0 - 0 - ■ - - - COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 591h Ave NE• Arlington,WA 98223• Phone(360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application.Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. One(1) City of Arlington Commercial/Multi-Family Permit Application (One (1)permit application per building or structure is required) One(1)City of Arlington Commercial/Multi-Family Submittal Requirements Form Two(2)Architectural Drawings Two (2) Structural Drawings Two(2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) Ea One(1) NREC Code Compliance Forms 12 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 ced0arlinatonwa.gov. 1 acknowledge that all Items designated above are included as part of this application. REV 2015 Page 1 of 9 i I � - I� s COMMERCIAL APPLICATION PERMIT SUBMITTAL �tIN ,O Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51.57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psi unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24",or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions,in indelible ink,blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 - - x � I 1 ' � ' ' '�} � L f i � i 1 ' COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8 Provide topographical map of the existing grades and the proposed finished grades with maximum live feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1 Design Professional in Responsible Charge 2 Architects 3 Structural Engineers 4 Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale.Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 K ri NE-Fj A! I : t%A &A Q�R 4. 14&� L4 r JAT7.ML: d lrWAPI • �r ' rr ■ 1 EEL 7 - ■ ■ • ■ MEMO ■ L.J. - - - - • ME • ---- 7 1 Jr MEN NO ZA • Im""■ MI . 1 ME ■ ME ■ ■ ■ ME ME ■ ■ ■ ■ ■ • ME ■ � ■ ME ■ ME on MEN ■ ■ M . ■ _ . . ME ME COMMERCIAL APPLICATION PERMIT SUBMITTAL �l�'t.�0 Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 j) Show the location of all new walls,doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale.Details a minimum '/,-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall,beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings,headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington REV 2015 Page 4 of 9 ;� ,, - � � � . 1 � � � � . _ � � COMMERCIAL APPLICATION PERMIT SUBMITTAL INV Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work.These permits are issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at(425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 : ice i54*6pr : I ' Lm7 mm'i C 7MMISO ME 0 MEN I ME MEN 0 ME ■ 0 ■ ■ ■ : 0 i ` ■ ■ ■ ME ME ME 0 ■ MEMIN MEN ■ ■ ■ UI I I ` Permit#: 3013 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport C Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 ' Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACC1824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Fee State Surcharge-Commercial Commercial Only ZS. Building Plan Review Fee Table 4-2 2�- 1 Total 96_! Uploaded Files Date File Name 02/04/2020 6199033-Cedar Point Carports App is t ii Signature: Date: IN COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 96223• Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Cedar Pointe Apartments Carport C valuation. 10000 Project Address: 17309 40th Ave NE, Arlington, WA 98223 Parcel ID#:3105210306900 Legal Description with permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC Phone Number:818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Engineer:Baja Construction, Inc. Phone Number: 800-706-0694 Cell Phone: E-mail: 223 Foster Street Martinez CA 94553 Address: Cily: Stale: Zip Code: General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Celt Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code:91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: Jill Blegen Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousinci.com Address: 30141 Agoura Road, Ste 100 City:Agoura Hills State:C— Zip Code:91301 Proposed Scope of Work:Carport Structure "C"for Cedar Pointe Apartments. Building Permit#BLDG2018 REV 2015 Page 6 of 9 JAM 2 0, 202P vrl: A:: Ij qAA .1 Im A"pLpib=l I Ak�-, 1.4. 0 ' J _ ri &R bii t TiMP: Iq ?�P.L . _ .7. ...M 0 _ _ 0 r_ .0 _ . . _ Y _ ■ LE - •1 . COMMERCIAL APPLICATION PERMIT SUBMITTAL C1m~O Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 Project Name/Tenant Cedar Pointe Apartments Carport C Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use Carport Building Square Footage 1,296 Number of Stories 1 Square Footage Per Floor1,296 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 it)or canopies(>400 sq it) 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. Statement of Special Inspection REV 2015 Page 7 of 9 L - 'J 1 � 1 I - � I`M � .I I � I r. I I COMMERCIAL APPLICATION �•��� r�o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Cedar Pointe Apartments Carport C Name of Project: Project Address: 17309 40th Ave NE Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 _ Contact Person: David Rauch Phone: 360-733-7318 Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (�) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry f�) Structural Steel and Welding ( ) High-Strength Bolling ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City.Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City;detailing the inspections and testing performed,listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 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 com Ih t ms and conditions of this agreement. C Owner: Date: ✓ I hereby certify that the abo 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. e&0,(eg~ Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 1Ar1 11U'11181llA Jpjzr .1 go4:11 p 1A '.TIMI1= tWFdR M1. ■ mm E . GA ME : NEEN ■ ■ ■ ON ■ NO ■ ■ NO ■ MEN ME In ■ ■ MENE NO ■ ■ ■ ■ ■ ■ ■ ■ ME ■ ■ ■ ■ ■ ■ ■ go ■ ■ ■ ■ ■ ■ ■ 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. LO One (1) City of Arlington Commercial/Multi-Family Permit Application (One(1) permit application per building or structure is required) One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings Two(2)Structural Drawings Two (2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) One(1) NREC Code Compliance Forms One(1) Special Inspection Requirements Forms One(1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural,structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An Intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced@arlingtonwa.clov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 .�. 1 I � 1 _ _- �I i . 1 � � 1 =1 � � I I I _ _ f COMMERCIAL APPLICATION PERMIT SUBMITTAL J Department of Community& Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code([PC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safely Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design- Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided (IBC Table 1804.2&IRC R401.4 1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans Drawings and plans must be submitted on minimum 18"X 24",or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions,in indelible ink,blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines.cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 t, I J T r 1 ti i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet 2. Show building outline and all exterior improvements. 3. Provide property legal description and show properly lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways.and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1 Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan View 1/8"minimum scale.Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 � � _ i �n � _i � i r: i �L I I • � � � COMMERCIAL APPLICATION '. `� �o PERMIT SUBMITTAL N Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 j) Show the location of all new walls.doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3 ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale.Details a minimum %,-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures, f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall,beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings,headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS) Contact the Arlington REV 2015 Page 4 of 9 - - - ;, - J "�- � � � _ _ T COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 The building permit does not include any mechanical,electrical, plumbing or fire sprinkler/alarm work.These permits are issued separately.Mechanical,electrical,plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at(425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 Permit#: 3012 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport B Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property - Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACC1824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Fee $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Fee Table 4-2 $176.01 Total $496.80 Signature: Date: 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 SUBMIT CHECKLIST AND AN OCCUPANTS STATEMENT OF INTENDED USE. Name of Project:Cedar Pointe Apartments Carport '�j Valuation: 10000 Project Address: 17309 40th Ave NE,Arlington,WA 98223 Parcel ID#:3105210306900 Legal Description with permit BLDG2018 _ Owner: AMWA Cedar Pointe Fund, LLC 818-706-0694 Phone Number: Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Engineer:Baja Construction, Inc. Phone Number: 800-366-9600 Cell Phone: E-mail: Address: 223 Foster Street City:Martinez State:CA Zip Code 94553 General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amvehousing.com Address:30141 Agoura Road,Ste. 100 City:Agoura Hills State: CA Zip Code:91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/2 0 Contact Person: )ill Blegen Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail:(blegen@amwahousing.com Address:30141 Agoura Road, Ste 100 .._._ city:Agoura Hills State: CA Zip Code:91301 Proposed Scope of Work:Carport Structure ", 'for Cedar Pointe Apartments, Buildging Permit*BLDG2018 i� REV 2015 Page 6 of 9 ODD 3o I'v Ito n u ti COMMERCIAL APPLICATION ;4t PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Project Name/Tenant Cedar Pointe Apartments Carport X 1� Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use Carport Building Square Footage 972 SF _ Number of Stories 1 Square Footage Per Floor972 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 abgve 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. Statement of Special Inspection REV 2015 Page 7 of 9 1 JA r - immul i • iplbq � � 1 � ■ 1 � Tr� ram■ M1■1 ■ . ■ . � . � 1 . . - mommom NEENE ■� . ■ �• . :■ f : ■ ' . 1 no NINE 0 0 ME ME 0 1■oe1L. ME ■ No ■ i ENEIMENEEr min immommomm ON MEN 9& NO i No 1 1 vr r. ' ■9 ti mii 1■ qp wwow.mmwm •Y p• ' ■ ■ . ME ME ■ Imm ■ ' . ENE ■ ON ■ ■ . 1 NO No ■ ■ ■ ONE ■ NOME ' + ■ ■ Z . ■, ■ ■ f ■ ■ y NoL� ommollmom N • NO ■ NOr --mi ■1 ■ ■ —1 I 1. I I Y COMMERCIAL APPLICATION v v PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Name of Project: Cedar Pointe Apartments Carport/ Project Address: 17309 40th Ave NE Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 David Rauch 360-733-7318 Contact Person: Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of Geotest will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (�) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry f✓) Structural Steel and Welding ( ) High-Strength Bolting ( 1 Spray-Applied Fireproofing ( 1 Smoke•Control Systems ( i OtherAll individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform If inspection is for work that is not covered by the WABO categories.a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed,listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as`deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection, The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page a of 9 aIj . tii J60J30jvwo ;l AN Ol T EWt IF lid Ir!■ l • .� - ■y . . ' ■ � ■ ME ■ - ■ ■ — � . ■ � ■ i.�J 11r i 0 -0--mmommomm-m-M NO mummomms 0 NMMMMM� ,or • — mI W. — ire, ■ w ME 0 1 1 rr ■ ■ 7 r i ■ ` r Ili mmmff�mmmmm ` mmom ■ ■ 1 161 iA mommi mom ■ ■ MINE milm - .1'46.rlr on I ME I MESON ME MOM - - • :b- MEM ■ ■ ■ i ■ ME 0 ■ ■ 1 ■ . ■ ■ ■ r 1 . . ■ ■ � ■ ■ - - - . . - - � - - 1 . - . • - Z- M. . _ Try ' — � ■ME MEM 0 ■ 16 0000 - NO r1i . EME i 1 ' ■ ■ ■ ` ■ 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 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 t comply with the terms and conditions of this agreement. Owner:-- -- - -- Date: I I hereby certify that the ove information is correct and that the construction on, and the occupancy and the use of the above-described property will be in actor nce with the laws,rules and regulation of the State of Washington. Applicants Signature Jill Blegen July 15, 2019 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 n 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/MUltl-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 Comm ercial/Mulli-Family Permit Application (One(1)permit application per building or structure is required) One(1)City of Arlington Commercial/Multi-Family Submittal Requirements Form Two(2)Architectural Drawings Two(2)Structural Drawings Two (2)Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) One(1) NREC Code Compliance Forms ❑ One(1)Special Inspection Requirements Forms ❑ One(1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE,architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced@arlingtonwa.aov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 - • kDr ! A' 1a#h10■ JOJ -ANWiNI 3 JA-1 I Imfil1 a % ilq)k&R L ■■ � . ■ SA ■ ■ . r d61 L 1••L Amur mmI: 77 ■•1 w r• T mom+T• ■ m irE OWsm ■ . ■ 0 ■ ■ ■ No ■ ■ L ■ . ■ MEN ■ ■ MEN IM1 ■ - Imm L ■ ■ I t INEM — ■ — ■ ■ ■ ■ IMME No No II■ ■ ■ — • — - - 01 7 llw� 0 . :-1 . . 1 No - ■ ■ ■ W 1 1 or I ■ ■ on . . 01 No Io ■ — WE ■ ■■NIMMIN ■ ■ ■ L- ■ Z r F 909T T! A 7 • EPE- No — wl.— ■ T— mommon- J .0 INEN - o COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 591h Ave NE• Arlington,WA 98223• Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2, 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(I PC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Properly Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1, WAC 51.50 Washington State Building Code 2. WAC 51.51 Washington State Residential Code 3. WAC 51.52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51.56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 65 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24',or maximum 30' X 42 paper.All sheets are to be the same size and sequentially labeled.Plans are required to be dearly legible,with scaled dimensions,in indelible ink,blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines.cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 P. .ti:W r% �2rummom U4 114ALOINMEW ■ ME jk4 L 1 ■ ■ MEN w ■ ■ • ■ ■ � i� ■ 1EM ■7 ■ ■ ■ WE 111000 ■ ■ ■ 0 ME r - ■ _ ■ ■ ■ M ■ ■ r NO . . EMIN . _ . ■ . . _ ME - - .I Mom :■ . _ ■ ■ • • � a ME . ■ _ Em ■ ■ ■ NO ON ■ _ NO ■ r . ■ — • ■ ■ ■ ME ■ . ■ ■ ■ ■ •r. • • . 7 . • 1 Er _ 7 NO � ■ � 0 ME MEME MEM ONE - . _ NO ME ME ME fl -- COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 591h Ave NE•Arlington,WA 98223• Phone(360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show properly lines. 4. Provide dimensions from the property lines to a minimum of two building comers(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10 Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. [;J Cover Sheet a) Building Information 1. Specify model code information, 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3, Structural Engineers 4, Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8'minimum scale.Details a minimum A-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 ■ w - #.`Imo 11 IRA IWAM M I u6 I ��•: �1— — • - —1�. ...�.. . • rl - ■ . . mommimm mom ■ � I r4Wld f * dOrA . .lV 1 ■l ■ J Id1 ` ■ ■ 71. . � . 1 - - . . Fml - � • - ■ . ■ . ■ - E. ■ 1 ■ - NO . NO ■ ■ ■ ■ ■ mmI ■ ■ ■ ■ ■ ■ ■ ME ME 0 WINE 0 ■ ■ — ■ ME ■ MEN NO ■ m ■ mom immom ■ ■ ■1 ■ ■ 1 - -ON 1 li ti ME NO ME NO 0 ■ Y ■ ■ ■ ■ - ■ ■ Mom 0 ON ■1 ■ ■ 11■ ■ - ME — NO f ■ I ■ — ■ ■ r - ■ I 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 building permit does not include any mechanical,electrical,plumbing or fire sprinkler/alarm work.These permits are issued separately.Mechanical,electrical,plumbing,or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review, Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued.You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at (425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 or 9 � :� ■ r A7 "I Yaw , 941644 r '..7� . m ■ . . � � . ■ ■ ■ ■ i • ■ � ■ � � ` No 'NN ■ ■ ling ■ • a'■ ■ ■ 0 ■, NONNI ■ moms No momm No ■ mom, ■ ■ r ■ ■ ■ ` i � � ■ ■ ■ ■ ■ MEN MEN m Y COMMERCIAL APPLICATION s • '.� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 591h Ave NE•Arlington,WA 98223• Phone(360)403-3551 j) Show the location of all new walls,doors,windows.etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1l8'minimum scale.Details a minimum %-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC Sfis.9.1.1. Show seismic bracing details, d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall.beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings,headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. SPECIAL INSPECTION I Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington REV 2015 Page 4 of 9 f -rija Ti jll9q No. milliEll SM I . i ; � ■ ■ 11111 ME M ON 0 No 0 _ ■goomaON L 1 ■ � � � 0- � r' m r 1 ■ ■ ME M somminiffoom ■ ■ .0 r ONNON: . 1 ,. ■ ■ ■ �■ lam ■ ■ r'r ' ' maiti ■ . on. . ■ ME M■ T ■ ON 0ON7 ■ NO NO ■ ■ M - J ■ M ' ll &Mm � ■ 1111 r MEMO . � m ■ � ■ ■ ■ ■ NO `% ■ ml%' ■ 1■4 - ■ 7■l ■ ■ ■ ■ ■ ME No 1 r' for m1 ME ■ ■ � 1 - ME ■ ' ■off ' j ■ '■ II 1 AP ■ ■ 1 `' Permit#: 3011 Permit Date: 02/04/20 Project Name: Cedar Point Apartments Site Address: 17309 40th Ave NE Carport A Company/Applicant Name: AMWA Construction Company/Applicant Address: 30141 Agoura Rd Suite 100 City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Permit Type: Commercial New Valuation: 10000.00 Square Feet: 972 Number of Stories: 1 Type of Construction: VB Occupancy Type: Proposed Use: Carport MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP#418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONTRACTOR Labor& AMWACC1824QG Inc. Road,#100 Industries Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $270.79 Processing/Technology Fee $25.00 P1G Mate surcharge-Commercial Commercial vniy Building Plan Review Fee Table 4-2 $176.01 Total $496.80 Uploaded Files Date File Name 02/04/2020 6198864-3011 Application p Signature: Date: COMMERCIAL APPLICATION y�t/1't�10 PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 9M3• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Cedar Pointe Apartments Carport A valuation: 10000 Project Address: 17309 40th Ave NE, Arlington, WA 98223 Parcel ID#: 3105210306900 Legal Description With permit BLDG2018 Owner: AMWA Cedar Pointe Fund, LLC Phone Number: 818-706-0694 Address: 30141 Agoura Road, Ste. 100 City:Agoura Hills State:CA Zip Code:91301 Phone Number: Engineer: Baja Construction, Inc. 800-366-9600 _ Cell Phone: E-mail: 223 Foster Street Martinez CA 94553 Address: City: St ate: Zip Code: General Contractor:AMWA Construction, Inc. Phone Number:206-713-9612 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousing.com _ Address:30141 Agoura Road, Ste. 100 City:Agoura Hills State: CA Zip Code:91301 Contractor's License Number:AMWACC1824QG Expiration:11/7/20 Contact Person: Jill Blegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail:jblegen@amwahousing.com Address: 30141 Agoura Road, Ste 100__ City:Agoura Hills State: CA Zip Code: 91301 Proposed Scope of Work:Carport Structure "A" for Cedar Pointe Apartments. Buildging Permit #BLDG2018 Received REV 2015 Page 6 of 9 JUL 16 2019 b-o 30M � � � � I _� _ - - - ' - - - �� c� � . � �� � - 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 Cedar Pointe Apartments Carport A Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use Carport Building Square Footage 972 SF Number of Stories 1 Square Footage Per Floor972 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 fl)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 additlonal submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 ' � � r I _ � ' I COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 Name of Project: Cedar Pointe Apartments Carport A 17309 40th Ave NE Project Address: Special Inspection Firm: Geotest Address: 20611 67th Ave. NE, Arlington, WA 98223 _ David Rauch 360-733-7318 Contact Person: Phone: Email: davidr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of Geotest will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). (�) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry !�) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is riot 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, REV2015 Page 8 of 9 1 I ■ � �� 1 ■1 1 I I 1 �■ ■ ■ ■ � 1 - . it ■ I ' L l I ■�1 1 ' - 1 1 I l 11 1 I 4" �' � 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 Jill Blegen July 15, 2019 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 i go I i SAFEbUllt. PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w W ki ff o-rol Senior Plans Examiner 1621 114t" Ave SE, Ste 219 Bellevue, WA 98004 lwhitford@safebuilt.com k Lou Tyler From: Jill Blegen <jblegen@amwahousing.com> Sent: Tuesday, February 11, 2020 8:54 AM To: SAFEbuilt BellevueWA General Mailbox Cc: Launa Peterson; Kristin Foster; Raelynn Jones; Christina Humphrey; Shawna Locher; Amber Green; Lou Tyler;Tom Phillips Subject: RE: CEDAR POINT CARPORTS. Good Morning, Lou, I had indicated the average carport size on the online permit application. Here are the actual sizes for each carport: A: 6 stall at 972 SF B: 8 stall with ADA ramp at 1,362 SF C: 8 stall at 1,296 SF D: 4 stall at 648 SF E: 6 stall at 972 SF F: 6 stall at 972 SF G: 8 stall at 1,296 SF H: 6 stall at 972 SF I: 4 stall at 648 SF Please let me know if you need any additional information. /l/C _ en 206-713-9612 From:SAFEbuilt BellevueWA General Mailbox [mailto:Safebuiltbellevue@safebuilt.com] Sent:Tuesday, February 11, 2020 6:18 AM To:Jill Blegen <jblegen@amwahousing.com> Cc: Launa Peterson<Ipeterson@arlingtonwa.gov>; Kristin Foster<kfoster@arlingtonwa.gov>; Raelynn Jones <rjones@arlingtonwa.gov>; Christina Humphrey<chumphrey@safebuilt.com>;Shawna Locher <slocher@safebuilt.com>;Amber Green <agreen@safebuilt.com>; Lou Tyler<Ityler@safebuilt.com>;Tom Phillips <tphillips@safebuilt.com> Subject:CEDAR POINT CARPORTS. Dear Jill, A plan review has begun on the carports at Cedar Point. According to the site plan,there are several different sizes of carports on the property. The problem SAFEbuilt has is that each application states that the square footage of EACH structure is 972 sq. ft. Is the site plan correct or are the applications correct and each structure is the same? Please let me know if it is true that each structure will be 18'x54'= 972 sq. ft. or is the site plan correct showing several different size structures. The plan review is on hold until we can verify the intentions for Cedar Point carports. Thank you, i Lou Lou TyIar Sr. Plans Examiner Phone: 206-503-5948 1621 114th Ave SE, Ste 219 Bellevue WA 98004 ltvlcr@safebuilt.com SAFEbuilt. 2 City of Arli'^ ;rton �C44�J;3 OIF • Development Services 7R 0 238 N. Olympic • Arlington, WA 98223 DATE O.Jo JOB NO. ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities _jeA / �/� TO RE. �W� �Dl i t y V 4 i� WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION t Y Rini Z THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE_ _ 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY T0. SIGNED If enclosures are not as noted,kindly notify us at once. � -,� '1- - - - - �. y � �r t� 1� � J � � SAFE Plan Reviewb iI u t® ,y SAFEbuilt PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H; U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w Wki&rai, Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com �r ��� � Baja Construction Co., Inc, Page I off& 223 Foster Street Job 419-1033 Martinez, CA 94553 05/31/19 (800)366-9600 BSP Carport Structures Cedar Pointe Apartments 17309 40thAvenue NE Arlington WA for: AMWA Constuction Design C1iteria: Risk Category II 0 M. dd� Use: Altemative Basic Load Combinations(Section 1605.3.2) Roof SnowLcad ....................... .................... Pf .— 25.0•psf Basic Wind Speed ultimate ...... 1 10 m .11 24348 Wind Exposure ... .._ ..... .. ................. ...... . C S, T1 1 S JONAL� G ASD Wind Factor ............................................. w:= 1.3 Seismic design category .................................. D 05-31-2019 Siteclass ............................................................ D Seismic importance factor ................................ I=1.0 (Allowable Siresses Roof sheeting .................................................... Fy:= 50.0•ksi Fb := 30.0,ksi Frames,purlins.................................................... Fy:= 55.0.1csi Fb := 33.0•ksi Concrete .............................................................. fc := 2500psi at 28 days Reinforcements .................................................. ASTM A615,Grade 40(min.) per Table 1806.2.Soils Class 5 Allowable Soil Bearing Pressure .................. SBPallo,:= 1500•psf Allowable Lateral Bearing Pressure ............. Sa:= 100•pef Roof Dead Load: Roof sheeting .................................................... RDLshcg = 1,0•psf Framing ............................................................... RDLFnng:= 1.5•psf Misc ..................................................................... RDl.misc:= 0.5•psf Total RoofDead Load, RDL:= RDLshtg+RDLfn„g+ RDL,,,iSc=3.000psf@C@IVGd JAN 2 9 2020 8TC Hazards by Location Search Information Address: 17309 40th Ave NE,Arlington,WA 98223,USA r` •t Coordinates: 48.1489899,-122.1764119 117 ft Elevation: 117 ft Timestamp: 2019-05-28T17:21:17.293Z Hazal`d Type: Seismic Reference ASCE7-10 Map data @2019 Googie Imagery 02019,CNES/Airbus,DigltalGlobe,U.S. Document: __ Geological Survey,USDA FeReriortamap,grror,' Risk Catogory: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0,40 I 0,20 ' 0.20 ~� `�------- 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 TO Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description SS 1.086 MCER ground motion (period=0.2s) St 0,424 MCER ground motion (period=l.Os) SMS 1.157 Site-modified spectral acceleration value SM1 0.668 Site-modified spectral acceleration value SDS 0.772 Numeric seismic design value at 0.2s SA SDI 0.445 Numeric seismic design value at 1.Os SA -Additional Information Name Value Description SDC D Seismic design category Fa 1,065 Site amplification factor at 0.2s Fv 1,576 Site amplification factor at 1.0s 0.979 Coefficient of risk(0.2s) , t CRS 3 r CRI 0.949 Coefficient of risk(1.0s) E PGA 0.437 MCEG peak ground acceleration FPGA 1,063 Site amplification factor at PGA f` F PGAM 0.464 Site modified peak ground acceleration �{ TL 6 Long-period transition period(s) SsRT 1,086 Probabilistic risk-targeted ground motion(0.2s) { SsUH 1.109 Factored uniform-hazard spectral acceleration(2`Yo probability of 1 exceedance in 50 years) !l SsD 1.5 Factored deterministic acceleration value(0.2s) i i S1 RT 0.424 Probabilistic risk-targeted ground motion (1.0s) i S1UH 0,447 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) I S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) i The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made durin the building code. ; adoption process. 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I i r I i Seismic Forces: 2015 IBC&ASCE 7-10 Input: Period"T Determination: Risk Category= Il h= 15z00 ft(height in ft.to top of structure) T=Ta Sac 12.8.2 H= 1.25 Table 12.2-1 le= 1.00 Sec 11.5.1 Ta=Ct*h% Eq(12.8-7) Site Class= b Ss= 1,086 fromUSGS/jATC S1 = GA24 from USGS/IATC Ct= 0.02 Table 12.8-2 Fa= 1.065 from USGS/IATC x= 0,75 Table 12.8-2 Fv= 1.576 from USGS/IATC Ta=T= 0.15244 TL= 4.00 Figure 22-12 (conservative) Equivalent Lateral Force Procedure: Sec 12.8 V=Cs*W Cs=Sds/(R/le) Eq(12.8-2) Sds=(2/3)*Fa*Ss = 0,7711 Cs=� but need not exceed: Cs= Sd1/(T*(R/1)) where T<TL Eq(12.8-3) Sd1 =(2/3)*FV*S1 = 0.4455 Cs=� but shall not be less than: Cs=� Eq(12.8-5) or Cs= 0.044Sdsle = 0.0339 and where S1 >0.6g Cs shall not be less than: Cs=0.5*S1/(R/1) Eq(12.8-6) Cs=� V= 0.6168 W MecaWind Sty. v2 * 2 . 7 . Q per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.c©m Date 5/20/2019 Project No. JobNo Company Name True Designed By Engineer Address : Address Description Description City City Customer. Nante Customer State State Proj Location Location File Location: a:\Other Regions\l 9-•1033 - I+AQA CONSTRUCTION 0 CLDAF; POTiJI'\15-10+3 - Engineering\Cal Cs \19-1033.wnd Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category = C Natural Frequency - N/A Flexible Structure = No Importance Factor = 1,00 Rd Directional Factor = C.05 Alpha = 9,50 Zq = 900.00 ft At = 0.11. Bt = 1,00 Am = 0,15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg D: Roof Len along Ridge = 36.00 ft L: Horizontal, Width = 18,00 ft h: Mean Roof Ht = 15.00 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 0.65 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht - 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0,23 Lzm: 1*(Zm/33)^Epsilon = 427,06 ft Q: (1i(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0,925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.-89 Gust Factor Sumn;ary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.65 Open Building-Monoslope Roof per Figure 27.4-4: L 0,5 L 0.5 L cnv h i ;' i' ! r � r 11I111 Normal to Ridge Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case ps£ psf A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20,898 -1.900 Notes - Normal to Ridge Normal to Eave - open Building - Monoslope Roof per Figure 27.4-4. Gamma = 180 degrees, Clear hind Plow Load Cnw Cnl Windward Wind Pres,Leeward Wind Pres. Case psf psf ~- ---N A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Eave I Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf --------------------------- ----- - <= 15.0 Theta<=45 deg - -A O.B00 15.199 B 0.800 15.199 >15.0&<=2=15.0 Theta<=45 deg A -0.600 -11.399 B 0.500 9.499 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) 1 4 asy i 3 �`'� 41 1 Monoslope Roof All pressures shown are based upon 5TFEVGTfl Design, with a Load Factor of 1 Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Cn Cn Max P Min P ft ft ft^2 Max Min psf psf ---------------------------------------------------- Zone 1 1.00 1.00 1.0 1 1.26 -1.15 24,01 -21.80 Zone 2 1.00 1.00 1.0 2 1.90 -1.76 36.01 -33.51 Zone 3 1.00 1.00 1.0 3 2.53 -3.44 48.01 -65.41. Zone 3 Sheeting 1.00 18.00 108.0 3 1.26 -1.15 24.01 --21.80 Zone 3 Purlins 9.00 18.00 162.0 3 1.26 -1.15 24.01 -21.80 i Baja Construction Co.,Inc. Page 7 223 Foster Street Job# 19-1033 Martinez CA 94553 (800) 366-9600 .I 1 k 18.00 i 8.00' 10.00' 4.00' L1 =4.00' L2=6.00' 4'-0" Lbr=2,43' 3.57' P1 P2 l 1'-10" � x a o E I � I t M+ P+ '1I' II I _CROSS-SECTION DEAD + LIVE LOADS Baja Construction Co.,Inc, Page 8 i 223 Foster Sheet Job 4 19-1033 I Martinez CA 94553 i (800)366-9600 4 i i i Lt=18.02' 0.5Lt=9.01 0.5Lt 9.01' I 4 i I -- GAMMA=180 ! � I 1 o c 1 =3.73' c2=5.28' L©n, rn i i i M+ P+ I� j Iil A j I i I 1 CROSS-SECTION WIND LOADING �I Baja Construction CO., 111C. Pape 9 223 Foster Street Job 1,119-1033 Martinez, CA 94553 (800) 366-9600 Roof Sheeting: 24 a McEIro r "Mega-Rib" Panels F =50 Icsi RDL := 1.17 sf � � Y ( slits r Lshtg••= 10.0•ft ahtg•— 4.0,ft tributary, shtg •—.— 1,0•ft s s Nv:= (Pf +RDLshtg)'(sshtg) =0.026•klf lY Positive wind load(zone 3): p3shtg.pos=24.010•psf N�'pos.l (RDLshtg+ 0.6•w•p3shtg.pos+ 0.5•Pf)•(sshtg)=0.032.1(lf TR R a L a wpos.2:= CRDLshtg-1- Pf + 0.5•(0.6•w•p3 silt g.pos)'"(sshtg) = 0.036•1clf 'max:= max(w,wpos.l,wpos.2) I wmnx=0.036•kl Spas:= 0.1215•in3 Sneg:= 0.1126•in3 1min:= 0.0970•in4 L:= 29500•ksi Cantilever: Mcant:= 0.5 wmax'(ashtg2) = 0.284ft•kips Mcant fbcant Sneg =30.295•ksi I ' t'r`rna�'asht 3 2 3 2'ashtg Acant:= B'(L'shtg — 6'ashtg .Lshtg+ 3•aslrtg ) = 0.830•in = 115.702 24•E•lmin Ocant Center Span: Mctr:= 0.125•wmax'(1 shtg2 —4'ashtg2) =0.160ft kips Ivietr �ctr:_ = 15.793•ksi $ Pos Ocfr:_ �a ;i-shtg2 (5 Lsht Z—24 asht 2) = 0.648 in �'ahtg = 185.124 384•l;•hnirr ` g g Octr Allowable deflection limit(IBC Table 1604.3,Footnote a) = L/60 — O.K. 12ltft' P3shtg.neg=21.800•psf 'uplift:= 10,6•(w•p3ahtg.neg) — 0.67•RDLshtj'(sshtg) = 0.0.16•klf 2 1%4cantu Ptirt Mcantuplift- 0•5-kiplift)'ashtg = 0.130ft•lcips fb — 12.816•ksi Spas Mctruplift:= 0.125•wuplift'(Lshtg2—4•ashtg2) = 0.073ft•kips fb.= u Mctr p lift = 7.779•ksi Sneg Baja Construction Co., Inc. Page 10 223 Foster Street Job It 19-)033 Martinez, CA 94553 (800)366-9600 Roof Sheeting to Purlin Connection: The allowable pullout and pullover values are derived based on AISI Section E4.4 Screw Put I-out CAt a� eitY Member not in contact w/screw head(12ga purlin), t2:= 0.105in Tensile Strength, Fug:= 70.0 ksi Screw diameter, d = 0.216in tc:= t2=0.105-in Factor of safety, Sl:= 3,0 (ASD) Pnot:- 0.85-tc4r+u2 Pnot= 1349.460-1hf Allowable pull-out, Parrot:= Pnot1Z Parrot=449.820,1bf Screw Pull-over Capacity. Screws are provided with 5/8"diameterdome washers. Member in contact w/screw head (24ga sheeting), tl:=0,0232in Tensile Strength, Fu1:= 810 ksi Washer diameter, d 0.625in F'antorofsafety, ,Q] = 9,0 (ASD,) dw:= if(d <0.50•in,d,0.50•in) dw =0.500.in Pnov:= 1.541-dw•(0.75•Iul) Pnov= 1.070-kips Allow.Pullover, partov:—_ cl nov=- Pnov P 356.700,1bf � l.iolift: p3shtg.conn:_6141psf Purlins tributary ............................................ SP')n:= 9.0•ft Screw spacing ............................................... screw:= 7.2•in Puplift= (0.6-w-p3shtg.cann`0.67�RDLshtj-(sprin)'(sscrew) Paptift=271,27•lbf - C.K. CIO RPGRATE OFFICE - P.O. BO11 111E+ � SHREVLPORT, LA 711G3--1148 (319) 7,17-5000 , FAX (2,'1(3) 717-602y °..0 H IN CM&A.b. .3 U MUL"I'LT I "IN I Issue Date : June 1,2006 Revised : August 29,2011 No. 07-213-06 i Mega-Rite Bare&Painted t L I-->.e•—.l i 1/2' F—{ fU.IaveaOc I � "�' TOI IN COMPRESSION dOTTOfv1 IN COIvIRRESS101J GAUGE f Y WEIGHT V, Piece f'a�an I, 5a ° S. ° (ksli (psi) (kiplft.) (Ibs/ft.) (Ibs/ft.) (in.4/fl-) (in.'lft.) (kip (in.41(L) fill'/II.) fklA_ 24 50.0 1 1.1" 1 1,2160 214.G7 576-44 0.09 11.421S 3.6370 0.OWD 0.1126 3,3700 1.Section pmpwlics arc calculated 1n accordance wills the 2007 AISI Nmlh Anmrican Specilcabon for the Design ofCold-Formed 51eel Structural Members. Va is the allowable shear. 2.Pa is the anowabla load lot vcb crippflnn on end B Interior supports 4.Ix is for deflection determination. 1 5.So Is far'ending. 6.Ma is the allowable bending moment. 7.All vaioes are fru-ne foot of panel whllh. ) 1 _ Allowable Uniform Loads (PSF) S an in Feet ;Span Type Load Type 3,5G c�30 4 50 5 hD S 5f 6 0D 6,50 70G 'r 53 8.00 E.50 900 9.50 1000 10.50 1 i.67 Positive Wmd 197 151 119 9G 80 67 57 49 43 37 33 29 215 74 21 20 P4egalive Nhnd 182 140 110 09 74 fit 53 45 39 35 31 27 24 22 20 18 Single Livc 107 151 119 96 80 67 57 45 43 37 33 29 26 24 21 20 efeclian(U180) 197 132 93 67 50 39 30 24 2D 16 13 11 0 0 7 6 IDelleclien(U240) 146 g9 69 50 36 29 23 10 15 12 10 B 7 6 5 4 Pos4ive Wind 174 134 107 87 72 61 52 45 3n 34 30 27 24 22 20 11 Negative Whit 18G 141, 1 115 94 76 65 56 48 42 37 33 29 20 24 21 19 2 Span Lim 174 134 107 67 72 51 52 45 39 34 30 27 24 22 20 16 Deflection(U1601 476 319 224 1(53 122 94 74 59 45 39 33 28 23 20 17 15 Ge aclan IU240) 357 239 16B 122 92 70 55 44 35 29 24 21 17 15 13 11 Positive Writ 213 165 132 108 90 76 G5 56 49 43 30 34 00 27 25 1 23 Negative Wind 227 177 142 1 116 90 81 69 Go 52 46 41 36 33 29 27 24 3 Span Live 213 1GS 132 106 90 '16 6E 50 49 43 35 1 34 30 27 25 23 Deflection IMDO) 373 249 17r, 1 127 06 74 58 46 37 31 25 21 18 15 13 12 iDeOeclton(U240) 270 187 131 95 72 55 43 34 2E 23 19 tfi 13 11 10 9 Positive Wind 200 155 124 101 64 71 60 52 45 40 35 32 26 25 23 21 Negative Wud 21, 166 133 108 90 76 65 56 49 43 38 34 31 28 25 23 4 Span Live 200 155 124 10i 84 71 60 52 45 40 35 32 29 25 23 21 Defection(Uf80) 306 265 186 135 102 76 61 49 40 33 27 23 19 16 14 12 Defection(U240) 29 1199 139 101 76 50 46 37 3f 7.4 20 17 14 12 11 Notes: i.Allow able uniform lands are based upon equal span laughs. 2•Positive Wud is wind pressure and MOT increased by 33173 9i. 3,Ncg a live Wnd is wind suction or uplift and i5NOT lncicascd by 331WS 4.Live is the allclvahie We orsnow load. 5,Duflection(1-11 BID)Is the allowable load that limits the panel's deflection to U160 while under pasilive or live load. 6.Deflection(U240)Is the allowable load plat limits the panel's defection to L1240 while under positive orlive load, 7.The weight olthe panel hasNOT haen deducled Iram the allowable loads, 8•Positive 61rmd,Negative Wintl.ad d Lim Load values are limlled to wmbined shear„bending using Eq.G3.3.1-1 of the AISI Specifleatien. 9.Positive Wind and Live Load values are tu rned by vieb crippling wino a bearing length VT. 10.Well crippling values We delenturned using a ralto of the uniform load cluall5'suppoded bylhe top flanges of the seclion. 11.Lcad'fablos are limited to a maximum allowable toad of 500 pst. CORPORATE OFFICE SHREVEPORT, LOUISIANA. MIDIVEST DIVISION CLINTON,IL SOUTHEAST DIVISION - PEACHTREE CITY,GA WESTERN DIVISIOIN • ADELANTO,Cyr NORTHEAST DIVISION WINCHESTER.VA SOUTHWEST DIVISION - BOSSIER CITY,LA BLUEGRASS DIVISION] LEIWISP09 T,ICY WEST TEXAS DIVISION 4 k1jERKEL,TX GREAT LAKES DIVISION ^ MARSHALL,N41 Baja Construction Co„ Inc, Page 12 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Roof Purlins: Lprin:= 18.0•ft aprin:= 9.0'ft tributary, sprin =9.000ft w:= (RDL+ Pf),(sprl,r) =0.252.k1f Max.Wind Pressures(zone 3 purlins): p3prin.pas=24.010•psf wpos,l (RDL+ 0.6•w•p3prin.pos + 0.5•PO(spr1r) Wpos.1 = 0.308•klf Nos := CRDL+Pf + 0.5•(0.6,w-p3pr111.po1)1'(sprin) N'pos.2=0.336,klf p3pr]n_neg=21.800•psf ""'Reg= (0•6-p3prhuieg—0.67•RDL)•(spr1u) wneg=0.100-kif NIMHX max(w,wt,os 1+ ,1'pos 2,wn¢g = 0.336-k1 Use: Cee 12 x 2.5 x 12ga typical u.o.n. Cee 12 x 2.5 x10ga at 21'-0" bay only See pages 13 to 16 below Purlin to Beam Connection; 14ga clip with (12)#12 screws each leg (6-screws each purliu, 6-screws each cee beam, 12-screws at cant./cant. purlins) Clip to Purhn/Beam Connection d :— 0.216•in Q := 3.0 Steel in contact with screw head (12 ag bin.) Steel not in contact with screw head(I4 a2 clip) Ful := 70.0.ksi tl := 0.105-in Fu2:= 70.0,ksi t2:= 0.070-in Pnl := 2.7•t1•d•Fu1 =4,287•kips Pn2:= 2.7•t2•d•Fu2=2.858•kips Forte/tIeaualtoor less than 1 0,5 Pn3:= 4.2•(t23•d) •Fuz Pn3 =2.531-kips A]low Shea"2cr screw bearing) t Pn := if 2 S l,rnin(Pn1,Pn2,Pn3),min(PnI,Pn2)� Pn =2.531-kips t1 1'n=2.531•kips �� > Pa := Pn Pn Pa= 0.844•kips Q Purlin reaction — 3528 Ibf(page 16 below) for(4)#12 screws: 6•(Pa) = 5.061•kips Purlin reaction.cantilever 6804.0 lbf(page 14 below) for(12)#12 screws: 12•(Pa) = 10.122kips Project Name: 19-1033 Page 1 of 1 Model: Roof Purllns Date:0512912019 Simpson Strong-Tie®CFS Designer'"2.8.9.0 Section Designation : Gee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1050 in Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2,5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55,0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.3124 in Moment of Inertia for Deflection(Ixx) 35.6812 inA4 Section Modulus(Sxx) 5.4017 inA3 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Ft-Lh Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Flber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 inA4 Cross Sectional Area(A) 1.8664 inA2 Radius of Gyration(Rx) 4.3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5426 in Gross Moment of Inertia(lyy) 1.2592 inA4 Radius of Gyration(Ry) 0.8214 in Other Section Properly Data Member Weight.per Foot of Length 6.3510 Iblft Allowable Shear Force In Web(Unpunched) 8928.40 lb Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venant torsion Constant(J x 1000) 6.8590 inA4 Warping Constant(Cw) 36.8367 inA6 Radii of Gyration(Ro) 4.6797 inA6 Torsional Flexural Constant(Bela) 0.9109 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(W2) 118.4 6.1301 11.1539 8,8509 -5.3934 5.3934 -8.8509 -11.1539 Location (1)and(6)are lip of compression and tension lip respectively Location (2)and(5)are flangellip corner of compression and tension side respectively Location(3)and(4)are flangelweb corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 14 Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:0 512 9/2 0 1 9 Simpson Strang Tie®CFS Designer"'2,8.9.0 336,00 � ff® R1 R2 I l 18.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825A Va = 8928.4 lb I= 36.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 13608.0 0.918 1360&0 Full 14825.1 0.918 0.754 L1286 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ Ib-in/in in Ft-Lb Ma-d Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 3024.0 2,50 2513.1 4397.8 0.0 0.63 YES R2 3024.0 2.50 2513.1 4397.8 0.0 0.63 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened R1 3024.0 0.0 1.00 0.34 0.00 0.34 N/A R2 3024.0 0.0 1.00 0.34 0.00 0.34 NIA SIMPSON STRONG-TIE COMPANY INC, vnvmstrongtiexorn Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins -Cantilevered Date:05/29/2019 Simpson Strong-Tie@ CFS DesignerT"2.8.9,0 336.00 336.00 R1 R2 L I I L 1 9,00 19.00 Section : Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection M►nax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0.918 8687.4 None 12299.2 0.706 0.452 L/477 Span 13608.0 0.918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Bucklinq Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 200.00 108.0 13751.2 0.990 Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 6804.0 2.50 5391.8 8896.4 13608.0 1.25 YES R2 2268.0 2.50 2513,1 4397.8 0.0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax Va. Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3780.0 13608.0 1.00 0.42 0,92 1,01 N/A R2 2268.0 0.0 1.00 0.25 0,00 0.25 N/A SIMPSON STRONG-TIE COMPANY INC. fv www.strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0"Bay Date:05129/2019 Simpson Strong-Tie®CFS DesignerTM'2,8.9.0 Section Designation : Cee 12 x 2.5 x 1 Oga Single C Stud INPUT PROPERTIES Web Height= 12,0000 in Steel Thickness= 0.1350 in Top Flange= 2.5000 in Inside Corner Radius= 0,1250 in Bottom Flange= 2.5000 in Yield Stress,Fy= 55,0000 ksi Stiffening Lip= 0.7500 ii i Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties.Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0789 in Moment of Inertia for Dellection(Ixx) 45,4453 in"4 Section Modulus(Sxx) 7.3878 in^3 Allowable Bending Moment(Ma) 20275.97 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K0=0 18907.53 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(lxx) 45.4453 inA4 Cross Sectional Area(A) 2.3800 in^2 Radius of Gyration(Rx) 4.3698 in Section Properties.Weak Axis Gross Neutral Axis(Xcg)From Web Face 0,5457 in Grnss Moment of Inertia(lyy) 1.5484 inA4 Radius of Gyration(Ry) 0.8066 in Other Section Property Data Member Weight per Foot of Length 8.0986 lb/ft Allowable Shear Force In Web(Unpunched) 19075.29 lb Pao for use In Interaction Equation C5-2 47093 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3679 in St,Venant torsion Constant(J x 1000) 14.4584 in^4 Warping Constant(Cw) 45.2775 in"6 Radii of Gyration(Ro) 4.6494 inA6 Torsional Flexural Constant(Beta) 0.9134 Warping Torsional Properties a(in"3) 3xx(lip)(in^3) Wn(1)(in^2) Wn(2)(in"2) Wn(3)(W2) Wn(4)(in"2) Wn(5)(in"2) Wn(6)(W2) 90.4 8.4276 10.9735 8.7522 -5.2782 5.2782 -8.7522 -10,9735 Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flange/lip corner of compression and tension side respectively Location (3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC, www.strongtie,com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay pate:05/29/2019 Simpson Strong-Tied CFS Designer"I 2.8.9.0 336,00 R1 R2 I I I 21.00 Section t Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45.45 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 18522.0 0.913 18522.0 Full 20276.0 0.913 1.097 L1230 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax1 lb-in/in in Ft-Lb Ma-d Span 200.00 252.0 19132,4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0.0 0,45 N0 R2 3528.0 2.50 4052.1 7091.2 0.0 0.45 N0 Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M1Ma Unstiffened Stiffened R1 3528.0 0,0 1.00 0.18 0.00 0,18 N/A R2 3528.0 0.0 1.00 0.18 0.00 0,18 N/A SIMPSON STRONG-TIE COMPANY INC. www,strongtie.coin Baja Construction Co., Inc. Page 18 223 Foster Street lob#19-1033 Martinez, CA 94553 (800)366-9600 i Roof Beams: (2) Cee 12 x 2.5 x 12ga bl := 4.0�ft b2:= 6.0-ft Lbr:= 2.43•ft b2 —Lbr= 3.570ft (18.0ft + 9.0•ft)2 Tributary width, sb,.n :_ =—0.250Ft 2•(18,0ft) Dcad load only.: Pdl := (RDL)•(sbm)'(sprin) = 0.547•kips 0.5.Pdl = 0,273-kipi half load each cee) Load Combination: D+S Pdl.sl:= (RDL + Pf)•(sbm)-(sprin) = 5.103-kips 0.5•Pd1,1 =2, 52�kip Posilive Wind Pressurc Gamma=0& 180.Load Casc eta WFRS]: PpOswiudwerd.A=22.798-psf Pposleeward,A=5.699,psf Load Combination: D+0.6W+1/2S PA.Iceward.1 := (RDL + 0.&w-Ppos1eeward,A + 0.5•Pf)-(sbr.)-(spr1n) =3.635•kips 0.5•PA.leeward.1 = 1.818•kips PA.windward.] (RDL+ 0.6,W•PPOswindward.A+ 0.5•Pf)•(sbm)-(spr1n)=6.066•kips 05PA.windward.l =3.033•kips Load Combination: D+S+1/2f0.6W} PA,leeward.2 [RDL + Pf + 0.5-(0.6•w•PPosleeward-A)]'(sbni)'(sprin) =5.508-kips U -PA.leeward.2=2.754•kip PA.windward,2 = [RDL+ Pf + 0.5.(0.6•w•PPostivindward.A)1'(8bm)'(spr1n) =6.723•kips 0.5'PA windward.2=3.362,kip Critical Wind Load Combination: D + S+1/2(0.6W] See below. Case 1: D + S (full both sides) Case 2: D +S (DL only at left) Case 3: D +S (DL only at right) Case 4: D + S 4- 1/2(0.6W) Gamma=0 Case 5: D + S + 1/2(0.6W) Gamma= 180 Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1: D+S full load both sides Dale:05/30/2019 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie@)CFS Designer""2.8.9.0 Pl Fz R1 R2 4.00 2.53 3.57 �► X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section: Cee 12 x 2.5 x 129a Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflectlon Check Mmax Mmaxl Mpos Bracing Ma(Bre) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb MA(Brc) (in) Ratio Left Cantilever 102D8.0 0,689 8156.2 None 14825.1 0.550 0.170 L1563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0,013 L12425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0.474 0,130 Ll660 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0,765 Span 0.00 30.4 13344.7 0.765 Right Cantilever 0,00 42.8 13344,7 0.664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 3086.6 0.00 3203.4 5285.6 10208.0 0.94 YES R2 2017.4 0.00 3203.4 5285.6 8855.4 0.71 NO P1 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 2 of 2 Model: Beam Case 1: D+S full load both sides Date:05/30/2019 Code: 2012 NASPEC[AISI 8100-2012) Simpson Strong-Tie(R)CFS DeslgnWO 2,8.9.0 Comhined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ils) (Ft-Lb) Factor viva M/Ma Intr. R1 2552.0 10208.0 1.00 0.29 0.69 0.75 R2 2552.0 8855.4 1.00 0.29 0.60 0.66 151 2552.0 U,U 1.00 0.29 0.00 0.29 P2 2552.0 0.0 1.00 0.29 0.00 0.29 SIMPSONSTRONG•TIE COMPANY INC. www.stroiigtie.com 2 � Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer"'2.8.9.0 Pl pIz t R1 R2 L f I I 4.00 2.43 3.57 �--► x Point Loads P1 P2 Load(lb) 273 2552 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14625.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092.0 0.074 872.5 None 14825,1 0,059 0.040 L/2424 Span 9110.6 0.615 7498.9 None 14825.1 0.506 0.006 L/4640 Right Cantilever 9110.6 0.615 7279.4 None 14825.1 0,491 0.109 1_1783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax] lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 4U 13344.7 0.082 Span 0.00 29.2 13344.7 0.683 Right Cantilever 0.00 42.8 13344.7 0.683 Combined Bendinq and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 -3026.9 0,00 3203.4 5285.6 1092.0 0.57 NO R2 5851.9 0.00 3203.4 5285.6 9110.6 1.38 YES P 1 273.0 2.50 2513.1 4397.8 0,0 0.06 NO P2 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES SIMPSON STRONG-TIE COMPANY INC. wvvw.stroncgtio.com 22 project Name: 19-1033 Page 2 of Model: Beam Case 2: DL only at left date:0 513 0/20 1 9 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CPS DesigneCm 2,8,9.0 Combined Bendina and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor V/Va MIMa Intr. R1 3299.9 1092.0 1.00 0.37 0.07 0.38 R2 3299.9 9110.6 '1.00 0.37 0.61 0.72 111 273.0 0.0 1.00 0.03 0.00 0.03 P2 2552.0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG TIE COMPANY INC. vnn�.svongtio.com Project Name: 19-1033 Page 1 of Model: Beam Case 3: DL only at right Date:0 513 012 0 19 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie©CFS Designer '2.8.9.0 Pi Pi R1 R2 I- - - l -I 4,00 2.43 3.57 X Point Loads P1 P2 Load(lb) 2552 273 X-Dist,(ft) 0,00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Leads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(BrG) Mpos1 Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825.1 0.550 0.146 L1656 Span 10208.0 0.689 8352.1 None 14825.1 0.563 0.007 L14227 Right Cantilever 974.E 0.066 778.7 None 14825.1 0.053 0.036 1_12403 Distortional Buckling Check Span K-ph! Lm Brac Ma-d Mmax/ lb-intin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 29.2 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.073 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6351.7 0,00 3203,4 5285.6 10208.0 1,51 YES R2 -3526.7 0.00 3203.4 5285.6 974.6 0.65 YES P1 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES P2 273.0 2.50 2513.1 4397.8 0.0 0.06 NO SIMPSON STRONG-TIE COMPANY INC. mmstrongtiamni -`- Project Name: 19-1033 Page 2 of Model: Beam Case 3: DL only at right Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerT"2.8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. R1 3799.7 10208.0 1.00 0.43 0.69 0.81 R2 3799.7 974;6 1.00 0.43 0.07 0.4? 111 2552,0 0.0 1.00 0.2<.) 0.00 0.29 P2 273.0 0.0 1.00 0.03 0,00 0.03 SIMPSON STRONG-TIE COMPANY INC �� �— — - www.strongtie.eom Project Name; 19-1033 Page 1 of 2 Model: Beam Case 4: D+S+0.5(0.6W) Gamma=0 Date:0 513 0/2 0 1 9 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"2.8.9.0 lP, Pz i 1�1 R1 R2 I I I 1 -4.00 2,43 3.57 �► X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist,(ft) 0.00 10,00 Section : Cee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va.= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmw Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0.907 10745.0 None 14825.1 0.725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0,858 0.014 U2066 Right Cantilever 9831.8 0.663 7855.6 None 14825,1 0.530 0.147 L/582 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1.008 Span 0.00 29.2 13344.7 1,008 Right Cantilever 0.00 42.8 13344.7 0.737 Combined Bending and Web Cripplincl Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners l Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285.6 13448.0 1.38 YES R2 1265.8 0.00 3203.4 5285.6 9831.8 0.62 N0 P1 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES P2 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES SIMPSON STRONG-TIE COMPANY INC. www,strongtiexam /1,G Project Name: 19-1033 Page 2 of 2 Model: Beam Case 4: G+S+0.5(0.6W) Gamma=0 Date:05/30/2010 Code: 2012 NASPEC(AiSI S100-20121 Simpson Strang-Tie®CFS DesignerT'2.8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+• M Pt load (Ib) (Ft-Lb) Factor Wa M/Ma Intr. R1 3362.0 13448.0 1.00 0.38 0.911 0.98 R2 2754.0 9831.8 1.00 0.31 0.66 0.7 3 P1 3362.0 0.0 1.00 0.38 0.00 0.:1: P2 2754.0 0.0 1 00 0.31 0.00 0.'1 SIMFSONSTRONQ•TtE COMPANY INC. kwimstrongtie.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 5: D+S+0.5(0.6W) Gamma=180 Date:05/30/2019 Code: 2012 NASPEC jAISI S100-2012] Simpson Strang-Tie®CFS DesignerT"2.8.9.0 IPl PZ 4 f� » R1 R2 4.00 2A3 3.57 X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10,00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Bre) (in) Ratio Left Cantilever 11016.0 0.743 8801.8 None 14825.1 0.594 0.187 1-/513 Span 12002.3 0.810 11804.1 None 14825.1 0.796 0.014 L/2091 Right Cantilever 12002.3 0.810 9589.9 None 14825.1 0.647 0.167 L/514 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.825 Span 0.00 29.2 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.6 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1.13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES P2 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 2 of 2 Model: Beam Case 5: D+S+0.5(0.6VY)Gamma=180 Date:0 5/3 012 0 1 9 Code: 2012 NASPEC{AISI S100-2012] Simpson Strong-Tie@ CFS.Designer'µ 2,8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor viva M/Ma Intr. R 1 2754.0 11016.0 1.00 0.31 0.74 0.80 R2 3362.0 12002.3 1.00 0.38 0.81 0.89 P1 2754.0 0.0 1.00 0.31 0.00 0.31 P2 3362,0 0.0 - 1.00 0.38 0.00 0.38 SIMPSON STRON16415 COMPANY INC. www.strongtic.com Baja Construction Cc,, Inc. page 29 223 Foster Street Job 019-1033 Martinez, CA 94553 (800) 366-9600 Beam Column Connection: (4) 3/4"�A307 bolts Allowable Bearing on LZW t := 0.105-in Fu:= 70.0•ksi d := 0.75,in Qb := 2.22 Fp:= 2.22•Fu Fp= 155.400.ksi Pn:= Fp•d•t Pn= 12.238•lcips Pn Pa := — Pa= 5.512•kips Qb AI IovN Bolt ShcAr', Va:= 4.4 kips Maximum reaction at column each cee(page23), Rl:= 6351.71bf Sheareach bolt: Vbolt:= RI Vbolt= 1.588•kips O.K. �I Knec Brace: Tapered Cee 7.125" to 7" x 55" x 12ga Unbraced length (Lbr)2 + (Lbr)Z =3.437ft Maximum beam reaction at brace each cee(page 21), R2:= 5851.91bf Total knee brace axial load, Pbr:= 2•R2 Pbr= 16.554-kips 0.707 See pages 30 to 31 below Knee Brace Beam & Colunut Connection: (12)#12-24 screws each side, each end d := 0.216•in 0 := 3.0 Stecl in contact with screw head' 12el Steel not in contact with screw head: 12ga Fui := 70.0•ksi t, := 0.105•in Fu2:= 70.0•ksi 12:= 0.105•i11 Pn, := 2.741•d•Ful =4.287•kips Pn2;= 2.7•t2•d•Fu2=4.287•kips For t2/tj-�qual to or less than I 0.5 Pn3:= 4.2.G23•d) .Fu2 =4.649•kips Allow Shear per screw bcarin t Pn:= if < 1,min(Pnl,Pn2,Pn3),min(Pn,,Pn2) =4.287•kips 7 Pahrg:= 1 = 1.429•kips 92 for#12-24 screws Pa,c,,,,,.24:= 885•lbf GF:= 2•(12.0)•min(Pabrg,PascrcN�.24) =21.240•kips O.K. 30 Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:0513012019 Code: 2012 NASPEC[AISI 3100-2012] Simpson Strong-Tie®CFS Designer'2.8.9.0 Section Designation : Open Cee 7 x 5 x 12ga Single Channel INPUT PROPERTIES Web Height= 7,0000 in Steel Thickness= 0.1050 in Top Flange= 5.0000 in Inside Corner Radius= 0.1250 in Bottom Flange= 5.0000 in Yield Stress,Fy= 55.0000 ksi Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES: Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 4.3725 in Moment of Inertia for Deflection(Ixx) '10.6608 inA4 Section Modulus(Sxx) 2.2341 inA3 Allowable Bending Moment(Ma) 6 131.56 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 3,5000 in Moment of Inertia(Ixx) 15,0232 inA4 Cross Sectional Area(A) 1,7470 inA2 Radius of Gyration(Rx) 2.9325 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 1.5240 in Gross Moment of Inertia(lyy) 4.6944 in^4 Radius of Gyration(Ry) 1.6393 in Other Section Property Data Member Weight per Foot of Length 5.9445 Iblft Allowable Shear Force In Web(Unpunched) 12169.50 lb Pao for use in Interaction Equation C5-2 23361 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -3.4790 in St.Venant torsion Constant(J x 1000) 6.4200 in"4 Warping Constant(Cw) 39.4321 in"6 Radii of Gyration(Ro) 4.8363 in^6 Torsional Flexural Constant(Beta) 0.4826 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(MIL2) Wn(3)(MA2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(in^2) 126.6 2.2341 10,1358 10.1358 -6.9208 '6.9208 -10.1358 -10.1358 Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flangellip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www,strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:05/3012019 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie®CFS Designerl'2.8.9.0 Rl R2 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131.6 Ft-Lb Va= 12169.5 lb I= 10.66 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mrnaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Bre) (in) Ratio Span 0.0 0.000 0.0 None 6131.6 0.000 0.000 L/0 Combined Bendinq and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 0.0 0,00 579.6 1043.3 0.0 0.00 NO R2 0.0 0.00 579.6 1043.3 0.0 0.00 NO Combined Bendinq and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma intr. R1 0.0 0.0 1,00 0,00 0.00 0,00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Details Axial Lcl Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL1r (Ib-in/in) (in) load(lb) P/Pa Value Span 16554.0(c) None None 26 0.0 42.0 21314,4(c) 0,78 0.78 SIMPSON STRONG-TIE COMPANY INC. www.strongtio.coni Raja Construction Co„ Inc,.. Page 32 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Column: (2) Cee 12' x 3.5" x 10ga boxed Column height, Hcol:= 10.13ft Tributarywidth, s. =20,2500 Tributary d epth, d.,:= 18.4ft bl =4.000 ft 162=6.000 ft Dead load on column: RDL=3,000psf Pdl := (RDL),(sc.1)-(dcal) Pdl = 1.094•kips MnL:= (RDL).(scol)'(sprin)'(b2—bl) IV1DL= 1.094ft•kips Equivalent horizontal load, Pdlhoriz:= MDl Pdll,,,i,=0.108•kips HCOI Snow load on column: Pf=25.000psf PSI := (Pf)•(Scol)'(dcol) Psl =9.113•kips Pslunbal (Pf)-(scol)'(sprin) Pslunbal=4.556•kips MSL:= (Pf)'(Sc01)-(Spr111)-(b2) MSL=27,338 ft•kips (unbalanced) Equivalent horizontal load, Pslhoriz:= MSL Pslhnriz=2.699•kips Hcol Transverse Seismic Load(leer column seismic response coefficient, Cs =0.6168 W:= Pdl W= 1.094•kips dead load on column Vs:= Cs•W Vs=0.674kips seismic load on column Horizontal Seismic load Effect: redundancy factor, p := 1.3 QE:= Vs QE=0.674•kips Eh:= p•QE Eh= 0.87Tkips MEh:= (Eh)-(Hcol) MEh= 8.882•ft-kips Vertical Seismic Load Effect: SoS =0,771 Dead load, D:= W D= 1093.500,1bf Ev:= 0.2,SDS•D Ev=0.169•kips Baja Construction Co., Inc. Page 33 223 Foster Street .lob 9 19-103 3 Martinez, CA 94553 (800)366-9600 Column Loads, cont.: Transverse Wind Loading: Hcol= 10.130ft roofslope, 0:= 1.19deg Bldg,depth (sloped): Lt:= 18,02.ft tributary width, scol =20.25011 cl := 3.73•ft c2:= 5.28-ft Positive transverse wind load: Gamma=0& Gamma=180,Load Casc A PpOSleeward.A =5.699•psf FWAleeward:= (W'PpOslee)vard./l)'(Scol)'(0.5•Lt) FWA.leeward = 1.352•kips PPOS%vindward.A=22.798•psf ]''It'A.windward _ (W'1'P°SwinchNmrd.A)'(scol)'(0.5'Lt) FWA,windward= 5.407•kips Vertical wind comuonent: PyA := (FwA.le@caard+ FwA.windward)'eOS(0) PyA=6.758-kips Horizontal wind component PXA:= (FwA.lcoward+ 1`W&%Ymdward)•sin(()) Pap,=0.140•kips Wind Moment Gamma=0.Load Case A MO.A 1'WA.Iceward(c2) — FWA.winclward'(cl) MO.A=-13,033•ft•kips - Equivalent horizontal load, FWtmnsv.O,A:= MOA Fwtrvisv.O.A=—1.287•kips Hcol Wind Moment: Gamma= 180.Load Casc A A'1180.A= FWA.windward'(c2) —FWA leeward(c1) M180 A =23.509•ft•kips M I SO.A Equivalent horizontal Load, FWlrans..180A= Fwtransv.I80.A=2.321,kips Hcol -- Transverse wind load: Gamma=1 80, Load Case A — CONTROLS Baja Construction Co., Inc. Pagc 34 223 Foster Street Job#19-1033 Martinez, CA 94563 (800)366-9600 Column Loads, cont.: Heol=10.130 ft Longitudinal Seismic Load: seismic response coefficient, Cs =0.6168 Building length(4-stalls typ.), Lbldg:= 36iOft Building depth, Dbldg:-- dct,i Dbldg= 18.000 ft Number of columns, naoi-= 2 Wtotal ;= RDL,(Lbldg)•(Dbldg) Wtotal = 1,944•kips total roofdead load Vtotal Cs-Wtotal Vtotal =1.199•kips total seismic load Vtotal Vtmtgit Vlongit=0.600•kips per column ncol Horizontal Seismic Load EiTect: redundancy factor, p := 1.3 QE.longit Vlangii QE.longit=0.600•kips Elllmtgit P'QE.longit Ehlungit= U.779�kips MEhJongit:= Ehiongit'(Hcot) MEIdongit=7.895 ft•kips longitudinal Wind Load: Maximum wind pressure alongridge, Pwindlonga ina,, = 15.199psf (apply to 2!0"vertical projection) d,,,= t8.000 ft Fwlongit:= (LO,P 'indiongit.max)•(dcol)'(2.0•tt) Fwlongit=0.711•kips Mwindlottgit (FW1ongit)'(Hcol) Mwindlongit=7.206ft kips See below, CFS Version 11.0.2 Page 1 2 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 10ga Boxed Rev. Date: 12/20/2018 8:04:17 AM Printed: 5/30/2019 9:01:12 AM ---tip Section Inputs ` i Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Torsion Constant Override, 3 96.453 in^4 Warping Constant Override, Cw 0 in^6 Connector Spacing 0 in Left Channel, Thickness 0.135 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in outside dimensions, Open shape Length Angle Radius Web k Hole size Distance # (in) (deg) (in) Coef. (in) (in) ! 1 0.750 270.000 0.25000 None 0.000 0.000 0.375 2 3.500 180.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 0.000 0.25000 Single 0.000 0.000 1.750 5 0.750 -90.000 0.25000 None 0.000 0.000 0.375 Right Channel, Thickness 0.135 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0,750 -90.006 0.25000 None 0.000 0.000 0.375 2 3.500 0.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90,000 0.25000 Cee 0.000 0.000 6.000 4 3.500 180.000 0.25000 Single 0.000 0.000 1.750 5 0.750 270.000 0.25000 None 0.000 0.000 0.375 I i 1 CFS Version 11.0.2 Page 1 Analysis: 19-1033 Columns.cfsa Rev, Date: 5/3012019 8:58:57 AM Printed; 5/30/2019 9:01:12 AM Analysis Inputs _ Members Section File Revision Date and Time 1 Boxed 12x7x10ga.cfss 12/20/2018 8:04:17 AM Start Loc. End Loc. Braced R k� Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 10.630 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.500 1.00 No 1.0000 2 XYTRxRy 10.630 2.00 No 1.0000 1 Loading: Dead Load Type Angle Start Loc. End Loc. Start End 111 (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.1080 NA k Bearing Length 1.00 in 1 2 Axial NA 0.500 10.630 1.0940 1.0940 k i s I t I 1 I i CFS Version 11,0.2 Page 2 3 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:5. 7 AM { Printed: 5/30/2019 9:01:12 AM {i Loading: Roof Snow Load t Type Angle Start Loc. End Loc. Start End I (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.6990 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 4.5560 4.5560 k Loading: Wind Load Transv, Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.3210 NA k ; Bearing Length 1.00 in } 2 Axial NA 0.500 10.630 6.7580 6.7580 k I Loading: Seismic Transv, Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.8770 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k f Loading: Wind Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude j 1 Concentrated 0,000 0.500 NA 0.7110 'NA k Bearing Length 1.00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7790 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k Load Combination: D+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 ) 2 Roof Snow Load 1.000 Load Combination: D+0.6W Transv+0.5 S Specification: AISI S100-12, US, ASD I Inflection Point Bracing: No Loading • Factor 1 Dead Load 1.000 i 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 i f I I l I CFS Version 11.0.2 Page 3 �d Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Load Combination: D+0.5(0.6W Transv)+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor s I Dead Load 1.000 € 2 Wind Load Transv. 0.300 3 Roof Snow Load 1.000 ' Load Combination: D+E/1.4 Transv i Specification: AISI S100-12, US, ASD t Inflection Point Bracing: No j Loading Factor ! 1 Dead Load 1 .000 2 Seismic Transv, 0.714 Load Combination: D + S-•+ 0.5(0.6WLongit) Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 3 Wind Longitudinal 0.300 Load Combination: D + 0.6W Longit + 0.5S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 0.500 3 Wind Longitudinal 0.600 3 Load Combination: D + E/1.4 Longitudinal f Specification: AISI S100-12, US, ASD 4 Inflection Point Bracing: No Loading Factor I Dead Load 1.000 2 Seismic Longitudinal 0.714 Member Check - AISI S100-12, US, ASD Load Combination: D+S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 r Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cloy 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4) 0 k Red. Factor, R. 0 Lm 20.000 ft CFS Version 11 .0.2 Page 4 f Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (1<-ft) (k) (k-ft) (k) Total 5.650 28,435 2.807 0.000 0.000 Applied 5.650 28.435 2.807 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5,2420 in^2 Ixe 107.92 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 f Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 Eq. C5.2,1-2 (P, Mx, My) 0.054 + 0.706 + 0.000 = 0.760 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My; Vx) Sgrt(0,000 + 0.000)= 0.000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D+0.6W Transv+0.5 S a , Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 l<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 I< p Red. Factor, R: 0 Lm 20.000 ft l Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 7.427 28.871 2.850 0.000 0.000 Applied 7.427 28,871 2.850 0.000 0.000 i Strength 66.338 40.285 38.992 21.875 30.405 f Effective section properties at applied loads: j Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in AB Sye(1) 12.612 in^3 I Sxe(b) 17.970 in^3 Sye(r) 12,612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.112 + 0.737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.071 + 0.717 + 0.000 = 0.788 <= 1.0 Eq. C3,3.1-1 (Mx, Vy) Sgrt(0.376 + 0.005)= 0.617 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 i CFS Version 11.0.2 Page 5 4-0 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/3012019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check - AISI S100-12, US, ASD Load Combination: D+0.5(0,6W Transv)+S Design Parameters at 10,630 ft, Left side: Lx 10,630 ft Ly 10.630 ft Lt 10.130 ft Kx 210000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 l<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 110000 Uny 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (1<--Ft) (k) (k-ft) (k) Total 7,677 35.488 3,503 0.000 0,000 Applied 7.677 35.488 3.503 0.000 0.000 Strength 66.338 40.285 38.992 21,875 30.405 Effective section properties at applied loads: Ae 5,2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in13 Sye(r) 12.612 in^3 Interaction Equations I Eq. C5,2,1-1 (P, Mx, My) 0.116 + 0.907 + 0.000 = 1.023 > 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.073 + 0.881 + 0.000 = 0.954 <= 1.0 Eq. C3.3,1-1 (Mx, Vy) Sgrt(0.568 + 0.008)= 0,759 <= 1.0 Eq. C3.3,1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D+E/1,4 Transv Design Parameters at 10,630 ft, Left side: Lx 10,630 ft Ly 10.630 ft Lt 1.0.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 l<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1,0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 1<� 0 k Red, Factor, R: 0 Lm 20,000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 7.437 0.734 0.000 0.000 Applied 1.215 7,437 0,734 0.000 0.000 Strength 66,338 40.285 38.992 21.875 30.405 CFS Version 11.0.2 Page 6 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM ff Printed: 6/30/2019 9:01:12 AM 1 Effective section properties at applied loads: 1 Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17,970 in^3 Sye(l) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12,612 in^3 i Interaction Equations Eq.* C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0,000 = 0.204 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.185 + 0.000 = 0,196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0,000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D + S + 0.5(0.6WLongit) Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0006 Section: Boxed 12x7x10ga.c-Fss f - Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1,0000 ey 0.0000 in Braced Flange: None Icy 0 k ; Red. Factor, R: 0 Un 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (lc) (k-ft) (k) t Total 5,650 28.435 2.807 2.161 0.213 i Applied 5.650 28.435 2.807 2.161 0.213 Strength 66.338 40.285 38.992 21.875 30.405 i, Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107,82 in^4 lye 44.14 in^4 { Sxe(t) 17.970 in AB 5ye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0,085 + 0.721 + 0.104 = 0.910 <= 1.0 1 Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0,706 + 0.099 = 0.859 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 r Eq. C3.3.1-1 (My, Vx) 5grt(0.010 + 0.000)= 0.099 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0.40424 k/ft i I i s T I ' CFS Version 11.0.2 Page 7 4 21 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check -AISI S100-12, US, ASD Load Combination: D + 0.6W Longit + 0�.5S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 I Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 1<si } Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor, R: 0 Lm 20.000 ft i 1 Loads: P Mx Vy My Vx I (Io (k-ft) (k) (1<-ft) (k) '10tal 3.372 14.764 1.457 4.321 0.4-27 Applied 3.372 14.764 1.457 4.321 0.427 Strength 66.338 40.295 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 inA4 lye 44.14 in14 Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 E Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, MX, My) 0.051 + 0.371 + 0.204 = 0.626 <= 1.0 } Eq. C5.2.1-2 (P, Mx, My) 0.032 + 0.366 + 0.198 = 0.596 <= 1.0 { Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.098 + 0.001)= 0.316 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.039 + 0.000)= 0.198 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 I</ft 0,80849 I(/ft + t i Member Check - AISI S100-12, US, ASD Load Combination: D + E/1.4 Longitudinal Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 i<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in j Braced Flange: None 0 I< Red. Factor, R: 0 Lm 20.000 ft I 1 i CFS Version 11.0.2 Page 8 Analysis: 19-1033 Columns.cfsa I Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) ()<-ft) (k) (k<-ft) (k) i Total 1.215 1.094 0.108 5.634 0.556 Applied 1.215 1.094 0.108 5.634 0.556 i Strength 66.338 40.285 38.992 21.875 30.405 j Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in AA Iye 44.14 in^4 Sxe(t) 17.970 in^3 5ye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.027 + 0.266 = 0.306 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.027 + 0.258 = 0.296 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0.023 <= 1.0 i Eq. C3.3.1-1 (My, Vx) Sgrt(0.066 + 0.000)= 0.258 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft 4 i - i k i i f i t I f i i Baja Construction Co., Inc. Pagc 44 22-3 Foster Street Job 019-1033 Martinez, CA 94553 (800) 366-9600 Column Embedment Required: MI := MDL+MSL=28.431�ft-kips M2:= MDL+ MSL+ 0.5•(0:6-M180,,) =35.484�ft.kips M3 := MDL+ 0.5•MS1,+ 0.6•MINA=28.8684kips M4:= MDL+ no;(0,714•MEI) =9.021•ft•kips Mtriax:= max(M'1,N13,M3,M4)=3.5.484fl-kips Loadfactor ..................................................... LF:= 1.7 LF•(Mmax) =60.322•ft•kips Strength reduction factor .............................. := 0.65 Concrete Strength .......................................... fc:= 2500•psi ACI 318-14 Table 14.5.6.1 r lrr, Design bearing strength ...................... ........ Fbrg:= 4)•(0.85•fc) .i Fbrg=1.381•ksi Column flange width ...................................... bcot 7.0-in w:= (Fbrj'(bcat)= 116.025,k1f wired column embedment: 6•(LF)•(Mmax) dregd= = 21.I y4•itt . w Baja Construction Co., Inc. Page 45 223 Foster Street Job A 19-1033 Martinez, CA 94553 (800) 366-9600 Pier rootina: Heel= 10.130 ft Max.Moment, Mmax=35.484ft- ips Mmax Equivalent Point Load, P:= IIcol P=3.503•kips Allowable lateral bearingpressufe .................. S"= 100.000•psf ft Pole diameter(ordiagonal) ............................... bpicr:= 30.0-in rpicr:= 0.5•bpicr= 15,000•in Structure is.not adversely affected by 1/2"ground motion --• use twice value of Sa At Soii/Dirt: 30"x 10'-3"deep non-constrained pier footing Un coil strained pier embedment depth ........... Dunconst:= 10.25•ft Dunconst St := 2,SA• 3 St =683.333•psf 2.34•P A:= A=4.798fl St"bpier d I 1 �- 1 + `l 6-1Icol� d 10.063ft unconsi •l unconst= At Concrete Slab: 30"x 6'-9" deep constrained pier footing Constrained pier embedment depth ................ Dconst:= 6.75•ft S3:= 2•S,•Dconst S3 = 1350.000•psf dconsr:=J4.25,( P•Hcol dconst=6.685 ft S3'bpier At Asphalt Pavement: 30"x 8'-6"deep pier footing(average non-constrained,constrained) dave== 0.5•(Dunconst+ Dconst) = &500ft Baja Construction Co., Inc. Page 46 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Check Pier Footing for Vertical Loads 01.,+LLI: Max.Vertical Load ................ Pvertl := Pdl + Psl= 10.206-kips Pvert2:= Pdl + Psl + 0.5.0.6•PyA= 12.233•kips Pverl3 := 1'dl + 0.5Psl + 0.6-PyA=9.709-kips Allow,Soil Bearing: SBT'n11Q,= 1500,000•psf Friction Canacil)L SBPyDmv Allow.Skin Friction ............. Ff :_ =250.000•psf 6 Friction capacity .................. Fafric= (F-bpicr•Ff)•(Dconst— LO-ft) = 1 1.290•kips (neglect top 1,0 ft) ma�Pvert2,Yverl2,Pvert3) — FAfric Soil pressure(end bearing), SPend.bcaring= = 192.149psf OK 2 7,rpier 1 I Check Pier Footing for Uplift Loads(DL-'-Wuid): Pnegivindward.B =—20.898•psf Pnegleeward.B=—1.900•psf 1 scol=20.250 ft dcol = 18.000 ft i U lift:= ({0.6•w•Pne + 0.67•RDLI + I0.6•w'Pne + 0.67•RDLI)•(s (0.5•d ) =2.701•ki s 1 P gwindward.B gleeward.l3 col)' col p Weight of footing ................ Wftg:_ (145•pcf). w-rp1ei2) (Dconst) =4.8044kips FS:_ W ftg = 1.779 j Uplift i i I Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item, Project ID: � and then using the"Printing& Project Descr: Title Block"selection. Tuttle Block Line 6 Printed:30 MAY 2019, 9:45AM General Footing File=1lfilevaultljobslOTHERR-1119-103-2119-103-41Calcs119-1033.ec6. g Software cooiddhlENERCALC,INC 1993-2010,Build.10.10.12.13. Description: Alternate Spread Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield 40.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic,Modulus = 2,850.0 ksf Soil Passive Resistance(for Sliding) _ '100.0 pcf Concrete Density = 145.0 pcf SDIl1Concrefe Friction Coeff• = 0.250 cp Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.170 ft Min Steel%Bending Reinf. = Allow press,increase per foot of depth = ksf Min Allow%Temp Reinf, = 0.00,180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 1 Min,Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg Wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater Than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 fit Length parallel to Z-Z Axis = 4.0 It Footing Thickness 26.0 in z j i I i . i Pedestal dimensions.,. bt- - px:parallel to X-X Axis - In i— ---- - -: pz:parallel to Z-Z Axis - in Height - in i Rebar Centerline to Edge of Concrete... at Bottom of footing = 13.0 in I w Reinforcing Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 14 Reinforcing Bar Size = #f 5 Bandwidth Distribution Check (ACI 15.4,4.2) s 1 Direction Requiring Closer Separation -:... �.. re Bars along Z-Z Axis -� #Bars required within zone 72.7% #Bars required on each side of zone 27.3 1/16 Applied Loads D Lr L S W E H P:Column Load = 1.094 4.556 6.758 0.1690 k OB:Overburden = ksf M-xx - - - - 7.206 7.895 k-ft� M-zz = 1,094 27.338 23,509 8.882 k-ft V-x _ _._------------ ----- ._. - - — -- 0.140 0.8770 V-z = 0.7110 0.7790 k I itle Block Line'I Project Title: YOU can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Tille Black Line 6 Printed:30 MAY 2019, 9:45AM General Footing File=hfilevaultljobsloTHERR-�1419-103-21i9-103-4iCalcs119-1033.ec6 . SolltivareoopydghlENERCALC,INC,19833016 BuiId:10.10.1213 l Description: Alternate Spread Footing DESIGN!SUMMARY Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9784 Soil Bearing 1.775 ksf 1.814 ksf +D+0.750S+0.45OW about Z-Z axis PASS 1 M5 Overturning-X-X 6.708 Wt 12.105 k-ft +0.60D+0.70E PASS 1,720 Overturning-Z-Z 27.258 k-ft 46.887 k-ft +D-4750S+0,5250E PASS 3.999 Sliding-X-X 0.6139 k 2.455 k +0.60D+0.70E PASS 5.797 Sliding-Z-Z 0,5453 k 3.161 k -i-0.60D+0,70E PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0.5125 Z Flexure(+X) 11,929 k-ft/ft 23.276 k-fUft +1.20D+1.60S+0.50W PASS 0,06028 Z Flexure(-X) 1,403 k-ftlft 23.276 k-fl/ft 40,90D-E PASS 0.05860 X Flexure(+Z) 1,364 k-ftlft 23,276 k-Wft -F1.20D•r0.50S+W PASS 0,03591 X Flexure(-Z) 0,8358 k-ft/ft 23,276 k-ftlft +1.20D+0.20S-E PASS 0.3902 1-way Shear(+X) 29.268 psi 75.0 psi +1.20D+1.60S+0.50W PASS 0,07894 1-way Shear(-X) 5.921 psi 75.0 psi +1,20D+1,60S PASS 0.05743 1-way Shear(+Z) 4.307 psi 75.0 psi +1,20D+050S+W PASS 0.03791 1-way Shear(-Z) 2.843 psi 75,0 psi +0.90D-E PASS 0.1222 2-way Punching 18.323 psi 150.0 psi +1.20D+1.GOS+0.50W SAFEbu It. plan Review gy SAFEbuilt PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jbiegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the visions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A. U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 U/V-B 1,296 BLD-3013 CARPORT C BLD-3014 CARPORT Di U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G. U/V-B 1,296 BLD-3018 CARPORT HI U/V-B 972 BLD-3019 CARPORT I U/V-B 648 of the reviewed The permit referenced above is recommended for release construction documents for this project. All remain. outstanding comments have been addressed in an adequate fashion and no Comm Please do not hesitate to contact me if any assista nce is needed with this process. Sincerely, (raw W(fir& Senior Plans Examiner 1621 1141h Ave SE, Ste 219 Bellevue, WA 98004 lwhitford@safebuilt.com Baja Construction Co„ Inc, Page 1 ol''18 223 Foster Street Job V 19-1033 Martinez, CA 94553 05/31/19 (800) 366-9600 BSP Carport Structures Cedar Pointe Apartments 17309 40th Avenue NE,Arlington WA for: AMWA Construction Design Criteria: y " M. Risk Categor l� UO 0. AS hll, Use: Alternative Basic Load Combinations(Section 1605.3.2) Roof Snow Load ........................................... Pf:= 25.0.psf �_ a � 4 Basic Wind Speed(ultimate) ........................... 1 10 rnph �O 24348 . 'CIS7'SrRS' 1 WindExposure ....... .........._.. ......»......»......... C S`rfONAL G ASDWind Factor ..........................................— Lo:= 1.3 Seismic design category .................................. D 05-31=201 9 Siteclass ............................................................ D Seismic importance factor ................................ .I=1.0 Allowable Stresses � Roof sheeting .................................................... fy:= 50.0�ksi Fb :- 30.0•ksi Frames,purlins............--................................... Fy:= 55.0•ksi Fb '= 33.0.ksi Concrete .............................................................. fc .= 2500psi at 28 days Reinforcements .................................................. ASTM A615,Grade 40(min.) per Table 1806 2.Soils Class 5 Allowable Sail BearingPressure .................. SBPallow:= 1500•psf Allowable Lateral Bearing Pressure ............. Sa:= 100•pcf Roof Dead Load: Roofsheeting ................................................... RDLshtg 1.0•psf Framing ..................:............................................ RDLFrm .— 1.5•psf Misc ..................................................................... RDLmisc:= 0.5•p5f Total RoofDead Load, RDL:= RDLshtg+RDLrrmg+ �Lmisc=3.000psf @oeiv:- L,t 'JAN 2 9 201M k)) *bl�p LITC Hazards by Location Search Information Address: 17309 40th Ave NE,Arlington,WA 98223, USA t tir' Coordinates: 48.1489899,-122,1764119 117 ft Elevation: 117 ft Timestamp: 2019-05-28T17:21:17.293Z Hazard Type: Seismic Reference ASCE7 10 Map data®2019 Google Imagery©2019,CNES/Airbus,DighalGlobe,U.S. Geological Survey,USDA Fa RepQeta::map,_�rror; Document: - - Risk Calegury: It Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 q 0.80 .60 0.60 0,40 0,40 0.20 �.. 0.20 ~ - 0.00 0.00 O,O 1.0 2,0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Pertad(s) Basic Parameters Name Value Description SS 1.086 MCER ground motion (period=0.2s) St 0,424 MCER ground motion (period=l.Os) SMS 1,157 Site-modified spectral acceleration value SM1 0,668 Site-modified spectral acceleration value SDS 0.772 Numeric seismic design value at 0,2s SA SD1 0.445 Numeric seismic design value at 1.Os SA -Additional Information Name Value Description SDC D Seismic design category Fa 1.065 Site amplification factor at 0,2s F, 1.576 Site amplification factor at 1.Os 0,979 Coefficient of risk(0.2s) CRS 3 CR, 0.949 Coefficient of risk(1.0s) f PGA 0,437 MCPG peak ground acceleration i , FPGA 1,063 Site arnplification factor at PGA t PGAM 0.464 Site modified peak ground acceleration TL 6 Long-period transition period (s) r SsRT 1.086 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.109 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) + , SsD 1.5 Factored deterministic acceleration value(0.2s) i SIRT 0.424 Probabilistic risk-targeted ground motion (1.0s) S1 UH 0.447 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) S1D 0,6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during[ha building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction befog proceeding will? I design. DfSCla11112P' Hazard loads are provided by the U,S.Geological Survey Seismic Design Web Servrce�. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the { use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor i to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report, 1 I Seismic Forces: 2015 IBC&ASCE 7-10 Input: Period"T"Determination: Risk Category= 41, h= 45.00 ft(height in ft.to top of structure) T=Ta Sec 12.8.2 R= 1.25 Table 12.2-1 le= 1A0 Sec 11,5.1 Ta=CI'h'" Eq(12.8-7) Site Class= tit Ss= 1 086 from USGS/IATC S1 = 0.424 from USGS/IATC Ct= 0.02 Table 12,8-2 Fa= I.A65. from USGS/IATC x= 0.75 Table 12.8-2 Fv= 1-576 from USGS/iATC Ta=T= 0.15244 TL= 4.00 Figure 22-12 (conservative) Equivalent Lateral Force Procedure: Sec 12.8 v=Cs*w Cs=Sds/(R/Ie) Eq(12.8-2) Sds=(2/3)*Fa*Ss= 0.7711 Gs= but need not exceed; Cs= 8d1/(T*(R/1)) where T<TL Eq(12.8-3) Sd1 =(2/3)*Fv-S1 = 0.4455 Cs=� but shall not be less than: Cs=� Eq(12.8-5) or Cs= 0,044Sdsle = 0,0339 and where S1 >0,6g Cs shall not be less than: Cs=0,5*S1/(R/1) Eq(12.8.6) Cs=� V= 16168W MecaWind Std v2 . 2 a 7 . Q per ASCE 7-10 Developed by MECe Enterprises, Inc, Copyright www.mecaenter^rises.com Uate : 5/26/2019 Project No. JobNo Company Name True Designed By i Engineer Address Address Description : Description City City Customer Name : Customer State State Proj Location Location File Location: J:AOthe: RegionsN19-1033 - M.QA CONSTRUCTION @ CEDAR POLNT\19-1033 - Engineering\Calcs \11-1033.wnd Input Parameters: Directional Procedure Open Building (Ch 27 Part, 1) Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category = C i Natural Frequency - N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900,00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft. Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof - 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg D: Roof Len along Ridge = 3b.OD ft L: Horizontal Width = 18.00 ft h: Mean Roof Ht = 15.00 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category 1'Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 a 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht - 15.DO ft lzm: Cc*(33/zm)^0.167 = 0.23 Lzm: i*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+FIt)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((Itl.7*lzm*3.4*Q)/(1a1.7*3.4*lzm)) = D.89 Gust Factor Summary Not a Flexible Structure use the Lessor- of Gustl or Gust2 - 0.85 open Building-Monoslope Roof per Figure 27.4-4: L --0.5 L.._ 0.5 L C��\ cC� h Ee) Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-9: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf ps£ -------------------------------------------------�„ r----- A 1.200 0.3300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Ridge Normal to Save - Open Building - Monoslope Roof per Figure 27.4--4; Gamma = 180 degrees, Cleai Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf -------------------------------------------------- A 1.200 0.3DD 22.798 5,699 B -1.100 -0.100 -20.896 -1.900 Notes - Normal to Save Along Ridge • open Building - Monoslopo hoof per Figure 27.4-4� Gamma - 90 dogreen, Cloar Wind Ploy Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf --------------------------- - <= 15.0 Theta<=45 deg - A 0.800 -15.199 B 0,800 15.199 >15.0&<=2*15.0 Theta<=45 deg A -0.600 -11.399 B 0,500 9.499 Notes - Along Ridge Wind pressure on Components and Cladding (Ch 30 Part 5) t L 3 I Monoslone Roof All pressures shown are based upon STRENGTH Design, with a Load Facto: of 1 Plidth of Pressure Coefficient Zone "a" _ - 3.00 £t Description Width Span Area Zone Cn Cn Max P Min P ft ft ft^2 Max Min psf psf Zone 1 1.00 1.00 1.0 1 1.26 -1.15 24.01 -21.60 Zone 2 1.00 1.00 1.0 2 1,90 -1.76 36.01 -33.51 Zone 3 1.00 1.00 1.0 3 2.53 -3.44 46.01 -65.41 Zone 3 Sheeting 1.00 18.00 108.0 3 1.26 -1.15 24.01 -21.80 Zone 3 Purlins 9.00 18.00 162.0 3 1.26 -1.15 24.01 -21.80 ill i Baja Construction CO,Inc. Page 7 223 Foster Street Job# 19-1033 Martinez CA 94553 (800)366-9600 1 i s I t t r 18.00' r. 8.00' 10.00' i 4.00' L1 =4.00' L2=6.00' 41---0" Lbr=2.43' 3.57' I P1 I P2 I ' V-10" � x o o E 0 L of M+ P+ CROSS-SECTION DEAD + LIVE LOADS 1 Baja Construction Co.,Inc. Page 8 223 Foster Street Job 4 19-1033 Martinez CA 94553 (800)366-9600 i E a i l Lt=18.02' I 0.5Lt=9.01' 0.5Lt 1 9.01 ' f GAMMA=O - - - - - - - - - — — — -1 GAMMA=180 i l CD c1 =3.73' I c2=5.28' M M+ P+ 1 f CROSS-SECTION WIND LOADING Baja Construction CO., Inc, Page 9 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Roof Sheetin& 24ga McElroy "Mega-Rib" Panels, Fy=50 1csi ( RDLsl,tg:= 1.17•psf ) Lshtg:= 10.0•ft ashtg:= 4.0•ft tributary, sshtg := 1,O,ft w:_ (Pf +RDLshtg)'(Salt,,) =0.026•1clf W Positive wind load(zoilte 3): p3sl,tg.pos =24.01.0-psf ITl-1—fTi-1TI—I —m—FI wpos.l :_ (RDLshtg+ 0.6•w'p3shtg.pos+ M.pf)1(sshtg)=0.0321df TR R T a L a "'pos.2 :_ [RDLshig+ Pf + 0.5.(0.6•w•p3s)ltg.pos)]'(Sshtg) =0,036-kif wmax:= maX(«',VJpos.l,wpos.2) wntax== 0.036-lc1 Spas= 0.1215-in3 Sneg:= 0,1126-in3 Imin := 0.0970•in4 E= 29500.ksi Cantilever: Mcant:= 0.5•wm,,- ashtg2) =0.284ft-kips Meantfb�a„t =30.295-ksi Sneg _ 1 wmex'ashtg 3 2 3� 2-ashtg Lmut:= (LS11t,- — 6,ashtg 'Lslttg+3•ashtg = 0.830•in = 115.702 24-E.LninLcant Center Span;. Mctr:= 0.125•wrnak(Lshtg2 —4•ashtg2) =0.160ft•kips iylctr _ ' ft'ct, S os _ 15.793-ksi p 2 Actr,— 1A'1nax'Ls11tg (5,Lshtg2—24•ashtg2) =0.648•in Lshtg = 185.124 384•E-hnin Lctr Allowable deflection limit(IBC fable 1604.3,Footnote a) = L/60 — O.R. LaItft: p3shtg_oeg=21.800-psf wuplift:_ [0.6•(w.p3shtg,neg,) —0.67•RDLs111J(sshtg) =0.016•k1f Mcantnpl;tt Mcantuplift:= 0•5'(�'uplift)'ashtg =0,130R-kips fb:_ = 12.816•ksi Spos Mctruplifl:= 0.125-wuplifl'(Lshtg2_4•ash(g2) =0.073ft,kips fb;= Ivlctr ap im = 7.779•ksi Sneg Baja Construction Co., Inc. Page 10 223 Foster Street Job N 19-1033 Martinez, CA 94553 (800) 366-9.600 Roof Sheeting to Pudin Connection: The allowable pullout and pullover values are derived based on AISI Section E4.4 Screw Pull-out Capacity Member not in contact w/screw head(12ga purlin), t2.= U05in Tensile Strength, Tut- 70.0 i:si Screw diameter, d := 0.216 in tc:= t2=0.105•in Factor of safety, n:= 3.0 (ASD) Pnot.- 0.85,tc-d•Fu2 Pnot- 1349.460.lbf Allowable pull-out, Panora= Pilot Q Panot=449.820•lbf Screw Pul l-over Capachy: Screws are provided with 5l8"diameter dome washers, Member in contact wl screw head (24ga sheeting), ti := 0.0232in Tensile Strength, Ftt1:;;;S2.Oksi Washer diameter, d 0.625in Factor of sa fety, Q:= 3.0 (ASD) dw:= if(d <0.50,in,d,0.50-in) dw =0.500•in Pnov­ 1.5•t1-dw•(0.75.1+ul) Pnov=1,070-kips Allow.Pullover, Panov:= Pnov Pa,,,=356.700-ibf U—pl��� p3shtg.eonn== 65.41psf Purlins tributary ............................................ Spun = 9.0•R Screw spacing ............................................... Sscrcw:f= 7.2=in Puplift:= {0.6'w'p3shtg,conn-0.67•IU�Lshtg '(sprin)'`sscrew) Puplift =271.27•lbf -- O.K. 1 CORPORATE 0FF1Cr - P_0. 130x 1,1a8 � SHREVEPOHT. LA 7I163-114B ,' (31s) <17-BOOO 3 FAX (2II.) 7z17-8029 Issue Date : .Tune 1,2006 Revised : August 29,2011 No. 07-213-06 Mega-Rib Bare&Palnficd L r---7.2•--� I 1 1,�• —�s• tnvltl:nrc--- SFiCTIONPROPERTIES TOP IN COMPRESSION 130TT010 IN COMPRESSION GAUGE f-Y WEIGHT V, Pt.,,a F'_,,,1 I, `' (W) (psf) (kipl0..) (Ibslft.) (Ibslf(.) (in.`!IL) (In.alfl.) (k'p (in.'If(.) (in:lfL) (kip 24 1 50,E 1 1,17 1 1.2160 1 214.G7 576.44 0.007C 0.1215 3.637E 0.6070 0.112E 3,3700 1-Section propartles arc calculi led iu oc-i-d.ner dill,the 2007 AISI Neill,American Sirecificollon for the Destlln of Cold-Formed Steel Slruelural Members 2 Va is the allowable shear. 3.Pa Is Iha allowable load for vab wpbng or,end&Interior support,4.Ix is for dell-lion delerminalion, 5.So Is for banding. 6.64a Is the allowable bending moment, 7.All values am eronc fool of panel width, Allowable Uniform Loads (PSF) I Sian in Feet Span Type load Type 3,50 4,00 e,5D 5,00 5 sG 8 00 _6 so 700 7,S0 a-00 850 6,03 9.5D 1o.00 10.50 11.0a 77 Positive Wind 197 151 i19 9G 00 67 57 49 43 37 33 2' 26 24 21 20 NagellJe W1nd 103 140 110 69 74 62 53 45 39 35 31 2/ 24 22 20 16 Single Livc 197 151 its 96 60 57 57 49 37 33 29 26 2.4 Deflection(U180) 197 132 93 67 50 39 3C 24 20 16 13 11 9 6 7 6 Deflection(U240) 148 99 69 51) 38 29 23 18 15 12 10 6 7 6 5 d Push-Wind 17, 134 107 67 77 61 52 45 39 34 30 27 24 22 20 18 Negalive Vvind 166 144 115 94 76 65 56 43 42 37 33 29 7.G 24 21 14 2 Span Live 17A 131 107 87 72 61 52 45 39 34 30 2i 24 22 2G 1C �Defleclion(U180J 476 319 224 163 122 94 74 59 46 39 37 26 23 20 17 15 'Deflection(U240) 357 239 16C 122 92 70 55 44 36 29 24 21 17 15 13 11 P-tino,Wind 213 165 132 lab 90 76 65 56 49 43 38 34 30 27 25 23 Mcaativc Wrol 227 177 142 116 1 95 61 1 69 6C 52 46 Al ab 1 33 29 27 24 3 Span IlLiv. 213 163 132 108 90 76 65 56 49 43 38 34 30 27 25 23 001oclton out Do) 373 249 175 127 96 71, 58 46 37 31 26 2.1 19 15 13 12 Defleclion(U240) 279 IS7 131 95 72 56 43 34 2.6 23 19 16 13 11 10 Pesilivo Wad 200 155 124 1 101 04 71 1 60 52 45 40 35 32 26 25 23 21 Negative Wool 214 166 133 108 90 76 65 1F6 49 43 36 34 31 28 23 4 Span live 200 15S 124 101 6, •l1 60 52 45 40 35 32 26 25 23 21 ballechon(U180) 396 265 180 135 102 70 61 49 40 33 27 23 19 i6 14 12 Deflection(U240) 297 199 139 101 76 50 41, 37 30 24 20 17 14 12 11 Notes: 1,Allowable unirorm loads are based upon enroll span lenfli s. 2.Pasluve Amd is vdnd pressure,and isNOT increased by 33 113°4 3,Negative Wad is vAnd suclan ar uplift and MOT Increased by 33 113%. 4.Live Is the allovrable live or snow loud 5.Dc9eCIlcn(U160)Is the allowable land tha(limits the panel's collection to U180 while under positive or live load- f G.Deflection IWO)Is the allowable load that limits the panel's deflection to L7240 while under positive ortive load, 7.-ran welnhl of ilia panel hasNDT been deducted from the alloviable loads. B.Positive Mae,Negative Wind,and Live Lead values are limited to comhined shear£,bending using Eq.C3.3.i-1 olthe AISI Speciflcnlion. 9,Paslttve Wad and Live Load values are timhad by viob crippling using a heating length art°, 10.Web etipplin0 values me delermined using a Win of the unllarm Iaadclualiysuppoded by the lop flanges orlhe seellon 11.Load Tables are limhed to a m rp.um allowable load of 500 psi, CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION • CLINTON,IL SOUTHEAST DIVISION ° PEACHTREE CITY,GA WESTERN DIVISION ADELANTO,Cr NORTHEAST DIVISION WINC NESTER_VI, SOUTHWEST DIVISION o BOSSIER CITY,LA BLUEGRASS DIVISION LEWISPORT,NY 1NEST TEXAS DIVISION 1AIERKEL,TY, GREAT LAI(ES DIVISION . MARSHALL., '01 Baja Construction Co., Inc, Page 12 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Roof Purlin: 1-prin:= 18.0•ft aprin:= 9.0.ft tflbutary, sprin =9,000ft w:= (RDL+ Pf),(sp,.l„) =0.252•klf Max,Wind Pressures(zone 3 pudins): p3pr1n.pos=24.010•psf wpos.l (RDL + 0.6.W•p3pr111.pos + 0.5•Pf).(spr1n) WP,,.l = 0.308-k1f I typos 2 IRDL + Pf + 0.5•(0.6•w.1)3prlii.pos)].(sprbi) Wpos.2 =0.336•k1f p3prin.neg=21.800�psf wneg:= (0.6•p3prhr.neg—0.67•RDL)•(spr1n) wneg=0.100-k1f Wmax:= rnax(w,Wpos.l,Wpos.2,Wneg =0.336•kl Use: Cee 12 x 2.5 x 12ga typical u.o.n. Cee 12 x 2.5 x1Qga a(21'-O" bay only See pages 13 to 16 below Purlin to Beam Connection: Aga clip with (12)#12 screws each leg (6-screws each purlin, 6-screws each cee beam, 12-screws at coat./cant. purlins) Clip to Purlin/Beam Connection d:= 0.216,in 0 := 3.0 Steel in contact with screw head 02>;a bin.) Steel not in contact with screw head 0 4ga clip) Ful := 70.0•ksi t1 := 0.105-in Fug:= 70.0,ksi 12:= 0.070,in Pn1 := 2.741-d•Ful =4,287-kips Pn2 2.7,t2,d.Fu2=2.858•kips For t.2/t] equal to or less than 0.5 Pn3:= 4.2,(t23.d) •F112 Pn3 =2.531•kips Allow Shear per screw(bearing) t Pn:= if z <_ l,min(Pnl,Pn2,Pn3),min(Pnl,Pn2� Pn=2.531kips tl Pn=2.531•kips — > Pa := PnPn Pa=0.844•kips Q Purlin reaction - 3528 Ibf (pace 16 below) for(4)#12 screws: 6•(Pa) =5,061•kips Purlin reaction.cantilever = 6804.0 Ibf(page 14 below) for(12)#12 screws:. 12.(Pa) = 10,122kips Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:0512912019 Simpson Strong-Tie@)CFS DesignerT"2.8.9.0 Section Designation : Cee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1050 in Top Flange= 2.5000 in Inside Corner Radius= 0,1250 In Bottom Flange= 2.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6,3124 in Moment of Inertia for Deflection(Ixx) 35.6812 inA4 Section Modulus(Sxx) 5.4017 in13 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Ft-Lh Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 inA4 Cross Sectional Area(A) 1.8664 inA2 Radius of Gyration(Rx) 4.3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5426 in Gross Moment of Inertia(lyy) 1.2592 inA4 Radius of Gyration(Ry) 0.8214 in Other-Section Property Data Member Weight per Foot of Length 6.3510 Ib/ft Allowable Shear Force In Web(Unpunched) 8928.40 Ih Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist,from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venant torsion Constant(J x 1000) 6.8590 inA4 Warping Constant(Cw) 36.8367 in116 Radii of Gyration(Ro) 4.6797 inA6 Torsional Flexural Constant(Beta) 0.9109 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(inA2) 118.4 6.1301 11.1539 &8509 -5.3934 5.3934 -8.8509 -11.1539 Location (1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flange/lip corner of compression and tension side respectively Location (3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:0512912019 Simpson Strong-Tie®CFS Designer"•'2.8.9.0 336.00 A!t ice! R1 R2 I I I 18.00 Section: Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va = 8928.4 lb 1=35.68 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 13608.0 0.918 13608.0 Full 14825.1 0.918 0.754 L/286 Distortional Buckling Check Span K-phl Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 200.00 216.0 13751.2 0,990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (lb) (lb) (Ft-Lb) Value Required? R1 3024.0 2.50 2513A 4397.8 0.0 0.63 YES R2 3024.0 2.50 2513.1 4397.8 0.0 0,63 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V1Va MIMa Unstiffened Stiffened R1 3024.0 0.0 1.00 0.34 0.00 0.34 N/A R2 3024,0 0.0 1.00 0.34 0.00 034 NIA SIMPSON STRONG-TIE COMPANY INC, mvw.strongliexom Project Name: 19-1033 Page 1 of 1 Model Roof Purlins-Cantilevered Date:05/29/2019 Simpson Strong-TieQD CFS Designer"'2.8.9.0 336.00 336.00 RI R2 • I I 1 9,00 18.00 Section : Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Moos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0.918 8687.4 None 12299.2 0.706 0.452 L/477 Span 13608.0 0.918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Left Cantilever 200.00 108.0 13751.2 0.990 Span 200.00 216.0 13751.2 0.990 Combined Bendina and Web Cripplinci Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 6804.0 2,50 5391.8 8896.4 13608.0 1.25 YES R2 2268.0 2.50 2513.1 4397.8 0.0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened R1 3780.0 13608.0 1.00 0.42 0.92 1.01 NIA R2 12268.0 0.0 1.00 0.25 0.00 0.25 N/A SIMPSON STRONG-TIE COMPANY INC, www,strongtiexani Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 2T-0"Bay Date:0512912019 Simpson Strong-Tie®CFS Designer"'2.8.9.0 Section Designation : Cee 12 x 2.5 x 10ga Single C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1350 in Top Flange= 2,5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work, Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0789 in Moment of Inertia for Deflection(Ixx) 45.4453 inA4 Section Modulus(Sxx) 7.3878 inA3 Allowable Bending Moment(Ma) 20275.97 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K< =0 18907.53 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6,0000 in Moment of Inertia(Ixx) 45.4453 inA4 Cross Sectional Area(A) 2,3800 inA2 Radius of Gyration(Rx) 4.3698 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5457 in Gross Moment of Inertia(lyy) 1.5484 inA4 Radius of Gyration(Ry) 0.8066 in Other Section Property Data Member Weight per Foot of Length 8.0986 lblft Allowable Shear Force In Web(Unpunched) 19075.29 lb Pao for use in interaction Equation C5-2 47093 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3679 in St.Venant torsion Constant(J x 1000) 14,4584 in14 Warping Constant(Cw) 45.2775 inA6 Radii of Gyration(Ro) 4.6494 inA6 Torsional Flexural Constant(Beta) 0.9134 Warpina Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(1nA2) Wn(S)(inA2) Wn(6)(inA2) 90.4 8.4276 10,9735 8.7522 -5.2782 5.2782 -8.7522 -10,9735 Location (1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flange/lip comer of compression and tension side respectively Location (3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. --- — --- www,strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date:05/29/2019 Simpson Strong-Tie®CFS DesignerT"2.8.9.0 336.00 R1 R2 I I 21.00 Section : Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1 45.45 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 18522.0 0.913 18522.0 Full 20276.0 0.913 1.097 L/230 Distortional Buckling Check Span K•phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 200.00 252.0 19132.4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0.0 0.45 NO R2 3528.0 2.50 4052.1 7091.2 0.0 0.45 NO Combined Bending and Shear - Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened R1 3528.0 0,0 1.00 0.18 0.00 0.18 NIA R2 3528.0 0.0 1.00 0.18 0.00 0.18 NIA SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Raja Construction Co., Inc. Page 18 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Koof Beans: (2) ga Cee 12 x 2.5 x 12 I b l := 4.0�ft b2:= 6.0•ft Lbr:_ -143 ft b2 —Lbr= 3.570 ft Tributary width, s ;- (18.0ft + 9.0•fo) = 20'5011 Dead load only: Pdl:= (RDL)-(sbm)'(Spr1j) =0.547-kips 0.5•Pdl =0.273-kip half load each cee) Load Combination: D+S Pdl.sl (RDL+ Pf)•(Sbin)'(Sprin) =5.103-lcips 0.5•Pdl al =2.552•kip. Positive Wind Pressure Gamma=0& 180.Load Case A(MWFRS): PPOSwindward,A=22.798'psf Pposleeward.A = 5.699•psf Load Combination: D+0.6W-4-1/2S PA.lmyard.l (RDL + 0.6•W•Pposfeeward.A + 0.5-Pf)•(sb"n)'(Spr1n) =3.635•1cips 0.5-PA.1eeward.1 = 1.818•kips PAnvindward.I (RDL + 0.6•W-Pposwindward.A+ 0.5•Pf)-(5bm)'(Spr1n) =6.066•kips 0.5'PA.windward.l =3.033•kips Load Combination: D+S_l/2(0.6W) PA.leeward.2 [RDL + Pf+ 0.5•(0.6-W•Pp.,Icc%vard.A)]'(Sbm)'(Sprbi) =5.508-kips 0.5•PA.leeward.2=2.754-kip PA.windward.2 = [RDL+ Pf + 0.5,(0.6,W'PpoSwindward.A)]'(Sbm)'(Sprin) =6.723-kips 0.5'PA.windward.2 =3.362•kip Critical Wind Load Combination: D+S•1 1/2(0.6W) See below. Case 1: D + S (full both sides) Case 2: D + S (DL only at leffl) Case 3: D + S (DL only at right) Case 4: D + S + 1/2(0.6W) Gamina=0 Case 5: D + S + 1/2(0.6W) Gamma= 180 Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1: D+S full load both sides Dale:05/30/2019 Code: 2012 NASPEC[AISI S100-2012) Simpson Strong-Tie@ CFSiDesigner'"2.8.9.0 Pi P2 � 1 R1 R2 4.00 2.53 3.57 �► X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section: Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825.1 0.550 0.170 L/563 Span 10208.0 0,689 9936.1 None 14825.1 0.670 0.013 L12425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0.474 0.130 L/660 Distortional Buckling Check Span K-ph! Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d - Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 30.4 133443 0.765 Right Cantilever 0.00 42.8 13344.7 0.664 Combined Bending and Wcb Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 3086.6 O.OD 3203,4 5285,E 10208.0 0.94 YES R2 2017.4 0.00 3203.4 5285,E 8855,4 0.71 N0 P1 2552.0 2.50 2513.1 4397.8 0,0 0.53 YES P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSONSTRONG•TIE COMPANY INC, ww,strongtie.com 2® Project Name: 19-1033 Page 2 of 2 Model: Beam Case 1: D+S full load both sides Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012) Simpson Strong-Tie®CFS DesignerT"2.8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. R1 2552.0 10208.0 1.00 0.29 0.69 0.75 R2 2552.0 8855.4 1.00 0.29 0.60 0.66 P1 2552.0 0.0 1.00 0.29 0.00 0.29 P2 2552:0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG•TIE COMPANY INC. _ www.strongtie.eom � l Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Stiong Ties+ CFS Designer"'2.8.9-0 IPl P2 R[1IRJ2 I I I 4.00 2.43 3.57 X Point Loads P1 P2 Load(lb) 273 2552 X-Dist.(ft) 0.00 10.00 Section: Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092.0 0.074 872,5 None 14825.1 0,059 0.040 L/2424 Span 9110.6 0.615 7498.9 None 14825.1 0,506 0,006 L/4640 Right Cantilever 9110.6 0,615 7279A None 14825.1 0.491 0.109 L/783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax] lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.082 Span 0.00 29.2 13344.7 0.683 Right Cantilever 0.00 42.8 13344.7 0.683 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lib) (lb) (Ft-Lb) Value Required? R1 -3026,9 0.00 3203.4 5285.6 1092.0 0.57 NO R2 5851.9 0.00 3203.4 5285.6 9110.6 1.38 YES P1 273.0 2,50 2513.1 4397.8 0.0 0.06 NO P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSON STRONG-TIE COMPANY INC. wmv.strongtiexom ?.z Project Name: 19-1033 Page 2 of 2 Model; Beam Case 2: DL only at left Date:.0 513 0120 1 9 Code' 2012 NASPEC[AISI S100-2012] Simpson Strong-Tiep CFS Designer'2.8.9.0 Combined Bending and Shear Reaction or Vrtzax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Intr. R1 3299.9 1092.0 1.00 0.37 0.07 0.38 R2 3299.9 9110.6 1.00 0.37 0.61 0.72 P1 273.0 0.0 1.00 0.03 0.00 0.03 P2 2552.0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG-TIE COMPANY ING, �-- -- www.strongtio.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 3: DL only at right Dale:05130/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer"'2.8.9.0 Pi Rl R2 4.00 2.43 3.57 X Point Loads P1 P2 Load(lb) 2552 273 X-Dist#l) 0.00 '10,00 Section: Cee 12 x 2,5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928,4 lb 1 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0,689 8156.2 None 14825.1 0,550 0.146 L/656 Span 10208.0 0.689 8352.1 None 14825.1 0.563 0.007 L/4227 Right Cantilever 974.E 0.066 778.7 None 14825.1 0.053 0.036 L/2403 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0,00 48.0 13344.7 0.765 Span 0.00 29.2 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.073 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6351.7 0.00 3203.4 5285.6 10208,0 1.51 YES R2 -3526.7 0.00 3203.4 5285.6 974.6 0,65 YES P 1 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES P2 273.0 2.50 2513.1 4397.8 0.0 0.06 NO SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 2 of 2 Model: Beam Case 3: DL only at right Date:05/3012019 Code: 2012 NASPEC(AISI S100-2012] Simpson Strong-Tie@ CPS Designee"2.8.9.0 Combined Sending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) factor V/Va MIMa Intr. R1 3799,7 10208.0 1.00 0.43 0.69 0.81 R2 3799.7 974.6 1.00 0.43 0.07 0.43 P 1 2552.0 0.0 1.00 0.29 0.00 0.29 P2 273.0 0.0 1.00 0.03 0.00 0.03 SIMPSON STRONG-TIE COMPANY INC. - — www.strongtie.cam Project Name: 19-1033 Page 1 of 2 Model: Beam Case 4: D+S+0.5(0.6W) Gamma=0 Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strang-Tie@)CFS Designer"2.8.9.0 P, P i R1 R2 4.00 2.43 3.57 � X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0.907 10745.0 None 14825.1 0.725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0.858 0.014 L/2066 Right Cantilever 9831.8 0.663 7855.6 None 14825.1 0.630 0.147 L/582 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1.008 Span 0.00 29.2 13344.7 1.008 Right Cantilever 0.00 42.8 13344.7 0.737 Combined Bending and Web Cripplinct Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285.6 13448.0 1.38 YES R2 1265.8 0.00 3203.4 5285.6 9831.8 0.62 NO P1 3362.0 2.50 25131 4397.8 0.0 0.70 YES P2 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES SIMPSONSTRONG•Tlc COMPANY INC. www.slrongtie.com 1zG Project Name: 19-1 033 page 2 of 2 Model: Beam Case 4: D*S+0.5(0.6VV) Gamma=0 Date:05l3012019 Code: 2012 NASPEC[AISI S100-2012) Simpson Strong-Tie@ CFS DesignerT"2.8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Intr. R1 3362.0 13448.0 1.00 0.38 0.91 0.98 R2 2754.0 9831.8 1.00 0.31 0.66 0.73 P1 3362.0 0.0 1.00 0.38 0.00 0.38 P2 2754.0 0.0 1.00 0.31 0.00 0.31 SIMPSONSTRONG•TIE COMPANY INC. www.sirongtia.com z� Project Name: 19-1033 Page 1 of 2 Model: Beam Case 5: D+S+0.5(0.6M Gamma=180 Date:05/30/2019 Code: 2012 NASPEC jAISI S100-20121 Simpson Strong-Tie®CFS Designer"'2.8.9.0 P., Pz t R1 R2 4.00 2.43 3.57 (� X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpost Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0,743 8801.8 None 14825.1 0.594 0.187 L/513 Span 12002.3 0.810 11804.1 None 14825.1 0.796 0.014 L/2091 Right Cantilever 12002.3 0,810 9589.9 None 14825.1 0,647 0.167 L/514 Distortional Bucklinct Check Span K-ph! Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0,825 Span 0.00 29.2 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.E 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1.13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0,57 YES P2 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES SIMPSONSTRONG•TIE COMPANY INC, www.strongtiexom l �J Project Name; 19-1033 Page 2 of 2 Model: Beam Case 5: D+8+0.5(0.6M Gamma=180 Date:05/30/2019 Code: 2012 NASPEC JAISI S100 2012] Simpson Strong-TieO CFS Designer'"2.8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (1b) (Ft-Lb) Factor VNa M/Ma Intr. R1 2754.0 11016.0 1.00 0.31 0,74 0.80 R2 3362.0 12002.3 1.00 0.38 0.81 0.89 Pi 2754.0 0.0 1.00 0.31 0.00 0.31 P2 3362.0 0,0 1.00 0.38 0.00 0.38 SIMPSON STRONG-TIE C,OMPANYING. www.strongtie.com Baja Construction Co., Inc. Page 29 223 Foster Street .lob#19-1033 Martinez, CA 94553 (800) 366-9600 Beam Column Connection: (4)3/4"�A307 bolts Allowable Bearingon n 12ga:a: t:= 0.105,in 4 Fu:= 70.0•ksi d := 0.75•in Stb:= 2.22 Fp:= 2.22.Fu Fp= 155.400•ksi Pn := Fp•d•t Pn= 12.238•kips Pn Pa:= SZb Pa= 5.512•kips Allow.Boll Shear, Va:= 4.4.1cips Maximum reaction at column each cee(page 23), Rl:= 6351.71bf Sheareach bolt: Vbolt;= RI Vbolt= 1.588-kips O.K. ! 4 ' Knee Brace: Tapered Cee 7.125" to 7" x 5" x 12ga Unbraced length (Lbr)2+ (Lbr)2 =3.437ft Maximum beam reaction at brace each cee(page 21), R2:= 5851.91bf Total knee brace axial load, Pbr:= 2 R2 Pbr= 16.554-kips 0.707 See pages 30 to 31 below Knee Brace Beam& Column Connection: (12) #12-24 screws each side, each end d:= 0.216•in Q := 3.0 Steel in contact with screw hcad: 12ea Steel not in contact with screw hcad: t2.a Ful := 70.0•ksi tj := 0.105•in Fug:= 70.04csi t,:= 0.105•in Pni := 2,7•tl.d•Ful =4.287•kips Pn2;= 2.7-t2-d•Fu2=4.287•kips Fo•t2/tl equal to or less than l 0.5 Pn3:= 4.2.(t23.d) ,Fu2=4.649•kips Allow Shear per screw fbearinc) t2 Pn := if — _< 1,min(Pnl,Pn2,Pn3),niin(Pn i,Pn2) =4.287•kips tI Pn Pabrg:= = 1.429-kips for N12-24 screws Pascre,,,.24 885,1bf GF:= 2•(12.0)•min(P8brg,Pascrcw.24) = 21.240•kips n- O.R. 30 Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"2.8.9.0 Section Designation : Open Cee 7 x 5 x 12ga Single Channel INPUT PROPERTIES : Web Height= 7.0000 in Steel Thickness= 0.1050 in Top Flange= 5.0000 in Inside Corner Radius= 0.1250 in Bottom Flange= 5.0000 in Yield Stress,Fy= 55.0000 ksi Fy With Cold-Work,Fya= 55,0000 ksi OUTPUT PROPERTIES. Effective Section Pro ettles,Strong Axis Neutral Axis from Top Fiber(Ycq) 4.3725 in Moment of Inertia for Deflection(Ixx) 10.6608 inA4 Section Modulus(Sxx) 2.2341 inA3 Allowable Bending Moment(Ma) 6131.56 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 3.5000 in Moment of Inertia(Ixx) 15.0232 inA4 Cross Sectional Area(A) 1.7470 inA2 Radius of Gyration(Rx) 2.0325 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 1.5240 in Gross Moment of Inertia(lyy) 4.6944 inA4 Radius of Gyration(Ry) 1.6393 in Other Section Property Data Member Weight per Foot of Length 5.9445 Iblft Allowable Shear Force In Web(Unpunched) 12169.50 lb Pao for use in Interaction Equation C5-2 23361 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -3.4790 in St.Versant torsion Constant(J x 1000) 6.4200 inA4 Warping Constant(Cw) 39.4321 inA6 Radii of Gyration(Ro) 4.8363 inA6 Torsional Flexural Constant(Beta) 0.4826 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(inA2) 126.6 2.2341 10,1358 10.1358 -6.9208 6.9208 -10.1358 -10.1358 ' Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www,strongtie.corn Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:05/30/2019 Code: 2012 NASPEC[AIS] S100-2012] Simpson Strong-Tie@ CFS Designer"'2.8.9.0 R1 R2 I I i 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131.6 Ft-Lb Va= 12169.5 lb I= 10.66 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0,000 0.0 None 6131.6 0,000 0,000 L/O Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 0.0 0,00 579.6 1043,3 0.0 0.00 NO R2 0.0 0.00 579.6 1043.3 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va V t M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr, R1 0,0 0.0 1.00 0.00 0.00 0.00 R2 0.0 0,0 1.00 0.00 0.00 0,00 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lin Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-inlin) (in) load(lb) P/Pa Value Span 16554.0(c) None None 26 0.0 42.0 21314.4(c) 0.78 0.78 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 32 223 Foster Street Job#19-t033 Martinez, CA 94553 (800) 366-9600 Column: (2) Cee 12' x 3.5" x 10ga boxed Column height, Heol := 10.13ft Tributarywidth, s,,, =20.250ft Tributary depth, dcpi := 18.4ft b1 =4.000ft b2= 6.000ft Dead load on eolumt: RDL=3,000psf Pdl := (RDL),(scol)'(dcol) Pdl = 1.094•kips MDL:= (RDL)•(sco1)-(sprh,)'(b2 —bl) MDL= 1.094ft-kips Equivalent horizontal load, Pdlhoriz- MDt Pdlhor,,=0.108"kips Hcol Snow load on colunin: Pf =25.0001)sf Psi := (Pf)•(scol)'(dcol) Psl =9.113•kips Psl'inbal :_ (Pf)-(scol)'(sprin) Psl,,bal =4.556-kips MSL:= (Pf)'(8co1)'(spr1n)-(b2) MSL =27.338 ft•kips (unbalanced) Equivalent horizontal load, Pslhoriz:= h'SL Pslhoriz=2.699-kips Hcol Transverse Seismic Load(ner column): seismic response coefficient, Cs =0.6168 W:= Pdl MI= 1.094•kips dead load on column Vs:= Cs-W Vs= 0.674-kips seismic load on column Horizontal Seismic Load Effect: redundancy factor. p := 1.3 QE:= Vs QE= 0.674•kips Eh:= p•QE Eh = 0.877•kips MEh:_ (Eh)•(Heol) MEh= 8,882•ft•kips Vertical Seismic Load Effect: SDS =0.771 Dead load, D:= W D= 1093.500•lbf Ev:= 0.2•SDS•D Ev=0.169•kips Baja Construction Co., Inc. Page 33 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Column Loads,cont.: Transverse Wind Loadine: Hcol= 10.130ft roofslope, 0:= 1,19Ldeg Bldg,depth (sloped); Lt := 18.02•ft tributary width, scol =20.250ft cl 3,73•ft c2:= 5.28•ft Positive transverse wind load: Gamma=0& Gamma= 180,Load Case A Pposleew-ard.A =5.699•psf FWA.leeward (W'PPOsleeward.A)'(scol)'(O.S'Lt) FwA.leeward= 1.352-kips 1'pOswindward.A =22.798-psf I'wA.windward (W'I'POswind�vard.A)'(scol)'(0.5•I.,t) FwA.windward =5.407,kips Vertical wind component: PyA := (Fwn.ieetivard+ FWA.windward)-Cos(0) PyA=6.758•kips liwizontal wind componcnt: PXA:= �FwA.lec,vard'_FwA_windward)-sin(0) PxA= 0,J40•kips Wind A4o merit: Gamma=0.Load Case A MO.A I'wA,lccwartr(o2) — FwA.%vmdv ird'(c l) Mp A=—13.033,fbkips Equivalent horizontal load, FWtr,,,i,,.O.A = Mo.A Fwtranw.O.A =—1.287•kips Hcol Wind Moment: Gamma= 180.LoadCascA MI80.A FWA.wind%vard'(c2) —FWA.leeward(C0 MI80.A=23.509•ft.kips Equivalent horizontal load, Fwtransv.180.A M I ao.A Hcol 1'wtransv.180.A=2.321'kips -- Transverse wind load: Gamma=1 80,Load Case A -- CONTROLS Baja Construction Co., Inc. Page 34 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Column Loads, cont.: Hcol = 10.130ft Longitudinal Seismic Load: seismic response coefficient, Cs =0.6168 i Building length (4-stalls typ.), Lbldg:= 36.4ft Budding depth, Dbldg = dcol Dbldg= 18.000ft Number of columns, ne(,i:= 2 Wtotal := IWL-(Lbldg)•(Dbldg) Wtotal = 1.944•kips total roof dead load Vtotal := Cs-Wtotal Vtotal = 1.199•kips total seismic load Vtotal ulon�ir�= vlangit=0.600•kip5 per column Itcal Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE.longil:= Vlongit QE.longit=0.600•kips Ehlonci, := P'QE.longil Ehlonait= 0.779•Icips MEh.longit:= Elrlongit'(Hcol) MEIdongit=7.895 ft•kips Longitudinal Wind Load: Maximum wind pressure along ridge, Pwindlongit.mas = 15.199psf (applyto T-0"vertical projection) deoI = 18.000 ft 1'''langit:= (W'Pwindlongit.moa)'(dcol)'(2.0•ft) Fwl,ngit=0.711-kips Mwindlongil := (Fwlongit)'(Hcol) IVlwindlongit= 7.206ft•kips See below. CFS Version 11.0,2 Page 1 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 10ga Boxed Rev, Date: 12/20/2018 8:04:17 AM Printed: 5/30/2019 9:01:12 AM f i i 4 a i Section Inputs Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi _ Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Torsion Constant Override, 1 96.453 inA4 Warping Constant Override, Cw 0 in^6 Connector Spacing 0 in i Left Channel, Thickness 0.135 in Placement of Part from Origin: X to right edge a in Y to center of gravity 0 in Outside dimensions, open shape Length Angle Radius Web k Hole Size Distance 1 (in) (deg) (in) Coef. (in) (in) 1 0.750 270.000 0.25000 None 0.000 0.000 0.375 I 2 3.500 180.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90,000 0.25000 Cee 0.000 0.000 6.000 4 3.500 0.000 0.25000 Single 0.000 0.000 1.750 5 0.750 -90,000 0,25000 None 0.000 0,000 0.375 Right Channel, Thickness 0.135 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 -90.000 0.25000 None 0.000 0,060 0.375 2 3.500 0.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 180,000 0.25000 Single 0.000 0.000 1.750 5 0.750 270.000 0.25000 None 0.000 0.000 0.375 I� i CFS Version 11.0.2 Page 1 •j fi Analysis: 19-1033 Columns.cfsa Rev, Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM fi 1 1 fi i Analysis inputs Members Section File Revision date and Time ' 1 Boxed 12x7x10ga.cfss 12/20/2019 8:04:17 AM Start Loc. End Loc. Braced R k� Lm ex ey (-Ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 10.630 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.500 1.00 No 1.0000 2 XYTRxRy 10.630 2.00 No 1.0000 I Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.1080 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 1.0940 1.0940 k i CFS Version 11.0.2 Page 2 3 Analysis: 19-1033 Columns.cfsa f Rev. Date: 5/30/2019 8:58:57 AM I Printed; 5/30/2019 9:01:12 AM j Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 96.000 0.500 NA 2.6990 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 4.5560 4.5560 k i i Loading: Wind Load Transv, i Type Angle Start Loc. End Loc. Start End (deg) (ft) (f•t) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7580 k i Loading: Seismic Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0,500 NA 0.8770 NA k { Bearing Length 1.00 in 2 Axial NA 0,500 10.630 0.1690 0,1690 k E1 Loading: Wind Longitudinal. } Type Angie Start Loc, End Loc, Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7110 NA k Bearing Length 1.00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7790 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k Load Combination: D+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 i Load Combination: D+0.6W Transv+0,5 S } Specification: AISI S100-12, US, ASD Tnflection Point Bracing: No 1 Loading Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 I i i i 1 CFS Version 11.0.2 Page 3 Analysis: 19-1033 Colurnns.cfsa ! Rev. date: 5/30/2019 8:58:57 AM Printed; 5/30/2019 9:01:12 AM Load Combination: D+0.5(0.6W Transv)4-S !( Specification: AISI S100-12, US, ASD ' Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 ' 2 Wind Load Transv. 0.300 3 Roof Snow Load 1.000 r Load Combination: D+E/1.4 Transv Specification: AISI S100-12, US, ASD Inflection Point Bracing: No i Loading Factor 1 Dead Load 1.000 2 Seismic Transv. 0.714 i Load Combination: D + S. +-0.5(e.6WLongit) Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 J 2 Roof Snow Load 1..000 3 Wind Longitudinal. 0.300 Load Combination: D + 0.6W Longit + 0.5S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 r 2 Roof Snow Load 0.500 3 Wind Longitudinal 0.600 Load Combination: D + E/1.4 Longitudinal Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Longitudinal 0.714 Member Check - AISI S100-12, US, ASD Load Combination: D+S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in j Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor, R: 0 Lm 20.000 ft I CFS Version 11 ,0.2 Page 4 3 4 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/130/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i Loads: P Mx Vy My vx (k) (k-ft) (k) (k-ft) (k) Total 5.650 28.435 2.807 0.000 0.000 Applied 5.650 28.435 2.807 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: j Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 t Interaction Equations I Eq. C5.2.1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 J Eq. C5,2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.000 = 0.760 <= 1.0 I Eq. C3.3.1-1 (Mx, vy) 5grt(0.365 + 0.005)= 0.608 <= 1.0 ! Eq. C3.3.1-1 (My, vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 j Member Check -AISI S100-12, US, ASD !� Load Combination: D+0.6W Transv+0.5 S I Qesign Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 7.427 28.871 2.850 0.000 0.000 Applied 7.427 28.871 2.850 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 l Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 lye 44.14 in^4 1 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in AB Sye(r) 12.612 inA3 ! 1 Interaction Equations ; Eq. C5.2.1-1 (P, Mx, My) 0.112 + 0,737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.071 + 0.717 + 0.000 = 0.788 <= 1.0 Eq. C3.3.1-1 (Mx, vy) Sgrt(0.376 + 0.005)= 0.617 <=_1,0 ; Eq. C3.3.1-1 (My, vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 3 1 r Z f f ii i CFS Version 11.0.2 Page 5 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check - AISI S100-12, US, ASD Load Combination: D+0.5(0.6W Transv)+S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.00ee Kt 1.0000 ; Section: Boxed 12x7xlOga.cfss Material Type: A61;3 HSIAS Gradp 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (1(-ft) (k) lotal i.677 35.488 3.503 0.000 0.000 Applied 7,677 35.488 3.503 0.000 0.000 Strength 66.338 40.285 38.992 21.275 30.405 Effective section properties at applied loads: Ae 5.2420 inA2 Ixe 107.82 inA4 Iye 44.14 in14 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.116 + 0.907 + 0.000 = 1.023 > 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.073 + 0.881 + 0.000 = 0.954 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.568 + 0.008)= 0.759 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D+E/1.4 Transv . Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0006 Section: Boxed 12x7x10ga.c-Fss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 7.437 0.734 0.000 0.000 Applied 1,215 7.437 0.734 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 CFS Version 11.0.2 Page 6 Analysis: 19-1033 Colurnns.cfsa f Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Effective section properties at applied loads: Ae 5.2420 inA2 Ixe 107.82 in^4 lye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612 inA3 Sxe(b) 17.970 in"3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0,018 + 0,185 + 0.000 = 0.204 <= 1.0 ! Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.185 + 0.000 = 0.196 <= 1.0 f Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0,000 <= 1.0 f Member Check -AISI S100-12, US, ASD Load Combination: D + S + 0.5(0.6WLongit) Design Parameters at 10.630 ft, Left side: Lx 10,630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 i Section: Boxed 12x7x10ga.cfss j Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in CUnx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None icy 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) I Total 5,650 28.435 2.807 2.161 0.213 Applied 5.650 28.435 2.807 2.161 0.213 i Strength 66,338 40,285 38,992 21.875 30.405 ? r I Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 Tye 44.14 inA4 Sxe(t) 17.970 inA3 Sye(l) 12,612 inA3 Sxe(b) 17.970 inA3 Sye(r) 12.612 in^3 f Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.085 + 0.721 + 0.104 = 0.910 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.099 = 0.859 <- 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.010 + 6.000)= 0.099 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0.40424 k/ft _ f I i i CFS Version 11.0.2 Page 7 Analysis: 19-1033 Columns.ctsa Rev. Date: 5,130/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check - AISI S100-12, US, ASD Load Combination: D + O.GW Longit + 0.5S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10,630 ft Lt 10.130 +t Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x1Oga.c+ss Material Type: A653 HSLAS Grade 55/1, Fy=55 1<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 3.372 14.764 1.457 4.321 0.427 Applied 3.372 14.764 1.457 4.321 0.427 Strength 66.338 40.285 38.992 21.875 30.405 i € Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 lye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 i.n^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 inA3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.051 + 0.371 + 0.204 = 0.626 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.032 + 0.366 + 0.198 = 0.596 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.098 + 0.001)= 0.316 <= 1.0 ! Eq. C3.3.1-1 (My, Vx) Sgrt(0.039 + 0.000)= 0.198 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0,00000 k/ft 0,80849 I(/ft Member Check -AISI S100-12, US, ASD Load Combination: D + E/1.4 Longitudinal Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 icsi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Icy 0 k Red. Factor, R: 0 Lm 20.000 ft CFS Version 11,0.2 Page 8 Analysis: 19-1033 Columns.cfsa Rev. Date: 5f30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i Loads: P Mx Vy My Vx (k) ()(-ft) (k) (k-ft) (1() 1 Total 1.215 1,094 0.108 5.634 0.556 Applied 1.215 1.094 0.108 5.634 0.556 Strength 66.338 40,285 38,992 21.875 30.405 i Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 Tye 44,14 in"4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 ; 5xe(b) 17,970 in^3 Sye(r) 12.612 in^3 I Interaction Equations Eq. C5,2.1-1 (P, Mx, My) 0.018 + 0.027 + 0.260 = 0.306 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.027 + 0.258 = 0.296 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.001 + 0,000)= 0.023 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.066 + 0,000)= 0,258 <= 1.0 Shear -Flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft i i �I i Baja Construction Co., Inc, Page 44 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Column Embedment Required: Ml := MDL+ MSL=28.431-ft-kips M2:= MDL+ MSL+ 0.5-(0.6-MI80.k) =35.484-ft-kips M3 MDL+ O-S'MSI,+ 0.6-MISO.A=28.868-ft-kips M4 MDL+no'(0.714.MEh) =9.021-ft,kips Mmax:= rnax(M 1,M2,]VB,M4) =35.484ft-ldps Load factor ..................................................... LF:= 1.7 LF-(Mmax)=60.322-fl-kips Strength reduction factor .............................. 0.65 =7 Concrete Strength .......................................... fc.= 2500,psi AC1318-14 Table 14.5.6.1 Design bearingstrength ..................... Fb,g:= (�-(0.85,fc) Fb,g= 1.381.ksi Column flange width ...................................... b,,,, 7.0,in w:= (Fj(b...,)= 116.025-kif Required column embedment: 6-(1.F)-(Mrnax) dread W 21.194�in Baja Construction Co., Inc. Page 45 223 Foster Street ' .lob N 19-1033 Martinez, CA 94553 (800) 366-9600 Pier rootinl7: Hcol= 10.130 ft Max.Moment, Mmax=35.484ft�kips Equivalent Point Load, P:= M max P=3.503,kips 1'lcol f Allowable lateral bearing pressure .................. Sa=100.000•ps ft Pole diameter(or diagonal) ...,........I.................. bp�cr;= 30:0 in rpier:= 0.5-bpicr= 15.000•in Structure is not adversely affected by 1/2"ground motion w use twice value of Sa At Soil/Dirt: 30"x 10'-3"deep nou-constrained pier footing Unconstrained pier embedment depth ........... Dunconst:= 1,0.25•ft St ;= 2.Sa.Dunconst St =683.333-psf 3 � �1,p A:= z A=4,798 ft St'bpier A dunconst�= 2' 1 �" I .N A 4.36•hleol dunconst= 10.063$ At Concrete Slab: 3011 x 6"-9" deep constrained pier footing Constrained pier embedment depth .........•...... Dconst:= 6.75•ft S3:=2•SA Dconst S3= 1350.000-psf dconsl:= 4.25 P•Hcol dconst=6.69511 S3'bpier At asphalt Pavement: 3011 x 81-61'deep pier footing(average non-constrained,constrained) ds,c= 0,5.(Dunconst+ Dconst) =8.500ft Baja Construction Co., Inc. Page 46 223 Foster Street Job#19-]033 Martinez, CA 94553 (800)366-9600 Check Pier Footing for Vertical Loads (DL+LL): Max.Verlical Load ................ 1'vertl := Pdl + Psi= 10.206•kips Pvert2:= Pdl + Psi + 0.5.0.6•PyA= 12.233•kips PverO := Pdl + 0.5Psl + 0,6•PyA= 9.704•kips Allow.Soil 13earina: SBPallow= 1500.000•psf Friction CalaC Allow.Skin Friction ............. Ff saP allow —250.000•psf 6 Friction capacity ................. Fafric (a-bpicr'rf).(Dconst— 1.0•fl) = 11.290•kips (neglect top 1.0 ft) ntal(Pvert2,PvertZ,Pvcrt3) —Fafric Soil pressure(end bearing), SPend.bearing= = 192.149psf — O.K. �'rpier Check Pier Footing for Ul)Iift Loads (DL+Wind): Pnegwindward.13 =-20,898•psf Pnegleeward.B=-1.900•psf ' soot= 20,250 ft dcol=18.000 ft Uplift::= 00.6,w•PnegNvindward_B + 0.67•RDLI + I0.6�w•Pnegieeward,R+ 0.67•RDLI)4(sva,)-(0.5•dea;) =2.701•kips i Weight of footing ................ Wftg:= (145•pcl')•(7t•n)1er .(Dconst) =4.804•kipsWft � I g FS:= = I.779 Uplii3l , 1 1 Title Block Line 1 Protect Title: You can change this area Engineer. using life"Settings"menu ilem Protect ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Pnnled:30 MAY 2019, 9:45AN7 General Footing File=Urilevaull4ohshOTHERR-1119-103-7.115103�-4leacsll&1033.ec6. g Software eopy MENFRCALC,INC 1903-2010,Build:10.18.12,13. Description; Alternate Spread Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Cornbinations Used : ASCE 7-10 General Information Material Properties Sail Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.250 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.170 fl Min Steel%Bending Reinf. - Allow press.increase per foot of depth = ksi Min Allow%Temp Reinf. = 0,00180 when footing base is below = it Min.Overturning Safety Factor - 1.50 :1 Min.Sliding Safety Factor = 1.50:1 Increases based on footing plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per fool of depth Use fig M for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greaser Than = fi Use Pedestal wl for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ff Length parallel to Z-Z Axis = 4.0 If Footing Thickness = 26.0 in z I ! Pedestal dimensions,., x _ I ) )— px:parallel to X-X Axis = in - -- -—= pz:parallel to Z-Z Axis = in I i Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 13.0 in I Reinforcing Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis NumberofBars = 14 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4,4,2) r _ Direction Requiring Closer Separation .....,^.,.:; — Bars along Z-Z Axis #Bars required within zone 72.7% #Bars required on each side of zone 27.3% Applied Loads D Lr L S W E H P;Column Load = 1.094 4.556 6.758 0.1690 f; OB:Overburden = ksf M-xx = 7.206 7.895 k-ft M-zz = 1.094 27.338 23,509 8.882 k-ft V-x _ 0.140 0.8770 - --- k V-z 0.7110 0.7790 k Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Protect ID: and then using the"PI inling& Project Descr: Title Block"selection. Title Block Line 6 Printed:30 MAY 2019. 9:45Afvl General Footing File=ttfdemiNotrlOTHERR-1119-103-?.118-103-41Caks119.1033.ee8. g Sofh-oarecopyiigh(ENERCAIC,INC.1983.2018.134K.10.18.12.13 . Description: Alternate Spread Footing DESIGN SUMMARY - • • Min.Ratio Item J Applied Capacity Governing Load Combination PASS 0,9784 Soil Bearing 1,775 ksf 1.814 ksf +D-4750S+0,450W about Z-Z axis PASS 1.805 Overturning-X-X 6,708 k-ft 12.105 k-ft +0,60D+070E PASS 1720 Overturning-Z-Z 27.258 k-ft 46.887 k-ft +D+0.750S+0.5250E PASS 3.999 Sliding-X-X 0,6139 k 2.455 k +0,60D+0.70E PASS 5,797 Sliding-Z-Z 0.5453 k 3,161 k -0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5125 Z Flexure(+X) 11.929 k•ft/ft 23.276 k-fUff +1.20D+1.60S-0.50W PASS 0.06028 Z Flexure(A) 1.403 k-f/ft 23.276 k-f/ft +0.90D-E PASS 0.05860 X Flexure(+Z) 1.364 k-ftlft 23.276 k-f/ft +1.20D•�0.50S+W PASS 0,03591 X Flexure(-Z) 0.8358 k-ftlfl 23.276 k-ft/ft +1.20D+0.20S-E PASS 0.3902 1-way Shear(+X) 29.268 psi 75.0 psi +1,20D+1.60S+0.50W PASS 0.07894 1-way Shear(-X) 5.921 psi 75.0 psi +1.2QD+1.60S PASS 0.05743 1 way Shear(+Z) 4,307 psi 75.0 psi +1.20D+0.50S+W PASS 0.03791 1-way Shear(-Z) 2,843 psi 75.0 psi +0.90D-E PASS 0,1222 2-way Punching 18.323 psi 150.0 psi +1.20D+1,60S+0,50W PI SAFEbuilt, an Review R- SArEbuilt Y PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jbiegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A, U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017- CARPORT G U/V-B 1,296 BLD-3018 CARPORT H' U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Law Wki4 ra. Senior Plans Examiner 1621 114t"Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com Baja Construction Co., Inc. Page 1 of 18 223 Foster Street Job#/19-1033 Martinez, CA 94553 05/31/19 (800) 366-9600 BSP Carport Structures Cedar Pointe Apartments 17309 40thAyenue NZAal111gton WA for: AMWA Construeti-on Design Gflte11c1: RiskCategory .................................................... 11 UJ e: lteniative Basic Load Combinations(Section 1605.3.2) CI M �J Roof Snow Load ........ Pf := 25.0•psf ................................... Basic Wind Speed(ultimate) ........................... 110 mph FAO �2434488 Wind Exposure ... .._.........._.._...... .. ..�........ C SSI0 AL4�G�� ASDWind Factor ............................................. w:= 1.3 Seismic desigi category .................................. D 05-31-2019 Siteclass ............................................................ D Seismic importance factor ................................ 1�-1.0 Allowable Stresses Roof sheeting .................................................... Fy:= 50.0•ksi Fb:= 30.0•ksi Frames,purlins.................................................... Fy = 55.0•ksi Fb .= 33.0•ksi Concrete .............................................................. fc:= 2504psi at 28 days Reinforcements ..............................:.................. ASTM A615,Grade 40 (min.) her Table 1806.2.Soils Class_5 Allowable Soil Bearing Pressure .................. SBP,ilow:= 1500-psf Allowable Lateral Bearing Pressure ............. S := 100•pef Roof Dead Load: Roof sheeting .................................................... RDLshi,,:= 1.0 psf Framing ............................................................... RDLfnng:= 1.5-psf Misc ..................................................................... RDLmisc:= 0.5-psf Total Roof Dead Load, 1ZDL:= RDLshrg+ILDL[rmg+ RDL,n;sc=3.004psf deceived .... JAN 2 9 202A 61-a 'U CRS CR, 0.949 Coefficient of risk(1.0s) PGA 0,437 MCEG peak ground acceleration FPGA 1,063 Site amplification factor at PGA i PGAM 0.464 Site modified peak ground acceleration i 1 TL 6 Long-period transition period(s) r SsRT 1.086 Probabilistic risk-targeted ground motion (0.2s) SsUld 1.109 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) t SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.424 Probabilistic risk-targeted ground motion (1.0s) S1 UH 0.447 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) r SID 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction befog proceeding will) design. i Disclaimer f Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. ! While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent 1 examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the II use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in Interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude ; r location in the report. t i I t i 1 MecaWind. S td v2 . 2 0 7 e Q per ASCE 7-a 10 Developed by MECA Enterprises, Inc, Copyright www.mecaentererises.com Date 5/28/2019 Project No. JobNo Company Name True Designed By Engineer Address Address Description ; Description City City Customer Name Customer State State Proj Location Location File Location: J:\Other Regions\19-•1033 - AMWA CONSTRUCTION C CEDAR POINT\19-1033 - Engine ering\Cal es \15-1033.wnd i input Parameters: Directional Procedure open Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category - II Exposure Category = C Natural. Frequency - N/A Flexible Structure - No Importance Factor c 1.00 Kd Directional Factor a C.85 Alpha 9.50 4 = 900.00 ft At a 0.11 Bt a 1.00 Am = 0,15 Bm 0.65 Cc = 0.20 1 = 500.00 £t Epsilon 0.20 Zmin v 15.00 ft Pitch of Roof = 0,25 : 12 Slope of Roof(Theta) - 1.19 Deg D: Roof Len along Ridge = 36.00 ft L: Horizontal Width . 18,00 ft h: Mean Roof Ht 15.00 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0,85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht - 15.00 ft lzm: Cc1(33/Zm)^0.7.67 = 0,23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft q: (1/(1+0,63*((3+Ht)/Lzm)^0.63))^0.5 = 0,94 Gust2: 0.925*((1+1.7*lzm*3.4*0)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor. of Gustl or Gust2 r 0.85 open Building-Monoslope Roof per Figure 27.4-4: L _ k 0.5 L 0.5 L CINIV ! cu. h Normal to Ridge - open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case Psf psf --------------------r.._�--------------------- ------------- A 1.200 0.300 22,798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Ridge i Bala Construction Co.,Inc, Page 7 223 Foster Street Job# 19-1033 Martinez CA 94553 (800) 366-9600 i f I t { 18.00, r { 8.00' 10.00' 4.00 L1=4.00' L2=6.00' 4'-0" i Lb r=2,43' 3.57' P1 P2 ff V-10" "J x r I 0 0 , E � I � 0) M+ P+ , I CROSS-SECTION DEAD + LIVE LOADS Baja Construction Co„ Inc. page 9 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Roof SheefiM 24ga McElroy "Mega-Rib" Panels,Fy=50 ksi ( RDLshtg:= 1.17•psf Lshtg:= 10.0•ft asht 4.0•ft tributary, 1,0•ft g•— > s shtg �_ w:_ (Pf +RDLshIj'(Sshtg)=0.026•klf w Positive whid load(zone 3): p3shtgpos=24.010•psf [[lZlTrl 1 1I I wpos.l :_ (RDLshtg+ 0.6•w•p3shtg.pos+ 0.5•Pf)•(sshtg) =0.032•klf TR R 1 a L a Wpos.2 [RDLshtg-I_ Pf + 0.5•(0.6•w•p3shtg•pos)'(Sshtg) =0.036•klf wmax:= max(w,wpos.l,'Apos.2) wmax- 0.036•kl Spos:= 0.1215•in3 Sneg:= 0.1126-in3 Imin := 0.0970•in4 L:= 29500•ksi Cantilever: Meant:= 0.5-Amax'(ashtg2) = 0.284ft•ldps Meant cant =30.295 ksi Sneb tnax'ashtg 2i1shrg dcant:= ►v '(Lshtg 3— 6'ashtg 2'Lshtg+ 3•ashtg 3) = 0.830•in = 115.702 24•E•Imin dcant Center Span:, Mctr•:= 0A25•w,,x.(Ls)Itg2—4•ashtg2) =0.160ft•kips fb \Qctr = 15.793•ksi ctr — Sp oS %A'max,Lshrg 2 2 Lshtg dctr:_ (5 Lshrg —24•ashtg ) = 0.648•in = 185A24 384•);•Iinin dctr Allowable deflection limit(IBC Table 1604.3,Footnote a) = L/60 — O.K. L_lift: p3shtg.neg=21.800 psf 'uplift:_ 10.6•(w•p3shtg.naJ —0.67•RDLsht91'(Sshtg) =0.016•klf 2 ° Meant plift Mcantuplift:= 0.5•(wuplift)'ashtg =0.130ft•kips fb:_ = 12.816•ksi Spos 2 2 MctrupliR Mctruplif4_= 0.125•`vupfifl'(Lshtg —4'ashtg ) = 0.073 ft,kips fb:_ =7.779 ksi Sneg WAM WM cELRO Y METAL CORPORATE OFFICE - P_O. 13OX 1,148 ° SHREVEPORT, LA 71163-1148 - (318) i4'/-8000 a FAX (316) 747-8020 T twh' ;Cd I C A A *"w"h" I Issue Date: June 1,2006 Revised : Au gust 29,2011 No. 07-213-06 i Mega-Rib Rare&Painted __ 39• MMAZIE- SECTION PROPERTIES TOP IN COMPRESSION BOTTOM IN COMPRESSION FY WEIGHT V, F, „a P,,ai I, Sa Ix Sr GAUGE - (k!P 4 a (kiP (ksi) (pso (kiplR,) (Ibslfl.) (Ihs/a.) (in,4/fL) (in 31fL.) „ (in./rL) (in./11.) a, 24 1 ,10,01 1A7 1 1.2160 1 214.67 1 576.44 1 0.0970 1 0.1215 1 3,6370 p.0970 0.11" 33700 1 Seclan propedles one calculated in amcindancu with the 2007 AISI Nut lh Amu ricar.SpeciOoalion for the Design of Cold-Fomled Steel Structural Members 2.Va Is the allowable snear. 3 Pa Is the allowable load for web crippling on end&interior supports 4.Ix is arde0ac11on dMarainalion• S.So is Ior handing. B.his Is the allowable bending moment. 7•All values arc farona fan[of panel width Allowable Uniform Loads (PSF) Shan in Feet span Type Load Type 3.1L 40 4 56 S 00 559 600 6 50 7 60 7.501 8.110 a SC 0 00 9 5e 1300 1056 11.OL Positive Wind 197 151 115 913 00 67 57 44 43 37 33 29 26 11 21 20 Negative lhlnU 163 140 110 89 74 62 53 45 39 35 31� 7.% 24 22 20 10 Single Live 197 151 119 96 80 67 57 49 43 37 33 29 26 24 21 20 pe8eclion(U180) 197 132 93 67 50 39 30 24 20 16 13 11 O a 7 6 pelleclion(U240) 148 99 69 SO 3e 29 23 19 15 12 10 B 7 6 5 4 Positive Wind 174 134 107 87 72 61 52 45 35 34 30 27 2E 22 20 16 Negative WltU 186 144 115 94 7B 65 56 48 42 37 33 29 20 24 21 19 2 Span Liva 174 131, 107 87 72 61 52 45 39 34 30 27 24 22 20 18 Delleclian Wl 60) 476 319 224 163 122 94 74 59 46 39 33 20 23 20 17 15 Deflection(U240) 357 239 16B 122 92 79 55 44 35 24 21 17 15 13 11 Positive Wind 213 165 132 108 90 76 65 56 49 43 38 34 30 27 25 23 Neoalivu Wind 227 177 1 142 116 W Si 69 60 52 46 41 36 33 29 27 24 3 Span Live 213 165 132 108 90 76 65 56 49 43 38 j 4 30 27 25 23 0010clion fUtac) 373 240 175 127 96 74 50 46 37 31 26 1 1B 15 13 12 pa0eclion L1240) 279 187 131 95 72 55 43 34 26 23 19 6 13 11 10 9 Positive Wait 200 155 124 lot 84 71 60 52 1 45 40 35 32 28 25 23 21 Ncuativc Von,] 214 166 13S 108 90 76 65 5B 49 43 38 34 31 1 28 25 23 4 Span LNc 200 155 124 101 84 71 fig 52 45 40 35 32 2B 25 23 1 21 Dcrieclton(U160) 390 215 186 135 102 70 01 49 40 33 27 23 i9 16 14 u DeOecllon(U240) 297 199 1 131 101 76 50 46 37 30 2.4 20 17 14 12 11 9 Notes: 1.Allowable uniform loads are based Upon equal span lengths, 2_Positive Wnd is wind pressure and esNOT increased by 33 1/3 3,Negative Wool is wind suclion or upli6 and i9JDT Increased by 331/3°%. 4.Live Is the allowable live or snorr load• 5,Do09clton(U180)Is the allowable load that Pran,the panals deflection to U100 while und,.r positive or It,.load, 6•D611-flon(U240)is the allowable lead that limos the paners de0ecbon to U240 white under posllive or live load. 7.The weight of the panel hasNOT been deducted from the allowable.loads. B.Poslltve Wind,Nt,imhve Wind,and Live Load values are limited to combined shear&bending using Eq.C3,3J1 l of the AISI Specifiralion• 9•Positive Wind and Live Load values are I nned by web crippling using a bearing length of 2•, 10.Web m6ppbn0 values nre determined uslnq a ratio afire uniform load cWallysuppoded by the lap nanges or the section 11.Load Tables are limited to a mammum allovmble load of 500 ps(. COFPORATE OFFICE SHREVEPORT. LOUISIANA IWIDWES T DIVISION = CLINTON'.IL SOUTHEAST DIVISION ^ PEAC'HTREE CITY,GA WESTERN DIVISION ADELANTO,C" NORTHEAST DIVISION WINCHESTER.VA. SOUTHWEST DIVISION ° DOSSIER CITY,LA BLUEGRASS DIVISION), LEWISPORT,KV YVCS T TEXAS DIVISION I,4ERKEL,TX GREAT LAKES DIVISION ^ MARSHALL,MI Project Name: 19-1033 Page 1 of 1 Model: Roof Purllns Date:0 512 9/20 1 9 Simpson Strong-Tie®CFS Designer"'2.8.9.0 Section Designation : Cee 12 x2.5 x 12ga Single,C Stud INPUT PROPERTIES Web Height= 12.0000 in Steel Thickness= 0.1050 In Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0,7500 in Fy With Coll-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strona Axis Neutral Axis from Top Fiber(Ycg) 6.3124 in Moment of Inertia for Deflection(Ixx) 35.6812 inA4 Section Modulus(Sxx) 5.4017 inA3 Allowable Bending Moment(Ma) •14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Fl-Lb Gross Section Properties of Full Section,Stronq Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 inA4 Cross Sectional Area(A) 1.8664 i11A2 Radius of Gyration(Rx) 4.3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0,5426 in Gross Moment of Inertia(lyy) 1.2592 inA4 Radius of Gyration(Ry) 0.8214 in Other Section Property Data Member Weight per Foot of Length 6.3510 Ib/ft Allowable Shear Force In Web(Unpunched) 8928.40 Ih Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venanl torsion Constant(J x 1000) 6.8590 in14 Warping Constant(Cw) 36.8367 inA6 Radii of Gyration(Ro) 4.6797 inA6 Torsional Flexural Constant(Beta) 0.9109 Warpinq Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(inA2) Wn(5)(inA2) Wn(B)(InA2) 118.4 6.1301 11.1539 8.8509 -5.3934 5.3934 -8.8509 -11,1539 Location (1)and(6)are lip of compression and tension lip respectively Location(2)and(5)are flangellip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins-Cantilevered Date:05/29/2019 Simpson Strong-Tie@ CFS Designer"•1-2.8.9,0 336.00 336.00 R1 R2 9.00 18.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ reflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0.918 8687.4 None 12299.2 0.706 0.452 L/477 Span 13608.0 0.918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Left Cantilever 200.00 108.0 13751.2 0.990 Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt'Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6804.0 2.50 5391.8 8896.4 13608.0 1.25 YES R2 2268.0 2.50 2513.1 4397.8 0,0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V[Va M/Ma Unstiffened Stiffened R1 3780.0 13608.0 1.00 0.42 0.92 1.01 N/A R2 2268.0 0.0 1.00 0.25 0.00 0.25 N/A SIMPSON STRONG-TIC COMPANY INC. - -- �J -- www.stroiigile.com 1� Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date:0 5/2 912 0 1 9 Simpson Strong-Tie®)CFS Designer"'2.8.9.0 336,00 RI R2 I I � 1 21.00 Section : Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45.45 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 18522.0 0,913 18522.0 Full 20276.0 0.913 1.097 1-1230 Distortional Buckling Check Span K•phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 200.00 252.0 19132.4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0,0 0.45 NO R2 3528.0 2.50 4052.1 7091.2 0.0 0.45 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3528.0 0.0 1.00 0.18 0,00 0.18 N/A R2 3528.0 0.0 1.00 0.18 0.00 0.18 NIA SIMPSON STRONG-TIE COMPANY INC. vmmstrongtie.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1: D+S full load both sides Date:0 513 0/2 0 1 9 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie©CFS Designer'"2.8.9.0 Pi Pz 1 1 ti R1 R2 4.00 2.53 3.57 �-► X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825.1 0.550 0.170 L/563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0.013 L12425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0,474 0,130 L1660 Distortional Buckling Check Span K-plii Lin Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Left Cantilever U0 48.0 13344.7 0.755 Span 0.00 30.4 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 3086.6 0,00 3203.4 5285.6 10208,0 0.94 YES R2 2017.4 0.00 3203.4 5285.6 8855.4 0.71 N0 P1 2552.0 2.50 2513.1 4397,8 0,0 0.53 YES P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:05/30/2019 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tien CFS Designer"2,8.9.0 IPi PIS i R1 R2 I 4.00 2.43 3.57 �-► X Point Loads P1 P2 Load(lb) 273 2552 X-Dist.(ft) 0.00 10.00 Section : Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35,68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Defiection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092;0 0,074 872.5 None 14825.1 0,059 0.040 L/2424 Span 9110.6 0.615 7498.9 None 14825.1 0.506 0,006 L/4640 Right Cantilever 9110.6 0.615 7279.4 None 14825.1 0,491 0.109 1-1783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.082 Span 0.00 29.2 133443 0.683 Right Cantilever 0.00 42.8 13344.7 0,683 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 -3026.9 0.00 3203.4 5285.6 1092.0 0.57 NO R2 5851.9 0,00 3203.4 5285.6 9110.6 1.38 YES P1 273.0 2.50 2513.1 4397.8 0.0 0.06 NO P2 2552.0 2.50 2513.1 4397,8 0.0 0,53 YES SIMPSON STRONG•TIE COMPANY INC. www.stranrgtiexom Project Name: 19-1033 Page 1 of 2 Model: Beam Case 3: DL only at right Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer"-'2.8.9,0 Pi P� i 1 R1 R2 4.00 2.43 3.57 �► X Point Loads P1 P2 Load(lb) 2552 273 X-Dist,(ft) 0,00 10.00 Section : Gee 12 x 2,5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax! Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0,689 8156.2 None 14825,1 0.550 0.146 L1656 Span 10208.0 0.6B9 8352.1 None 14825.1 0,563 0.007 L14227 Right Cantilever 974.6 0.066 778.7 None 14825,1 0.053 0.036 L12403 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax!. lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0,00 29.2 133443 0.765 Right Cantilever 0.00 42.8 13344.7 0.073 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 6351.7 0,00 3203,4 5285.6 10208.0 1.51 YES R2 -3526.7 0.00 3203.4 5285,6 974.6 0.65 YES P1 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES P2 273.0 2.50 2513.1 4397,8 0.0 0.06 NO S}hIPSON STRONG-TIE COMPANY INC. www,strongtie.com Project Name: 19-1033 Page 1 of Model: Beam Case 4: D+S+0.5(0,6W) Gamma=0 Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie&CFS Designer"'2.8.9.0 Pl PZ 1 1 R1 R2 I I 4.00 2.43 3.57 � X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0,00 10.00 Section : Cee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos1 Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft.Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0.907 10745.0 None 14825.1 0.725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0.858 0.014 L/2066 Right Cantilever 9831.8 0.663 7855.6 None 14825.1 0.530 0,147 L/582 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1,008 Span 0.00 29.2 13344.7 1.008 Right Cantilever 000 42.8 13344.7 0,737 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285.6 13448,0 1,38 YES R2 1265.8 0.00 3203.4 5285.6 9831.8 0.62 NO P1 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES P2 2754.0 2.50 2513.1 4397.8 0.0 - 0.57 YES SIMPSON STRONG-TIE COMPANY INC. wmi.strongtipxam Project Name: 19-1033 Page 1 of 2 Model: Beam Case 5: D+S+0.5(0.6W) Gamma=180 Date:05130/20'19 Code: 2012 NASPEC jAISI S100-2012j Simpson Strong-Tie®CFS Designer'"2.8.9.0 Pl Pz ! 1 R1 R2 I t I 4.00 2A3 3.57 �--►x Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10,00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0,743 8801.8 None 14825.1 0,594 0.187 L/513 Span 12002.3 0.810 11804.1 None 14825.1 0.796 0.014 LI2091 Right Cantilever 12002.3 0.810 9589.9 None 14825.1 0.647 0.167 L1514 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-inlin in Ft-Lb Ma-d Left Cantilever 0,00 48.0 13344.7 0,825 Span 0.00 29.2 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.6 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1,13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES P2 3362.0 2.50 2513.1 4397.8 0.0 0,70 YES SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co„ Inc. Page 29 223 Foster Street .fob 19-1033 Martinez, CA 94553 (800) 366-9600 Beam Column Comiection: (4) 3f4"�A307 bolts Allowable Bearin_ omega: t:= 0.105•in Fu:= 70.0•ksi d := 0.75•in 92b := 2.22 Fp:= 2.22•Fu Fp = 155.4Wksi Pn := Fp•d•t Pn = 12.238-kips Pa Pn Pa= 5.512•kips S2b Allow.Boll Shcar, Va:= 4.4•kips Maximum reaction at column each cee(page 23), Rl:= 6351.71bf Sheareach bolt: Vbolt:= RI Vbolt= 1.588-kips O.I . 4 Knee Brace: Tapered Cee 7.125" to 7" x 5" x 12ga Unbraced length (Lbr)2 + (Lbr)2 = 3.43711 Maximum beam reaction at,brace each cce(page 21), R2:= 5851.91bf Total knee brace axial load, Pbr:= Z•R2 Pbr= 16.554•kips 0.707 _See pages 30 to 31 below Knee Brace Beam &Column Connection: (12)#12-24 screws each side, each end d := 0.216•in 0 := 3.0 Steel in contact with screw liead: 12aa Steel not in contact with screw head: 12ga Fu4 70.0•I.si ti := 0.105-in Fu2:= 70.0•ksi t2 := 0.105-in Pn4 := 2,7•tj•d•Fu4 =4.287-kips Pn2;= 2,742•d•Fu2=4.287•kips For t2/tt equal to or less than 1 0.5 Pn3:= 4.2.(t23•d) •Fu2 =4.649•kips Allow Slicarperscrew(bearine) t 1 Pn:= if 2 < 1,min(Pnt,Pn2,Pn3),min(Pn4,Pn2)1 =4.287•kips tl Pn Pabrg:= = 1.429•kips for l#12-24screws Pascrew.24 885•lbf GF:= 2,(12.0)•inin(Pabrg.Paserc«,.24) =21.240•kips — O.K. � 1 Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date.05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer'-"2.8.9.0 R1 R2 I I I 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel axo= 6131.6 Ft-Lb Va= 12169.5 lb 1= 10.66 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 6131.6 0.000 0.000 L/0 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 0.0 0.00 579.6 1043.3 0.0 0.00 NO R2 0.0 0.00 579.6 1043.3 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax . Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 0,0 0.0 1,00 0.00 0.00 0.00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bendinq and Axial Load Details Axial Lcl Bracing(in) Max K-phi Lin Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 16554.0(c) None None 26 0.0 42,0 21314.4(c) 0.78 0.78 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 33 223 Foster Street Job#19-J 033 Martinez, CA 94553 (800)366-9600 Column Loads, Cont.: Taansverse Wind Loading: Hcol= 10.130ft: roofslope, 0 1.19Ldeg Bldg.depth (sloped): Lt:= 18,02•ft tributary width, scot =20.250fl cl := 3.73•ft c2:= 5.28&ft Positive lr'Ansverse wind load: Gamma=0& Gamma=180,Load Casc A PPOSleeward.A =5,699•psf FWA.leeward:= (W'PpOs)eeward.A)'(Scol)'(0.5•Lt) FWA.leeward = 1.352•kips l'POswindward.A=22.798•psf FwA.windward:= (W'1'pOswind�vard.A)'(Scol)'(0.5-Lt) FWA.windward =5.407,kips Vertical wind component: PyA := (FWA.1mvard+ Fwkwindwa")'Cos(0) PyA=6.758•kips Horizontal wind component: PXA:= (l'WA.leoward+ }'WA.windward)'sin(0) PaA= 0,140,kips Wind lvtomenu Gamma=0 Load CaseA Mo.A:= FwA,lccward(c2) —PwA.windward'(cl) MO.A=—13.033•ft,kips MO.A Equivalent horizontal load, Fwtransv.O.A = Fwtransv.O.A=-1.287•kips Hcol Wind Moment: Gamma= 180.Load Case A MI80.A:= FWA,windward(C2) —FWA leeward(c1) M180.A= 23.509-ft•kips 1811.A Equivalent horizontal load, Fwtransv.180.A'— M I8O. FWtranm180.A=2.321'kips Transverse win d load: Gamma=1 80,Load Case A - CONTROLS CFS Version 11.0.2 Page 1 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 1 Oga Boxed Rev, Date: 12/20/2018 8:04:17 AM Printed: 5/30/2019 9:01.12 AM f; i Section Inputs Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi ; Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Torsion Constant Override, J 96.453 inA4 Warping Constant Override, Cw 0 in^6 Connector Spacing 0 in Left Channel, Thickness 0.135 in 1 Placement of Part from Origin: X 'to right edge 0 in gg� Y to center of gravity 0 in i outside dimensions, Open shape { Length Angle Radius Web k Hole Size Distance j (in) (deg) (in) Coef. (in) (in) ! 1 0.750 270.000 0.25000 None 0.060 0.000 0.375 2 3.500 190.000 0.25000 Single 0.000 0.000 1.750 i 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 0.000 0.25000 Single 0.000 0.000 1.750 5 0.750 -90.000 0.25000 None 0.000 0.000 0.375 f 1 Right Channel, Thickness 0.135 in j Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 -90.000 0.25000 None 0.000 0.000 0.375 2 3.500 0.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90,000 0.25000 Cee 0.000 0.000 6.000 4 3.500 180.000 0.25000 Single 0.000 0.000 1.750 5 0.750 270.000 0.25000 None 0.000 0.000 0.375 i I CFS Version 11.0.2 Page 2 3 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.6990 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 4.5560 4.5560 k Loading: Wind Load Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0,500 NA 2,3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7580 k Loading: Seismic Transv, i Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0,8770 NA k Bearing Length 1.00 in I 2 Axial NA 0,500 10.630 0.1690 0.1690 k j Loading: Wind Longitudinal Type Angle Start Loc, End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7110 NA k _ Bearing Length 1.00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7790 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k Load Combination: D+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 I Load Combination: D+0.6W Transv+0.5 S. Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading • Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 i i I i CFS Version 11 .0.2 Page 4 3 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 5.650 28,435 2,807 0.000 0.000 Applied 5.650 28.435 2.807 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30,405 Effective section properties at applied loads: Ae 5,2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17,970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i r Interaction Equations Eq, C5.2.1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 i Eq. C5,2,1-2 (P, Mx, My) 0.054 +- 0.706 + 0.000 = 0.760 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check -AISI S100-12, US, ASD -- j Load Combination: D+0.6W Transv+0.5 5 1 Design Parameters at 10.630 ft, Left side: Lx 10,630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 r Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1,0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0,0000 in Braced Flange: None k� 0 Ic Red. Factor, R: 0 Lin 20.000 ft Loads; P Mx Vy My Vx j (k) (k-ft) (k) (k-ft) (k) Total 7.427 28,871 2.850 0.000 0.000 Applied 7,427 28.871 2.850 0.000 0.000 Strength 66.338 40.285 39.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 lye 44.14 in^4 I 5xe(t) 17.970 in13 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12,612 in^3 i Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.112 + 0,737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) e,e71 + 0.717 + 0.000 = 0.788 <= 1.0 7 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.376 + 0.005)= 0.617 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 ' CFS Version 11.0.2 Page 6 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 lye 44.14 in^4 I Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0.000 = 0.204 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.185 + 0.000 = 0,196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 Eq. C3.3..1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 I I Member Check -AISI S100-12, US, ASD i Load Combination: D + 5 + 0.5(0.6WLongit) Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.c-Fss j Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cniy 1.0000 ey 0.0000 in Braced Flange: None I<� 0 k Red. Factor, R: 0 Lm 20.000 ft I Loads: P Mx Vy My Vx (k) (k-ft) (lo O<-ft) (k) 1 Total 5,650 28.435 2.807 2.161 0.213 Applied 5.650 28.435 2.807 2.161 0.213 Strength 66,338 40.285 38.992 21.875 30.405 i Effective section properties at applied loads: Ae 5.2420 in"2 Ixe 107.82 in^4 Iye 44.14 in^4 i Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in"3 S i Interaction Equations i Eq. C5.2.1-1 (P, Mx, My) 0,085 + 0.721 + 0.104 = 0.910 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.099 = 0.859 <= 1.0 Eq. C3.3.1-1 (Mx, vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.010 + 0.000)= 0.099 <= 1.0 f Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0.40424 k/ft CFS Version 11,0.2 Page 8 Analysis: 19-1033 Columns,cfsa I Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM I Loads: P Mx Vy My Vx (k) ()c-ft) (k) (1(-ft) (k) Total 1.215 1.094 0.108 5.634 0.556 Applied 1.215 1.094 0.108 5.634 0.556 i Strength 66,338 40,285 38.992 21.875 30.405 j Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.92 in^4 Tye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i Interaction Equations i Eq. C5,2.1-1 (P, Mx, My) 0.018 + 0.027 + 0.260 = 0.306 <= 1,0 j Eq. C5.2.1-2 (P, Mx, My) 0.012 +- 0.027 + 0.258 = 0.296 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0.023 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.066 + 0.000)= 0.258 <= 1.0 i Shear flow between parts due to: Vertical Shear Horizontal Shear ! Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft i I t , 1 t i c I i Baja Construction Co., Inc. Page 45 223 Foster Street .lob#19-1033 Martinez, CA 94553 (800) 366-9600 Pier Footing: Hcol= 10.130 ft Max.Moment, Mmax=35.484ft-kips Equivalent Point Load, P:— N4111ax P=3.503•kips l lcol Allowable lateral bearing pressure .................. Sa= 100.000•psf ft Pole diameter(or diagonal) ............................... bpi,,:= 30.0•in rpicr:= 0.5•bpior= 15.000•in Structure is not adversely affected by 1/2"ground motion — use twice value of Sa At Soil/Dirt: 30"x 10'-3"deep non-constrained pier footing Unconstrai tied pierembedment depth ........... Dunconst:= 10.25•ft Sl := 2 Sa Dunconst Sl =683.333•psf 3 2.34.P A;= A=4.798ft SI'bpier dunconst 2 I 1 + 1 + 4.36.Hcol 1 d imconsf= 10.063 ft �— l ll At Concrete Slab: 30"x 6'-9" deep constrained pier footing Constrained pier embedment depth ................ Dconst:= 6.75�ft S3:= 2,Sa•Dconst S3= 1350.00()•psf dcnnst:= 4.25' P-1-lcol dconst=6.685 ft S3.bpicr _) At Asphalt Pavement: 30"x 8'-6" deep pier footing(average non-constrained,constrained) ddVe:= 0.5•(Dunconst+ Dconst) = 8,500ft Title Block Line 1 Project Title; You can change[his area Engineer: using the"Settings"menu item Project I D: and then using the"Printing& Project Descr: Title Block"selection Title Block Line 6 Printed:30 MAY 2019, 9.45AM General Footing File=Urilevault�obs101HERR-lkl9-103-2119-103-41Ca'5119-1033.m6. g 8otbvare copyright ENERGALC,INC 1983-2018,Build.10.18.12.13 . Description: Alternate Spread Footing Code References _u Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.250 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface = 2.170 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth - Icsf Min Allow%Temp Reinf, = 0,00180 when footing base is below = It Min.Overturning Safety Factor = 1.50 :1 Min.Sliding Safely Factor = 1.50 ;1 Increases based on footing plan dimension Add Ftg W[for Soil Pressure Yes Allowable pressure increase per fool of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max,length or width is greaser Than = ft Use Pedestal wl for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 26.0 in z x Pedestal dimensions.,, — px:parallel to X-X Axis = in — -- pz:parallel to Z-Z Axis In I ' Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 13.0 in — r Reinforcing Bars parallel to X-X Axis Number of Bars - 8 Reinforcing Bar Size = W 5 _ Bars parallel to Z-Z Axis Number of Bars = 14 I „• Reinforcing Bar Size = #f 5 �� ! Bandwidth Distribution Check (ACI 15,4,4.2) r� I Direction Requiring Closer Separation Bars along Z-Z Axis #Bars required within zone 72.7% 4 Bars required on each side of zone 27.3% Applied Loads D Lr L 5 _ W E H P:Column Load = 1.094 4.556� 6,758 0.1690 k OB:Overburden = _ ksf M-xx = - - - —f 7.206 7,895 k-fI M-zz = 1,094 27.338 23.509 8.882 k-ft V-x = ------------- -- - -•— - — - 0.140 0.8770 -- --- -- k V-z - 0.7110 0.7790 k SAFt.V ,,, ,E iIReview u By SAF Ebuilt, PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w W ki'f o-ro• Senior Plans Examiner 1621 114'h Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com Baja Construction Co., Inc. Page 1 of48 223 Foster Street Job V 19-1033 Martinez, CA 94553 05/31/19 (800) 366-9600 BSP Carport Structures Cedar Pointe Apartments 17309 40th Avenue NE,Arlington WA for: AMWA Construction Design Lrlteiia: RiskCategory .................................................... H 01 � .1- Use: Alternative Basic Load Combinations(Section 1605.3 2) RoofSnowLoad ........................................... Pf.= 25,0•psf Basic Wind Speed(ultimate) ........................... 11 o mph � 24348 °�rsTr•.R� Wind Exposure ................................... .._...... . C sSIONALE��jti ASDWind Factor ............................................. w.= 1.3 Seismic design category .................................. D 05-31-2019 Siteclass ............................................................ D Seismic importance factor. ................................ I=:1.0 Allowable Stresses Roof sheeting .................................................... Fy 50.0,ksi Fb:= 30.0•ksi Frames,purlins.................................................... Fy:= 55.0-ksi Fb .'= 33.0•ksi Concrete .............................................................. fc := 2500psi at 28 days Reinforcements .................................................. ASTM A615,Grade 40(min.) nerTable 1806.2.Soils Class S Allowable Soil Bearing Pressure ...............— SBPallow= 1500•psf Allowable Lateral Bearing Pressure ............. Sa:= 100-pcf Roof Dead Load: Roofsheeting .................................................... RDLshtg:= 1.0•psf Framing ............................................................... RDLfm g:= 1.5•psf Mise ..................................................................... RDLmi,:= 0.5•psf Total Roof Dead Load, RDL:= RDLshtg ��Rfang DL + RDLinisc=3.000 rsf Received 1 JAN 2 9 20ZO -�w -36(q 1 CRg 3 CRt 0.949 Coefficient of risk(1.0s) s PGA 0.437 MCEG peak ground acceleration i FPGA 1.063 Site amplification factor at PGA PGAM 0.464 Site modified peak ground acceleration i TL 6 Long-period transition period (s) SsRT 1.086 Probabilistic risk-targeted ground motion (0.2s) SsLIH 1.109 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.424 Probabilistic risk-targeted ground motion (1.Os) S1 UH 0.447 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) t The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code f adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding will t design, i Disclaimer s Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. i White the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or i liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent ' examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the E use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor j to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the Information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report, t i i MecaWind S td v2 . 2 . '7 . n per A.SCE 7-1 a Developed by MECA Enterprises, Inc, Copyright won:.m=caerterprises.com Date 5/28/2019 Project No. JobNo Company Name True Designed By Engineer. Address Address Description Description City City Customer. Name Customer State State Proj Location Location File Location: J:AOther Regions\19-•1033 - AH17A CONSTRUCTION @ CEDAR POIWT\1°-1033 - Engineering\Calcs \19-1033.%and Input Parameters: Directional Procedure open Building (Ch 27 Part 1) Basic Wind Speed(V) 110.00 mph Structural Category a II Exposure Category = C Natural Vvequency N/A Flexible structure - No Importance Factor Q 1.00 Kd Directional Factor - 0.85 Alpha 9.50 Zg = 900.00 ft At a 0.11 Bt - 1.00 Alp = 0,13 Bm - 0.65 Cc: = 0.20 1 = 500.00 ft Epsilon 0.20 zmin a 15.00 ft Pitch of hoof 0.25 : 12 Slope of Roof(Theta) - 1.19 Deg D; Roof Len along Ridge = 36.OD ft L: Horizontal Width b 10,00 ft h: Mean Roof Ht 15.00 ft- Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures _ Simplified Method Gust1: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht - 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: i*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0,63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7*izm*3.4"Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor. of Gustl or Gust2 s+ 0,85 Open Building-Monoslope Roof per Figure 27.4-4: L 0.5 L 0.5 L cnv ` CND h Normal to Ridge Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf - -_ --------A 0.300 22.798M 5.699 D -1.100 -0.100 -20.898 -1.900 Notes - Normal to Ridge I Baja Construction Co.,Inc. Page 7 223 Foster Street Job# 19-1033 Martinez,CA 94553 � (800) 366-9600 I i i I 18.00' 8.00' 10.00' 4.00' L1 =4.00' L2=6.00' lo Lb r=2.43' 3.57' i P1 P2 Ffll I � 04-- �-- ---'. I V-10" i f I x o M+ P+ I i 1 CROSS-SECTION DEAD + LIVE LOADS Baja COnStrllCH011 Co., lnc. Page 9 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Roof Sheeting: 24ga McElroy "Mega-Rib" Panels, Fy=50 lcsi ( RDLsl,tg:= 1.17psf ) Lshtg:= 10,0•ft ashtg:= 4.0•ft tributary, sslitg := 1.0•ft `v:_ (Pf RDLshtg�'(sshrg�=0.026•klf 'IV Positive wind toad(zone 3): p3sl,tg_pos=24,010•psf wpos.l (RDLshtg+ 0,6•w.Oshtg.pos + 0.5•Pf)•(sshtg) =0.032•1df TR R T a L a Wpos.2 [RDLshtg+ Pf + 0.5•(0.6•w-p3shtg.pos)'•(sshtj = 0.036•klf wpiax:= max(w,wpos.l+,A'pos.2) w,,,.= 0.036,1d Spos:= 0.1215•in3 Sneg:= 0.1126•in3 Imin := 0,0970•in4 E:= 29500•ksi Cantilever: Mcant:= 0.5 w cash,,` 0.284ft•kips \9utttt fbcant:_ =30.295•ksi Sneg ©cant NImax'ashtg (L 3 — 6 a 2 L +3•a 3) = 0.830•in 2 aAtg = 115.702 24•F.hnin shig shtg ' slag shtg pcant Center Span: \9ctr:= 0.125•wmaa(Lshtg2—4•asl,(g2) =0.160ft•kips Mctr fbctr:_ = 15.793•ksi Spos �'max'Lshtg 2 2 Octr Lshtg Actr:_ 3 84•&Imin•(5'Lshtg —24'ashtg ) = 0.648•in = 185.124 Allowable deflection limit(IBC Table 1604.3,Footnote a) = L/60 — O.K. U lift: p3shtg-ncg=21.800•psf 'uplift:_ [0.6'(w'p3shtg.neg) —0.67•RDLslrtj•(sshtg) = 0.016•klf 2 N4cantg1in Mcant„plift:= 0.5•(,<'uplig)•asl,tg =0.130ft-kips fb:_ =Spos 12.816•ksi Mc1h.plift= 0.125•wuplift'(Lshtg2—4•ashtg2) =0.073ft•kips fb:= Mctr uplift =7.779•ksi. Sneg • r 1� 1\4c,ELROY METAL CORPORATE COFI-JOL '. PO. BOX II'I,! , SHRLVEPOHI, LA 711G3-11 13 _ (318) FAX 1,3113) 747-5029 T tCA IN I I C rap 3 kJ pkl1V I IN I Issue Date : June t,2006 Revised : Aucrust29,2011 No. 07-213-06 Mega-Rib Bare&Painted L �--all•—h T— x•cnVERACA--- • "•' TOP IN COMPRESSION HO7TOIv1 IN COMPRESSION GAUGE FY WEIGHT % Pri P,,p1 I. S4 (• S, (ksl} (psf) (kiplft.) (lbs/ft.) (lbs/fl.) (in 1fl_) (in 3/it.) (kip- (in,'/ft.) (in,3/fIJ (kIp- 24 50,C 1.17 1.2160 214.6+' 576,44 O.0970 0.1215 3,6370 0.0970 0.1126 3.3700 1,Sedion par penlos are calculaled in accordance will,Ilia 2007 AiSI Norlll American Specificalion In,Ilse Design of Cold-Formed Steel SVuelurnf Mourners, 2,Va is the allowable shear 3,Pa 15 Ilia allowable load forwcb crippling on end&inleriarsuppods 4,Ix Is for deflection dearminahon, l 5,So Is for bending, 6,Ida is the allowable bending moment. - 7,Allvalues areforone foot of panel wkllh. Allowable Uniform Loads (PSF) Span in Feet P ane 3-50 400 4.50 5 Q0 5 SO 6 OG GM 7•0b 7.50 8.00 0,50 D 09 9 50 13 OC 10.50 t 1-0C ed 197 i51 119 96 80 57 57 49 43 37 33 29 26 24 21 20 NegativeWind 163 140 110 09 "14 62 53 45 39 35 31 7.7 24 '1.2 20 10 197 151 110 96 eG 67 57 49 43 37 33 2-9 26 74 21 20 (U160) 197 192 93 67 s0 39 30 24 20 16 13 11 ➢ 6 5 n(U240) ills 99 69 50 36 29 23 18 15 12 10 6 7 6 5 4 Posilive Wind 174 134 107 67 77 61 52 45 39 34 30 27 24 22 20 16 Negative Wind 186 144 115 94 78 65 56 46 42 37 33 29 28 24 21 19 2 Span Live 174 134 107 87 72 61 52 45 39 34 30 27 7.4 22 20 18 Defeclion(U180) 476 319 224 163 122 94 74 59 45 39 33 28 23 2C 17 15 Defectlon(1-1240) 357 239 168 122 92 70 Ir 5 44 36 29 24 21 17 15 13 11 Posilive Wind 213 165 132 108 90 1 76 65 56 49 43 36 34 3U 27 25 1 23 Negative Wind 227 177 142 116 95 1 51 69 60 52 46 41 3i, 33 29 27 1 24 3 Span Live 213 165 132 108 90 76 65 s6 49 43 35 34 30 27 25 23 Defleciian(IJi 60) 373 249 175 127 05 74 58 46 37 31 26 21 18 15 13 12 Defection(U240) 279 187 131 95 72 q3 34 26 23 19 16 13 11 1D 9 posfivc Wind 200 155 121 101 84 71 60 52 45 40 35 32 26 25 23 21 Negative Urhnd 214 166 13S 108 9D 76 05 .5A it 43 38 34 3S 28 25 23 4 Span rive 200 155 124 101 84 71 60 52 45 40 35 32 28 25 23 21 PeOecilon(1-116U) 1 396 1 265 1 186 135 102 70 61 40 40 33 27 23 19 16 14 I 12 peOeCllon(U240) 1 297 1 199 1 139 101 76 56 46 37 3D 24 20 17 14 12 1 i 9 Notes: I-Allowable uniform loads are based upon equal span lengths, 2,Positive Wind is wind pressure and ISNOT increased by 331/3 3,Neoalive Wind is wind suction or upli3 end i440T Increased by 331l3Y, 4,Live Is the allowable live orsnow load, 5,Deflection(U190)Is the allovfehla load Thal limits the panel's deflection to U180 while under positive or live load, 6,Dafccton(U240)is the allowable lead that limits Ilia panel's collection to U240 while under positive or live load. 7.The welght of Iva panel I,asNOT been deducted from the allowable loads 8,Posilive Wed,Negative Wind,and Live Load values me limited to combined shear&bending using Eq.C3.3,1-1 olive AISI Speclriraiion, 9•Positive Vlfind and Live Load values are limited by web crippling using a boaring length of 2°, 1 D.Web crippling values are determined using a ratio of ilia uniform load dual lysuppoded by the top flanges crime seclion, 11.Load l'abas are limited to a mawmum allov:abta load of 500 psf, CORP'O Rk.I-E OFFICE SHREVEPORT, LOUISIAINA MID?1/EST DIVISION ° CLINTON,IL SOUTHEAST DIVISION - PEACHTREE CITY,GA WESTERN DIVISION! ADELANTO,CA NORTHEAST DIVISION WINCHESTER,VA, SOUTHWEST DIVISION • BOSSIER CITY,LA BLUEGRASS DIVISION° LEWISPORT,Kr INEST TEYAS DIVISION) fJiERKEL,`IX. GREAT LAKES DIVISION a MARSHALL,MI 14"? Project Name: 19-1033 Page 1 of 1 Model: Roof PU11ins Date:0512912019 Simpson Strong-Tier: CFS Designer T"2.8.9,0 Section Designation : Cee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES : Web Height= 12,0000 in Steel Thickness= 0.1050 in 'Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES: Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.3124 in Moment of Inertia for Deflection(Ixx) 35.6812 inA4 Section Modulus(Sxx) 5,4017 in"3 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Ft-Lh Gross Section Properties of full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 in^4 Cross Sectional Area(A) 1.8664 in^2 Radius of Gyration(Rx) 4,3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0,5426 in Gross Moment of Inertia(lyy) 1.2592 in^4 Radius of Gyration(Ry) 0.8214 in Other Section Property Data Member Weight per Foot of Length 6.3510 Iblit Allowable Shear Force In Web(tlnpunched) 8928.40 lb Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venant torsion Constant(J x 1000) 6.8590 in14 Warping Constant(Cw) 36.8367 inA6 Radii of Gyration(Ro) 4.6797 in^6 Torsional Flexural Constant(Beta) 0.9109 Warping Torsional Properties a(in^3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(in^2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(inA2) 118.4 6.1301 11.1539 8,8509 -5.3934 5.3934 -8.8509 -11.1539 Location(1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC, wwmstrongtiexom Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins-Cantilevered Date:05/29/2019 Simpson Strong-Tie@ CFS Designer"'2.8.9.0 336.00 336.00 R1 R2 I I 9.00 18.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0.918 8687.4 None 12299.2 0.706 0.452 L/477 Span 13608.0 0,918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 200.00 108.0 13751.2 0.990 Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Criptfling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6804.0 2.50 5391.8 8896.4 13608.0 1,25 YES R2 2268.0 2.50 2513.1 4397.8 0.0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. hrtr. Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened R1 3780.0 13608.0 1.00 0.42 0,92 1.01 N/A R2 2268.0 0.0 1.00 0.25 0.00 0,25 N/A SIMPSON STRONG-TIE COMPANY INC, www.strong iexorn Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Dale:05/29/20,19 Simpson Strong-Tie@ CFS Designer''2.8.9.0 336.00 R1 R2 L 1 21.00 Section ; Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45.45 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (In) Ratio Span 18522.0 0.913 18522.0, Full 20276.0 0.913 1.097 L/230 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 200.00 252.0 19132.4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in_) (lb) (lb) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0.0 0,45 NO R2 3528.0 2.50 4052.1 7091.2 0.0 0.45 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3528.0 0,0 1.00 0.18 0.00 0.18 N/A R2 3528.0 0.0 1.00 0.18 0.00 0.18 N/A SIMPSON STRONG-TIE COMPANY INC. wwwmstrongtiexorn Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1: D+S full load both sides Dale:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerT11 2.8.9.0 Px P2 l t 11� i R1 R2 4.00 2.53 3.57 �► X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Leads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-l-b (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825.1 0.550 0.170 L/563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0.013 L/2425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0.474 0.130 L/660 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 30.4 13344.7 0.765 Right Cantilever 0,00 42.8 13344.7 0,664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 3086.6 0.00 3203.4 5285.6 10208.0 0.94 YES R2 2017.4 0.00 3203.4 5285.6 8855.4 0.71 N0 P1 2552.0 2,50 2513.1 4397.8 0,0 0,53 YES P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIAIPSON STRONG-TIE COMPA14YINC. www.strongiie.corn Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:0513 0/2 0 1 9 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie ON CFS DesignerT6'2.8.9.0 Pi �I I t R1 R2 I 4.00 2.43 3.57 !--* X Point Loads P1 P2 Load(lb) 273 2552 X-Dist,(ft) 0.00 10,00 ection : Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb I= 35.6a in1,4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092.0 0,074 872.5 None 14825.1 0.059 0.040 U2424 Span 9110.6 0,615 7498.9 None 14825.1 0,506 0.006 L/4640 Right Cantilever 9110.6 0.615 7279.4 None 14825.1 0,491 0.109 L/783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48,0 13344.7 0.082 Span 0,00 29.2 13344.7 0,683 Right Cantilever 0.00 42.8 13344.7 0.683 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) fib) (lb) (Ft-Lb) Value Required? R1 -3026.9 0.00 3203,4 5285.6 1092.0 0.57 N0 R2 5851.9 0.00 3203.4 5285.6 9110.6 1,38 YES P1 273.0 2,50 2513.1 4397.8 0.0 0,06 N0 P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSON STRONG-TIE COMPANY INC, www.strojigtie.com Project Name: 19-1033 Page 1 of Model: Beam Case 3: DL only at right Date:05/3 0120 1 9 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie©CFS Designer"2.8.9,0 Pi PIS 1 t � R1 R2 I I 1 I 1 4.00 2.43 3.57 �-► X Point Loads P1 P2 Load(lb) 2552 273 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 104 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Bre) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0,689 8156.2 None 14825,1 0,550 0.146 L1656 Span 10208.0 0,689 8352.1 None 14825.1 0.563 0.007 L14227 Right Cantilever 974.6 0,066 778.7 None 14825.1 0.053 0.036 L12403 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 480 13344.7 0,765 Span 0.00 29.2 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.073 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6351.7 0,00 3203.4 5285.6 10208.0 1.51 YES R2 -3526.7 0.00 3203.4 6285.6 974.6 0.65 YES P1 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES P2 273.0 2,50 2513.1 4397.8 0.0 0.06 N0 SIMPSON5TRONG-TIE COMPANY INC. vA www.strongtiexani Project Name: 19-1033 Page 1 of 2 Model: Beam Case 4: D+Sd-0.5(0.6W) Gamma=0 Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@)CFS Designer"'2.8.9.0 Pl PZ R1 R2 I I 4.00 2.43 3.57 X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0.00 10.00 ection : Gee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxi Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0.907 10746.0 None 14825.1 0,725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0.858 0.014 L/2066 Right Cantilever 9831.8 0.663 7855.6 None 14825.1 0.530 0.147 L/582 Distortional Buckling Check Span K-phl Lm Brac Ma-d Mmax/ Ib4nlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1.006 Span 0.00 29.2 13344.7 1.008 Right Cantilever 0.00 42.8 13344.7 0.737 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285.6 13448.0 1,38 YES R2 1265.8 0.00 3203.4 5285.6 9831.8 0,62 NO P1 3362.0 2,50 2513.1 4397.8 0.0 0,70 YES P2 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES SIMPSON STRONG-TIE COMPANYINC. VAVAStrongtie.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 5; D+S+0.5(0.6W) Gamma=180 Date:05/30/2019 Code: 2012 NASPEC fAISI S100-20121 Simpson Strong-Tie®CFS DesignerT'2.8.9.0 IPl PZ t R1 R2 4.00 2.43 3.57 �--► X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0.743 8801.8 None 14825.1 0,594 0.187 L/513 Span 12002.3 0.810 11804.1 None 14825.1 0.796 0.014 L/2091 Right Cantilever 12002.3 0,810 9589.9 None 14825.1 0,647 0,167 L/514 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Left Cantilever 0,00 48.0 13344.7 0,825 Span 0.00 29.2 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.E 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1.13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES P2 3362.0 2�50 2513.1 4397.8 0.0 0.70 YES SIMPSONSTRONG-TIF COMPANY INC. wmv.strongtie,com Baja Construction Co., Inc. Pane 29 223 Foster Street Job P 19-1033 Martinez, CA 94553 (800) 366-9600 Beam Column Connection: (4) 3/4"�A307 bolts Allowable Bearingon 12gH_ t:= 0.105•in Fu 70,0,ksi d := 0.75•in Stb:= 2.22 Fp := 2.22•Fu Fp = 155,400.1<si Pn:= Fp-d-t Pn= 12,238•kips Pn Pa:= — Pa= 5.512•kips S2b Allow.Boll Shear, Va:= 4.4-kips Maximum reaction at column each cee(page 23), Rl:= 6351.71bf Sheareach bolt: Vbolt:= RI Vbolt= 1.588•kips - O.K. 4 Knee Brace: Tapered Cce 7.125" to 7" x 5" x 12ga Unbraced length (Lbr)Z + (Lbi)2 = 3.437ft Maximum beam reaction at brace each ccc(page 21), R2:= 5851.91bf Total knee brace axial load, Pbr:= 2 0.707 Pbr= 16.554-kips ' -- See naLyes 30 to 31 be-low Knee Brace Beam& Column Connection: (12)#12-24 screws each side, each end d := 0.216•in Q:= 3.0 Stecl in contact wish screw head: 12ea Steel not in contact with screw head: 12Sa Fut := 70.0•Icsi tr := 0.105-in Fug:= 70.0•ksi t, := 0.105•in Pnj := 2.741-d•Fur =4.287•kips Pn2:= 2.7•t2 d•Fu2 =4.287•kips For 12/t1 equal to or less than 1 0.5 Pn3:= 4.2.(t23•d) •Fu2 =4.649•kips Allow Shcarl2er screw(bearing) t2 Pn:= if — S1,min(Pnr,Pn2,Pn3),tnin(Pnr,Pn2) =4.287-kips tr Pabr,._ Pn = I.429•kips SZ for U 12-24 screws Pascrew.24 885,Ibf GF:= 2•(12.0)•min(P8brg,PascrcNe,24) =21.240•kips O.K. � l Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Dale:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie©US Designer"-'2.8.9.0 R1 R2 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131.6 Ft-Lb Va= 12169.5 lb I= 10,66 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0,000 0.0 None 6131.E 0.000 0.000 L/0 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 0.0 0.00 579.6 1043.3 0.0 0.00 NO R2 0.0 0.00 579.6 1043.3 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va V t M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. R1 0.0 0.0 1.00 0.00 0.00 0.00 R2 0.0 0,0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KLIr (lb-in/in) (in) load(lb) PIPa Value Span 16554.0(c) None None 26 0.0 42.0 21314.4(c) 0.78 0,78 SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com Baja Construction Co., Inc. Page 33 223 Foster Street .lob#19-1033 Martinez, CA 94553 (800)366-9600 Column Loads, cont.: Transverse Wind Loading: Hcol= 10.130ft roofslope, 0:= l.lgdeg Bldg.depth(sloped): Lt:= 18.02•ft tributary width, scot =20.250ft el := 3.73•ft c2:= 5.28•ft Positive transverse wind load: Gamma=0 &Gamma=180,Load Case A PpOsleeward.A =5.699•psf FWA.leeward:= (W'PpOSleeward.A)'(Scol)•(0.5•Lt) FWA.leeward = 1,352-kips PpoSwindward.A-22.798-psf Fµ'A.windward:= (W'PPOS windward.A)-(Scot) (0.5•Lt) FWA.windwaid =5.407•kips Vertical winti comnonent: PyA := (FwA.teeward+ FwA.windward)'Cos(0) PyA=6.758-kips Horizontal wind comRonent: PXA:= (I'wA.lcawardI- 1'IvAmindward) sill(0) PXA= 0J40•kips Wind Moment: Gamma=0,Load Case A MO.A FWA.lccwartr(c2) — fwA.windward'(o1) MO.A=-13,033•ft•kips Nl a.n Lquivalent horizontal load, Fwtransv.o.A FWtranseO.A 1.287'kips licol Wind Moment: Gamma= 180,Load Case A M18O.A:= F�VA.Nvindward(C2) —FWA.leewanr(e1) MISO A =23.509•ft•kips Ivf 1 so.A Equivalent horizontal load, Fwtransv.l80.A FWtransv.IRO.A=2.321•kips Hcol Transverse win d road: Gamma=180,Load Case A — CONTROLS CFS Version 11.0,2 Page 1 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 1 Oga Boxed Rev. Date: 12/20/2018 8:04:17 AM i Printed: 5/30/2019 9:01:12 AM J Section Inputs Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No, inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi i Tensile Strength, Fu 70 I<si Torsion Constant Override, J 96.453 in^4 i Warping Constant Override, Cw 0 in 6 Connector Spacing 0 in Left Channel, Thickness 0.135 in 1 Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 270,000 0.25000 None 0.000 0.000 0.375 2 3.500 180.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 0,000 0.25000 Single 0.000 01000 1.750 5 0.750 -90.000 0.25000 None 0.000 0.000 0.375 I Right Channel, Thickness 0.135 in Placement of Part from origin: X to left edge 0 in Y to center of gravity 0 in outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 -90.000 0.25000 None 0.000 0.000 0.375 2 3.500 0.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 186.600 0.25000 Single 0.000 0.000 1.750 5 0.750 270,000 0.25000 None 0.000 0.000 0.375 f CFS Version 11.0.2 Paget 3 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i Loading: Roof snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.6990 NA k Bearing Length 1,00 in 2 Axial NA 0.500 10.630 4.5560 4.5560 k Loading: Wind Load Transv, Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7580 k Loading: Seismic Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90,000 0,500 NA 0.8770 NA k Bearing Length 1.00 in 2 Axial NA 0,500 10.630 0.1690 0,1690 k s Loading: Wind Longitudinal Type Angle Start Loc, End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7110 NA k Bearing Length 1,00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 01000 0.500 NA 0.7790 NA k E Bearing Length 1.00 in , 2 Axial NA 0.500 10.630 0.1,690 0.1690 k i Load Combination: D+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor, 1 Dead Load 1.000 2 Roof Snow Load 1.000 i Load Combination: D+0.6W Transv+0.5 S E Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading • Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 t� 1 i i 1 CFS Version 11.0.2 Page 4 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM i Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (](-ft) (k) (I(-ft) (k) Total 5.650 28.435 2.807 0.000 0.000 Applied 5.650 28.435 2.807 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 a Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 f Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.000 = 0.760 <= 1.0 i Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000' <= 1.0 1 Member Check -AISI S100-12, US, ASD Load Combination: D+0.6W Transv+0.5 S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft i Kx 2.0090 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss 1 Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in E Braced Flange: None k� 0 k t Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k.-ft) (k) i Total 7.427 28,871 2.850 0.000 0.000 Applied 7.427 28.871 2.850 0.000 0.000 Strength 66.338 40.285 39.992 21.875 30.405 `{ 1 Effective section properties at applied loads: 1 Ae 5.2420 in"2 Ixe 107.82 inA4 Iye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 f Sxe(b) 17.970 in^3 Sye(r) 12.612 inA3 i Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.112 + 0.737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.071 + 0.717 + 0.000 = 0.788 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.376 + 0.005)= 0.617 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 11.0.2 Page 6 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM i Printed: 5/30/2019 9:01:12 AM f Effective section properties at applied loads: 1 Ae 5,2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17,970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in AB t Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0.000 = 0.204 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0,185 + 0,000 = 0.196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0,000 <= 1.0 I Member Check -AISI S100-12, US, ASD 1 Load Combination: D + S + 0.5(0.6WLongit) I Design Parameters at 10.630 ft, Left side: , Lx 10,630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1,0000 Cby 1,0000 ex 0.0000 in Cmx 1.0000 Cmy 1,0000 ey 0.0000 in Braced Flange: None Ic+ 6 k Red. Factor, R: 0 Lm 20,000 ft I Loads: P Mx Vy My Vx , (k) (k-ft) (k) (k--Ft) (k) Total 5,650 28.435 2.807 2.161 0.213 3 Applied 5,650 28.435 2.807 2.161 0.213 { Strength 66,338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107,82 inA4 lye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i I Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0,085 + 0.721 + 0.104 = 0.910 <= 1.0 t Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.699 = 0.859 <= 1.0 Eq, C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq, C3.3.1-1 (My, Vx) Sgrt(0.010 + 0.000)= 0.099 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0.40424 k/ft I s CFS Version 11,0.2 Page 8 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 1.094 0.108 5.634 0.556 Applied 1.215 1.094 0.108 5.634 0.556 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: i Ae 5.2420 in^2 Ixe 107,82 inA4 Tye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 inA3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations i Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.027 + 0.260 = 0.306 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.027 + 0.2S8 = 0.296 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0.023 <= 1.0 Eq.- C3.3.1-1 (My, Vx) Sgrt(0.066 + 0.000)= 0.258 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft I i t Baja Construction Co., Inc. Page 45 223 Faster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Pier Foolffig: I1col= 10.130 ft Max,Moment, Mmax=35.484ft-kips 'Equivalent Point Load, P:= Mmax P=3.503•kips 1.1coi Allowable lateral bearing pressure .................. Sa= 100.000.psf ft Pole diameter(or diagonal) ...............................'bpier 30;0 in spier 0.5 bieer= 15.000•in Structure is not adversely affected by 1/2"ground motion — use twice value of Sa At Soil/Dirt: 30"x 10'-3"deep non-constrained pier footing Unconstrained pier embedment depth ........... Dunconst:= 10.25•ft Dunconst Sr := 2•S, 3 St =683.333•psf 2.34-P A.= A=4.798ft St'biier d :•. I + I + 4.36•1lcol d 10.063ft uncanst�= 2 A unconsl= At Concrete Slab: 30"x 6'-9"deep constrained pier footing Constrai ned pier embedment depth ................ Dconst:= 6.75•ft S3:= 2•S,,Dconst S3 = 1350.000-psf deonsr P'Nicol 4.25' dcoasr=6.685 ft S3'b pier At Asphalt Pavement: 30"x 8'-6"deep pier footing(average non-constrained,constrained) dave:= 0.5•(Dunconst+ Dconst) =8.500ft Tille Block Line 1 Project Title: You can change this area Engineer. using the"Settings'menu item Project ID; and then using the"Printing& Project Descr: Title Block"selection. Title Block Line Printed:30 MAY 2019, 91-45AM File - General Footing solhvareco p rigttl FSIEttCALC,INC,1903-2010•BuiId10.10.17.,13 . KW-06DO1322 Licensee, ROBERVPREDDY Description; Allernate Spread Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc;Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Fooling Weight = Yes Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) _ 'i 00.0 pcf Concrete Density = 145.0 pcf Soil(Concrete Friction Coeff. = 0.250 q, Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.170 fl Min Steel%Bending Reinf, = Allow pi ess.increase per foot of depth - ksf Min Allow%Temp Reinf, = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 :I Min.Sliding Safely Factor = 1,50 ;1 Increases based on footing plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when mar,.length or width is greater than - fl Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 fi Length parallel to Z-Z Axis = 4.0 It Footing Thickness - 26.0 in Z I 1 Pedestal dimensions- x § X px:parallel to X-X Axis _ in r-- - -� pz:parallel to Z-Z Axis _ in -- Height - in Rebar Centerline to Edge of Concrete... at Bottom of looting = 13.0 in w 7:a Reinforcing Bars parallel to X-X Axis Number of Bars 8 Reinforcing Bar Size = #t 5 Bars parallel to Z-Z Axis Number of Bars = 14 ; Reinforcing Bar Size = fr 5 -- Bandwidth Distribution Check (ACI 15,4.4.2) q- " Direction Requiring Closer Separation _- Bars along Z-ZAxis 9 Bars required within zone 72.7% #Bars required on each side of zone 27.3% Applied Loads D Lr L S W E H P:Column Load - 1.094 4.556 6.758 01690 k OB;Overburden = ksf M-xx = ---- - __ - -- --- 7.206 7.895--- - - .k-fl r M-Zz = 1.094 27.338 23.509 8.882 k-ft V x - 0.140 0.8770 k V-Z = 0.7110 0.779D k S r1 F E Plan b �u t® B Y SAFELIU i PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H' U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lou,W ki4 f 0r Senior Plans Examiner 1621 1141h Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com \ ti ' Baja Construction Co., Inc. 1 Page 1 of 98 223 Foster Street Job#19-1033 Martinez, CA 94553 05/31419 (800) 366-9600 BSP Cgport Structures Cedar PointeApartments 17309 4OthAA7enue NE,Arlington WA for: AMWA Const.7uction Desip-n Criteria: / al M. Pam. Risk Category .................................................... 11 O� O. ASJy,, ��� Use: Alternative Basic Load Combinations(Section 1605.3.2) eti �'Wcj, Roof Snow Load ........................................... Pf :_- 25.0•psf \ _ Basic Wind Speed(ultimate) a........................... 110 mph I Wind Exposure ..._.._...... .._.. .._.._..».. .. .. . C �S,S, C A Gti rONALE� ASDWind Factor ............................................. w:= 1.3 Seismic design category 05-31-2019 Siteclass ............................................................ D Seismic importance factor ................................ I=-1.0 Allowable Stresses Roof sheeting .................................................— Fy:= 50.0•k.si Fb:= 30.0-ksi Frames,purlins.................................................... Fy:= 55.0•ksi Fb := 33.0•ksi Concrete .............................................................. fc := 2500psi at 28 days Reinforcements .................................................. ASTM A615,Grade 40 (min.) per Table 1806.2.Soils Class 5 Allowable Soil Bearing Pressu re .................. SBPatlmv 1500•psf Allowable Lateral Bearing Pressure ............. S,:= 100•pcf Roof Dead Load: Roofsheeting .................................................... RDLsiitg:= 1.0-psf Framing .............................................................. RDLfnng = 1.5•psf Mise ................... ............................... RDLmise:= 0.5,psf Received Total RoofDead Load, RDL:= RDLsntg+RDLrR„n+ RDLmisc=3.000psf JAN 2 9 2020 �13 cRS 3 CR, 0.949 Coefficient of risk(1.0s) PGA 0.437 MCEG peak ground acceleration i FP GP, 1,063 Site amplification factor at PGA i t PGAM 0.464 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 1.086 Probabilistic risk-targeted ground motion(0.2s) i SsUH 1.109 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.424 Probabilistic risk-targeted ground motion (1.0s) S1 UH 0.447 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA)' I The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process, Users should confirm any output obtained from this toot with the local Authority Having Jurisdiction before proceeding with design. t Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services, While the information presented on this website is believed to be correct,ATC and Its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use, Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude i location in the report. } _ t MecaWind Step v2 . 2 . 7 . Q per ASCE 7-•1 q Developed by MECA Enterprises, Inc. Copyright wwrw.mecaenterprises.com Date 5/28/2019 Project No. JobNo Company Name True Designed By Engineer Address Address Description Description City ; city Customer Name : Customer State State Proj Location : Location File Location: J:AOther Regions\1g-1033 - ANWh CONSTRUCTION 0 CEDAR I'0114f\19-1033 - Engi neering\Cal cs \19-1033.wnd I Input Parameters: Aireational Procedure open Building (Cl7 27 Part 1) Basic Wind Speed(V) 110.00 mph Structural Category II Exposure Category = C Natural Frequency - N/A Flexible Structure = No Importance Factor 1.00 Kd Directional )factor = C.85 Alpha - 9.50 Zq = 900.00 it At = 0.7-1 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc .. 0.20 1 = 500.00 ft Epsilon 0.20 Zmin = 15.00 ft Pitch of Roof - 0.2.5 : 12 Slope of Roof(Theta) = 1.19 Deg D: Roof Len along Ridge - 36.00 it L: Horizontal Width - 18.00 ft h: Mean Roof Ht 15.00 ft Type of Roof = MONOSI,OPi gust Factor Calculations Gust Factor Category I fdgid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Eps411on = 427.06 ft 0; (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0,94 l Gust2; 0.89 Gust Factor Su3v nary ) Not a Flexible Structure use the Lessor of Gustl or Gust2 c 0.85 t Open Building-Monoslope Roof per Figure 27.4-4: L 0.5 LM L i CL h 'a �. Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.896 -1.900 Notes Normal to Ridge Baja Construction Co.,Inc, Page 7 223 Foster Street Job# 19-1033 Martinez CA 94553 (800) 366-9600 i c f f } i i i 4 18.00, 8.00, 10.00' 4.00' L1=4.00' L2=6.00' 41--0" Lbr=2.43' 3.57' e. P1 P2 1'-10" y� Jr i X O O E i o - In M+ P+ 11I ` CROSS-SECTION DEAD + LIVE LOADS Baja Construction Co., Inc. rape 9 223 Foster Street Job 1119-1033 Martinez, CA 94553 (800) 366-9600 Roof Sheeting: 24ga McElroy "Mega-Rib" Panels, Fy=50 ksi ( RDLShtg:= 1.17•psf ) L 10.0•ft a 4:0•ft tributary, s lA•ft slag� shtg'�-" shtg w:_ (Pf +RDLshtg)'(sshtg) =0.026.1clf 7Y Positive wind load(zone 3): p3shtg.pos=24.010•psf [ [1 1 T l IT1TT T I wpos.l :_ (RDLshtg+ 0.6•w•p3shtg.pas+ 0.5•Pf)•(sshtg) =0.032•1clf TR L R a� a wpos.2 :_ [RDLshtg+ Pf + 0.5•(0.6•.w•p3shtg.pw)]'(sshtg) = 0.036•klf `max:= max(w,wpos.l,*wpos.2) wmax'= 0.036•k11 Spos:= 0,1215•in3 Sneg:= 0.1126•in3 lmin := 0.0970•in4 E:= 29500•ksi Cantilever: Mcant:= 0.5•w,,,,,,•(ashtg2) = 0.284 ft•kips f)cant:_ c ant M =30.295•ksi Sneg Winax•ashtg 3 2 3 scant 2-aft dcant:_ 24•E-Itnin•(Lshtg — 6'ashtg 'L 3'a shtg+ shtg ) = 0.830•in = 115.702 o terS an:. MJctr:= 0.125•wmaa(Lsha2 -4'ashlg2) =0.160f -kips fbctr Mctr= 15.793•ksi •— Silos N'max'Lsht 2 2 Lsl,r 384•L•Imin Actr= l '(S-Lshtg -24•ashtg ) = 0.6484n = 185.124 Octr Allowable deflection limit(IBC Table 1604.3,Footnote a) = L/60 -- O.K. Uplift: p3shtg.neg=2L800•psf Wuplift:_ [0.6•(w•p3shtg.neg) - 0.67•RDLshtJ_(sshtg)=0.016•klf 2 Mcantnplilt Mcantuplift 05(w„plift)•ashtg =0.130ft-]tips fb =Spas 12.816•ksi 1 Aicir Mctruplift:= 0.125•wuplilt'(LshtgZ-4 ashtg2) =0.073ft•kips fb u�IiR = 7.779•ksi Sneg 1\/Ic -I'LROY METAL CORPORATE OFFIGE - P.O, 13GX 11(18 SHREVEPORT. Lit, 71162 111;'8 ° t.316) 747-G000 = FA)( (31U) 74?-8029 'Itwil r t _.6 r A 41" jirr U I Issue Date : June t,2006 Revised : August 29,201t No. 07-213-06 Mega-Rub Bare&Painted L r-72- T�� x•covE�nc�_____-- • "•' TOP IN CUIv1PRESSION HOl'TOIv1 IN CUIv1PRE5SION FY WEIGHT V, Pa eae P�b, GAUGE (ksli (Ps) (klplfl.j (Ibslf!.} (Ibs/h.) (iN.'�ft.; (in'IftJ (kip (in.°/fl.) lkip 24 50,E 1.1? 1.2160 214.67 57G.44 0.007E 0.1215 3.5370 4037E 0.112G 3.37011) 1,Seclian propadlcs an,caloulaled in accordance cnlh the 2007 AiSI Llwlh American Speciricalion for the Design of Cold-Pounad Steel Structural hlembers 2_Va is Ilse a9ovrable shear. 3.Pa is the allo,vatlle load forweb efipp!m9 on end S intc6or supports- 4 ,izis ferdellectien delenninalion, 5,Se Is far banding, 6,his Is the allowable bending moment, 7,All'aloes arc forcnc fool of panel width. Allowable Uniform Loads (PSF) Span in Feet Span Type Load Type 3.E� =00 •1 to 5.0E 1 55:, 1 6CG 650 7.D, 7.5E a)1, 851, 9p3 8.55 1000 10.5E 11.0u positive.Wind 197 151 119 96 00 57 57 49 43 37 33 29 2.5 24 21 20 Ne981'W,Wind 183 140 110 09 74 GZ 53 4E 39 36 31 27 2.4 22 20 10 Single IIvE 197 151 119 96 80 67 57 45 43 37 33 29 26 24 21 20 pe(leclum(U180) 157 132 93 67 50 39 36 24 20 i6 13 11 0 6 6 pe0ecllon(1240) 146 99 69 50 38 29 23 16 1 15 12. 113 9, 7 6 5 4 Positive Wind 174 131, 107 87 72 6i 52 45 39 34 30 1 27 24 22 20 18 Negative Wild 180 144 115 94 76 65 56 48 42 37 33 1 29 2C 24 21 19 2 Span Lwe 174 134 107 87 72 61 52 46 30 34 30 1 21 21 22 20 18 DeOecllan(U180) 476 319 224 163 122 94 74 59 4F 39 i 33 2B 23 20 17 15 Depeciloa U240) 257 239 15B 122 92 70 55 44 3E 24 21 17 15 13 1 11 Positive Wind 213 165 132 108 go 76 65 56 49 43 36 34 30 21 25 23 Negative Wmd 227 177 1 142 110 95 E1 69 60 52 45 Al 36 3 29 27 24 3 Span Live 213 1G5 132 108 90 76 65 56 49 43 3E 34 30 27 25 23 Defected(U180) 373 249 175 127 06 74 5n 46 37 3f 26 21 18 15 Defleclom(U240) 279 187 131, 95 72 55 34 2.E. 23 19 1 16 13 11 10 Q Positive Wind 200 155 124 101 84 71 60 52 45 40 35 32 26 2S 23 21 Negative Wnd 211. 166 133 WE a 78. 65 50 49 43 36 34 .,1 28 25 23 4 Span Live 200 155 124 101 Se 71 60 52 45 40 35 32 1 26 25 23 21 Deflection(U160) 396 205 1 186 135 402 70 01 49 40 33 27 23 1 19 1E 14 12 Deflection p1240) 297 199 139 W. 1 76 1 58 46 37 30 24 20 17 i4 12 11 9 Notes: 1.Allowam;c uniform load,are based upon equal span Ientilhs. 2,Positive Mid is wind pressure and kNOT Increased by 33 113$' 3,14egailve Wind Is wind suuion or uplift and isNOT Increased by 33 113115. 4,Live is the allowable live or snow Iced. , 5•Dafleclton(U180)Is the allowable load IhaI limits the panels da section to U780 vrhiic under pusiliva a live pae, 0,Delleclion(U240)Is the allowable load IhaI limbs 111a panel en s dechon to U240 while under positive a live taco. 7.The veeiohl of the panel hasNOT been deducted from the ally waWc loads, 8.Posilivo VJnd,Negative Wind,and I-Ne Load values are Inniled 10 combined shear 3 bending using Erl.C%3,1�l or life AM Specific-olion - 9,Positive Wind and Live Load values arc limited by web crippling using a boating length of 2', 10,Web crippling values are detem iced using a ratio ofille uniform leadcluallysuppoded by the top Oanges of phe seclion. 11.Load Tables are limbed to a mammum allowable load of 500 p=_l, CORP0RATE OFFICE SHREVEPORT, LOU ISIANA hliIDVJES T DIVISION = CLINTON,IL SOUTHEAST DIVISION - PEACHTREE CITY,GA WESTERN DIVISION ADELANTO,G'.A NORTHEAST DIVISION WINCHESTER,VA. SOLfTHV1EST DIVISION a BOSSIER CITY,LA BLUEGRASS DIVISION> I_EVVISPORT,KY !NEST TEXAS DIVISION • IdiERKEI_,TY. GREAT LAKES DIVISION , MARSHALL,[01 �4,5 Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:05/29/2019 Simpson Strong-Tie@ CFS Designer'"2.8.0.0 Section Designation : Cee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1050 In Top Flange= 2.5000 In Inside Corner Radius= 0.1250 in Bottom Flange= 2.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPER-rIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.3124 in Moment of Inertia for Deflection(Ixx) 35.6812 inA4 Section Modulus(Sxx) 5,4017 inA3 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Ft-I_h Gross Section PropertieS of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 inA4 Cross Sectional Area(A) 1.8664 inA2 Radius of Gyration(Rx) 4.3901 In Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0,5426 in Gross Moment of Inertia(lyy) 1.2592 inA4 Radius of Gyration(Ry) 0.8214 in Other-Section Property Data Member Weight per Foot of Length 6.3510 Ib/tt Allowable Shear Force In Web(tlnpunched) 8928.40 lb Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venant torsion Constant(J x 1000) 6.8590 inA4 Warping Constant(Cw) 36,8367 inA6 Radii of Gyration(Ro) 4.6797 inA6 Torsional Flexural Constant(Beta) 0.9109 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(inA2) 118.4 6.1301 11.1539 8.8509 -5.3934 5.3934 -8.8509 -11.1539 Location (1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flangellip corner of compression and tension side respectively Location (3)and(4)are flange/web corner of compression and tension side respectively SIMPSONSTRONG-TIE COMPANY INC. www.strongtie.com 9 Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins-Cantilevered Date:0 5/2 912 01 9 Simpson Strong-Tie©CFS Designer"'2,8.9.0 336.00 336.00 R1 R2 I 9.00 18.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Defloction Check Mmax Mmax/ Moos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0.918 8687.4 None 12299.2 0.706 0.452 L/477 Span 13608.0 0,918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax] lb-inlin in Ft-Lb Ma-d Leff Cantilever 200.00 108.0 13751.2 0.990 Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Vaiue Required? R1 6804.0 2,50 5391,8 8896.4 13608.0 1.25 YES R2 2268.0 2.50 2513.1 4397.8 0.0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3780.0 1360&0 1.00 0.42 0.92 1.01 N/A R2 2268.0 0.0 1.00 0.25 0,00 0,25 NIA SIMPSON STRONG-TIE COMPANY INC. www.strongtie.coni Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21 A" Bay Date:05/2912019 Simpson Strong-Tie@ CFS Designer"2.8.9.0 336.00 R1 R2 I I 21.00 Section : Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45,45 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 18522.0 0,913 18522.0 Full 20276.0 0.913 1.097 L/230 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 200.00 252.0 19132.4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0.0 0,45 NO R2 3528.0 2.50 4052.1 7091.2 0.0 0.45 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened R1 3528.0 0,0 1.00 0.18 0.00 0.18 N/A R2 3528.0 0.0 1.00 0.18 0.00 0,18 N/A SIMPSON STRONG-TIE COMPANY INC. VMmstrongtie.com �q Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1: D+S full load both sides Date:05/30/2019 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie@ CFS Designer?"2.8.9.0 Pi Pz l R1 R2 4.00 2.53 3,57 X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0,689 8156.2 None 14825.1 0.550 0.170 L/563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0.013 L12425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0.474 0,130 LJ660 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48,0 13344,7 0,765 Span 0.00 30.4 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 3086,6 0.00 3203.4 5285.6 10208,0 0.94 YES R2 2017.4 0.00 3203.4 5285.6 8855.4 0.71 N0 P1 2552.0 2,50 2513-1 4397,8 0,0 0.53 YES P2 2552.0 2,60 2511.1 4397.8 0.0 0,53 YES i SiMPSON STRONGJIE COMPANY ING, vnvw,strongtie.corn Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie« CFS Designer"'2.8.9.0 Pl Pz 1 1 R1 R2_ I 4.00 2,43 3.57 �---► X Point Loads P1 P2 Load(lb) 273 2552 X-Dist.(ft) 0.00 10.00 Section : Gee 12 x 2.5 x*12ga Single C Stud Maxo= 14825,1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092.0 0.074 872.5 None 14825.1 0.059 0.040 L/2424 Span 9110.6 0.615 7498.9 None 14825.1 0.506 0.006 L/4640 Right Cantilever 9110.6 0.615 7279.4 None 14825.1 0.491 0A09 L/783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.082 Span 0,00 29.2 13344.7 0.683 Right Cantilever 0.00 42.8 13344.7 0.683 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 -3026.9 0,00 3203.4 5285.6 1092.0 0.57 NO R2 5851.9 0.00 3203.4 5285.6 9110.E 1,38 YES P1 273.0 2,50 2513A 4397.8 0.0 0.06 NO P2 2552.0 2.50 2513A 4397.8 0.0 0.53 YES SiMPSON STRONG-TIE COMPANY INC. wm.strongtie.com Project Name: 19-1033 Page 1 or 2 Model: Beam Case 3: DL only at right Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-TieO CFS Designer"'2.8.9.0 IPi Pz 1 R1 R2 4.00 2.43 3.57 �-► X Point Loads P1 P2 Load(lh) 2552 273 X-Dist,(ft) 0.00 10.00 Section: Coe 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax] Mpos Bracing Ma(Brc) Mposf Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825,1 0,550 0.146 L1656 Span 10208.0 0,689 8352.1 None 14825.1 0.563 0.007 L14227 Right Cantilever 974.E 0.066 778.7 None 14825.1 0.053 0.036 L12403 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0,765 Span 0,00 29.2 13344,7 0.765 Right Cantilever 0.00 42.8 13344.7 0.073 Combined Bendincl and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 6351.7 0.00 3203.4 5285.6 10208.0 1.51 YES R2 -3526.7 0.00 3203.4 5285.6 974.6 0.65 YES P1 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES P2 273.0 2.50 2513.1 4397.8 0.0 0.06 NO *SIMPSONSTRONG-TIE COMPANY INC. wwa,strongtie.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 4: D+S+0.5(0.6W) Gamma=0 Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer"2.8.9.0 Pi Pz R1 R2 4.00 2.43 3.57 f X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) MPos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0,907 10745.0 None 14825.1 0.725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0.858 0.014 L/2066 Right Cantilever 9831.8 0.663 7855.6 None 14825.1 0.530 0.147 L/582 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1.008 Span 0.00 29.2 13344.7 1,008 Right Cantilever 0.00 42.8 13344.7 0.737 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285.6 13448.0 1.38 YES R2 1265.8 0,00 3203.4 5285.6 9831.8 0.62 NO P1 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES P2 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES SIMP50N STRONG-TIE COMPANYINC, vmv,strongtiexam Project Name; 19-1033 Page 1 of 2 Model: Beam Case 5; D+S+0.5(0.6W) Gamma=180 Date:05/30/2019 Cade, 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer"'2.8.9,0 IPl P2 1 �t R1 R2 I I 4.00 2.43 3.57 �-► X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) D.00 10.00 Section : Cee 12 x2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1 = 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0.743 8801.8 None 14825.1 0.594 0.187 L1513 Span 12002.3 0.810 11804.1 None 14825.1 0,796 0.014 L/2091 Right Cantilever 12002.3 0.810 9589.9 None 14825.1 0.647 0.167 L/514 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48,0 13344.7 0,825 Span 0.00 29.2 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? i R1 2348.1 0.00 3203.4 5285.6 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1.13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES P2 3362.0 2.50 2513.1 4397-8 0.0 0.70 YES SIMPSON STRONG-TIE COMPANY INC, www.strongtie.com Baja Construction Co„ Inc, Nee 29 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Beam Column Conmection: (4) 3/4"�A307 bolts Allowable Bearin o� n 12ga'. t:= 0.105-in Fu := 70.0•ksi d:= 0.75•in Qb:= 2,22 Fp:= 2.22•Fu Fp = 155.400•1(si Pn := Fp•d•t Pn= 12.238•kips Pa Pn Pa= 5.512•lcips Ob Allow.Bolt Shear, Va:= 4.4-kips Maximum reaction at column each cee(page 23), R1:= 6351,71bf Shear each bolt: Vbolt:= RI Vbolt= 1.588•kips O.K. 4 Knee Brace: Tapered Cee 7.125" to 7" x 5" x 12ga Unbraced length (Lbr)2+ (Lbr)2 =3.437ft Maximum bear reaction at brace each cee(page 21), R2:= 5851.91bf Total knee brace axial load, Pbr := 2•R2 Pbr= 16.554•kips 0.707 See pages 30 to 31 below Knee Brace Beam & Column Connection: (12) 912-24 screws each side, each end d := 0.216•in 0 := 3.0 Steel in contact with screw head: 12ea Steel not in contact with screw head: 12aa Ful := 70.0•ksi t, := 0.105•in Fu2:= 70.0.ksi t' := 0.105•in Pnl 2,741•0•Ful =4,287-kips Pm:= 1742•d-Fu2=4.287•kips rgr 12/tj equal to or less than 1 0.5 Pn3:= 4.2.(t23•d) •Fu2=4.649•kips Allow Shear per screw bcari n t ' Pn:= if 2 51,min(Pn1,Pn2,Pn3)1min(P131,Pn2) =4.287•kips tj Pn Parr:= = 1.429•kips for#12-24 screws Pascrew.24 885•lbf GF:— 2•(12.0)•min(Pabrg,Pascrc,v.24) = 21.240•kips — O.K. Project Name: 19-1033 Page 1 of 1 Model. Diagonal Knee Brace Date:05/30/2019 Cade: 2012 NASPEC[AISI S100-20121 Simpson Sfrong-Tie®CFS Designer"2.8.9.0 R1 R2 3.S0 Section ; Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131.6 Ft-Lb Va= 12169.5 lb I= 10.66 in',4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 6131.6 0,000 0.000 L/O Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 0.0 0.00 579.6 1043.3 0.0 0.00 NO R2 0.0 0.00 579.6 1043.3 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr, R1 0.0 0.0 1.00 0.00 0.00 0.00 R2 0.0 0.0 1,00 0.00 0.00 0.00 Combined Bending and Axial Load Details Axial t.d Bracing(in) Max K-phi Lin Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (In) load(lb) P/Pa Value Span 16554.0(c) None None 26 0.0 42.0 21314.4(c) 0.78 0,78 SIMPSON STRONG-TIE COMPANY INC, WMg.strongtie.com Baja Construction Co., Inc. Page 33 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Column Loads, cant.: Transverse Wind Loading, Hcol= 10.130ft roofslope, 0:= 1.19deg Bldg.depth(sloped): Lt:= 18,0241 tributary width, scol =20.250ft cl := 3,73-ft c2:= 5.28•ft Positive transverse wind load: Gamma=0& Gamma=180.Load CascA PpOsleeo'ard.A =5.699 psC FWA.IeeWnrd:= (W•PPOSIeeward.A)•�Scol}•(0.5•Lt) FW'A.leeward = 1.352 kips PpOs%vindward.A=22.798•psf "'wA.%vindNvurd:= (W•PpoS%vindward.A)'(Scol)'(0.5.L.t) 17"'Amindward=5.407•kips Vertical wind caiLiponent: PyA = (FWA.leeivard+ F«'A.windwm.d)'Cos(0) PyA =6.758•kips florizontal wind component: PXA:= (1_'WA.Iec%vard-1- 1`WAmindward)•sin(e) PXA=0,140•kips Wind Moment. Gamma=0,Load Case A MO.A l"wA.lccwarcr(c2) — FWA.windwarti(cl) MO.A= —13,033•ft-kips Equivalent horizontal load, FrvnansvOA := MO.A FWLransv.0_A = —1.287'kips Hcol Wind Moment: Gamma= 180.Load Case A M180.A := FWA.Avindward`(e2) —FwA.leeward(cl) MiSOA =23.509•f}•kips IM I80.A Equivalent horizontal load, Fwtransv.180.A Hcol l'Wtransv.180.A=2.321•kips -- Transverse Wind load: Gamma=1 80,Load Case A — CONTROLS CFS Version 11.02 Page 1 ?� Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 1 Oga Boxed i Rev. Date: 12/20/2018 8:04:17 AM ` r i Printed: 5/30/2019 9:01:12 AM i r l m Section Inputs Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi 1 Tensile Strength, Fu 70 ksi Torsion Constant Override, J 96,453 in^4 s Warping Constant Override, Cw 0 in^6 Connector Spacing 0 in Left Channel, Thickness 0.135 in Placement of Part from Origin: X to right edge 0 in + Y to center of gravity 0 in outside dimensions, open shape Length Angle Radius Web k Hole Size Distance t (in) (deg) (in) COef. (in) (in) 1 1 0.750 270.000 0.25000 None 0.0ee 0,000 0.375 2 3.500 180.000 0.25000 Single 0.000 0.000 1.75e 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 0.000 0.25000 Single 0.000 0.000 1.750 5 0.750 -90,000 0.25000 None 0.000 0'oeo 0.375 Right Channel, Thickness 0.135 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 -90.000 0.25000 None 0.000 0.000 0.375 2 3.500 0.000 0.25000 Single 0.000 0.000 1..750 3 12.000 90,000 0.25000 Cee 0.000 0.000 6.000 4 3.500 180.000 0.25000 Single 0.000 0.000 1.750 5 0.750 270.000 0.25000 None 0.000 0.000 0.375 CFS Version 11.0.2 Page 2 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i I Loading: Roof Snow Load ' Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90,000 0.500 NA 2.6990 NA k Bearing Length 1.00 in I 2 Axial NA 0.500 10.630 4,5560 4.5560 k I Loading: Wind Load Transv, Type Angle Start Loc. End Loc. Start End (deg) Oct) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7580 k Loading: Seismic Transv, Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90,000 0,500 NA 0,8770 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k i Loading: Wind Longitudinal Type Angle Start Loc, End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0,000 0.500 NA 0,7110 NA k Bearing Length 1.00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7790 NA k t Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 Ic Load Combination: D+S f Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor j 1 Dead Load 1.000 2 Roof Snow Load 1.060 I Load Combination: D+0.6W Transv+0.5 S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading • Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 f f I i 3 CFS Version 11.0.2 Page 4 3 Analysis: 19-1033 Colurnns.cfsa Rev. Date: 5130/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i 1 Loads: P Mx Vy My Vx (k) (](-ft) (k) (I(-ft) (k) Total 5.650 28.435 2,807 0.000 0.000 Applied 5.650 28,435 2.807 0.000 01000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 inA4 lye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in13 Interaction Equations Eq. C5.2,1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0,806 <= 1.0 Eq. C5,2.1-2 (P, Mx, My) 0.054 4- 0.706 + 0.000 W 0,760 <= 1.0 j Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0,000 + 0.000)= 0.00e <= 1.0 i I Member Check - AISI S100-12, US, ASD Load Combination: D+0,6W Transv+0.5 S Design Parameters at 10,630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 110000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 I<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 k l Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 7.427 28,871 2.850 0,000 e.000 Applied 7.427 28,871 2.850 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 inA4 lye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in,,3 l Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 1 Interaction Equations } Eq. C5.2.1-1 (P, Mx, My) 0.112 + 0,737 + 0.000 = 0.949 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.071 + 0.717 + 0.000 = 0.788 <= 1.0 Eq. C3,3.1-1 (Mx, Vy) Sgrt(0.376 + 0.005)= 0.617 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 1 ' 1 CFS Version 11.0.2 Page 6 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Effective section properties at applied loads: Ae 5.2420 in12 Ixe 107.82 inA4 Iye 44.14 inA4 I Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12,612 in13 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0.000 = 0.204 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.185 + 0.000 = 0,196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 Eq. C3.3..1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0,000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D + 5 + 0.5(0.6WLongit) Design Parameters at 10.630 ft, Left side: , Lx 10,630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 I Section: Boxed 12x7x10ga.cfss j Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1,0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1,0000 ey 0.0000 in Braced Flange: None Icy 0 k Red. Factor, R: 0 Lm 20,000 ft i Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) i Total 5.650 28.435 2.807 2.161 0.213 Applied S.650 28,435 2.807 2.161 0.213 Strength 66,338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107,82 in^4 Iye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.085 + 0.721 4• 0.104 = 0.910 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.099 = 0.859 <= 1.0 j Eq, C3.3.1-1 (Mx, vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3,3.1-1 (My, Vx) 5grt(0.010 + 0.000)= 0.099 <= 1.0 i i Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0,404.24 k/ft i t 1 i f i c CFS Version 11,0,2 Page 8 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/3012019 9:01:12 AM Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 1,094 0.108 5.634 0,556 Applied 1.215 1.094 0.108 5.634 0.556 Strength 66.338 40.285 38,992 21.875 30.405 t r r Effective section properties at applied loads: Ae 5.2420 in^2 Txe 107.82 in^4 Tye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 Sxe(B) 17.970 in^3 Sye(r) 12.612 in^3 i ,Interaction Equations 1' i Eq. C5,2.1-1 (P, Mx, My) 0.018 + 0.027 + 0,260 = 0,306 <= 1.0 Eq. C5,2.1-2 (P, Mx, My) 0.012 + 0.027 + 0,258 = 0.296 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0,001 + 0,000)= 0.023 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.066 + 0.000)= 0.258 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft i i 1 i F : i i i Baja Construction Co., Inc. Page 45 223 Foster Street Job#19-1033 Martinez,CA 94553 (800) 366-9600 Pier rooting: rlcol= 10.130 ft Max.Moment, Mmax=35A84ft1ips Equivalent Point Load, P:= M max P=3.503•Icips llcol Allowable lateral bearing pressure .................. Sa= 100.000•psf ft Pole diameter(or diagonal) ............................... bpier:= 3:0,0•in rpicr 0.5•bpier= 15A00•in Structure is not adversely affected by 1/2"ground motion - use twice value of Sa Al Soil/Dirt: 30"x 10'-3"deep non-constrained pier footing Unconstrained pier embedment depth ........... Dunconst:= 1-0.254t Dunconst Sl := 2•SB• Sl =683.333-psf 3 2.34•P A;= A=4.798ft Sl•bpier dunconst:_ 2•�1 + A 1 + 4.3611col 1 dvnconst= 10.063 ft /J At Concrete Slab: 30"x 6'-9" deep constrained pier footing Constrained pier embedment depth ................ Dconst:= 6.75•ft S3:= 2,S,,Dconst S3= 1350,000•psf dconsi:= 4.25• P•Hcol( dconst=6.685 f1 S3•bpier At Asnhalt Pavement: 30"x 8'-8"deep pier footing(average non-constrained,constrained) daVe:= 0.5•(Dunconst+ Dconst) =8.500ft Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and Ihen using the"Prinling& Project Descr: Title Block"selection, Title Blom:Une 6 Printed:30 MAY 2019, 9:45AM General Footing File=llrilevaulljobs10THERR--1119-103-2119-103-�41Calcs119-1033.ecG- SofWare copyfigN ENERCALC,INC-1983•2010,Build:10.18.12.13. KW-06001 322 Licensee ROSEiKPIREDDY Description: Alternate Spread Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used ;ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ee:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density - 145.0 pcf SoillConcrete Friction Coeff. = 0.250 cp Values Flexure = 0,90 Shear = 0.750 increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.170 ft Min Steel%Bending Reinf, = Allow press,increase per foot of depth = ksf Min Allow%Temp Reinf, = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 :1 Min.Sliding Safety Factor = 1.50 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wl for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 6 Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis - 4.0 ft Footing Thickness - 26.0 in I I Pedestal dimensions... px:parallel to X-X Axis _ in - -— pz:parallel to Z-Z Axis _ In t '• 1 Height - in Rebar Centerline to Edge of Concrete... at Bottom of tooting = 13.0 in r E Y.o• Reinforcing Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars - 14 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (AC115,4,4.2) t>"a' _: Direction Requiring Closer Separation Bars along Z-Z Axis #Bars required within zone 72,7% #Bars required on each side of zone 27.3% Applied Loads _ D Lr L S W E H P:Column Load = 1.094 4.556 6.758 0,1690 k OB:Overburden - ksf M-xx = 7206 7.895 k-ft M-zz - 1,094 27.338 23.509 8.882 k-ft V-x = _ 0.140 0.8770 -- -- k V-z = 0.7110 0.7790 k V/ SAFEbuilt. planReviv%,v By SApEbuilt PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lou,Wk414 o o� Senior Plans Examiner 1621 11411 Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com t t I Baja Construction Co„ Inc, Page 1 of48 223 Foster Street Job#19-1033 Martinez, CA 94553 05/31/19 (800) 366-9600 BSP Cal-Dort Structures Cedar Pointe Apartments 17309 40thAvenue NE. Arling-ton WA for: AMWA Construction Desie.n Criteria: g 3 ............. II 04'��� A add Risk Caie ar O Skll, � Use: Alternative Basic Load Combinations(Section 1605.3.2) a< Roof Snow Load ........................................... Pf .= 25.0•psf \= Basic Wind Speed(ultimate) p �.� (� ........................... l 10 mph 0 �24348� Wind Exposure C G� L ASDWind Factor ............................................. w:= 1.3 Seismic design categor), .................................. D 05-31-2019 Siteclass ............................................................ D Seismic importance factor ................................ I=1.0 Allowable Stxesses Roof sheeting .................................................... Fy:= 50.0,ksi Fb := 30.0-ksi Frames,purlins.................................................... Fy:= 55.0•lcsi Fb '.= 33.0•ksi Concrete .............................................................. fc := 2500psi at 28 days Reinforcenaents .................................................. ASTM AG 15,Grade 40(min.) per Table 1806.2.Soils Class 5 Allowable Soil Bearing Pressure .................. SBPa11ow 1500•psf Allowable Lateral Bearing Pressure ............. S := 100•pcf Roof Dead Load: Roof sheeting .................................................... RDLshtg:= 1.0•1)sf Framing ............................................................... RDLfm8:= 1.5,psf Misc ..................................................................... RDLmisc:= 0.5•psf Total RoofDead Load, RDL:= RDLshtg+RDLfrmg+ RDL,,,is„=3.000psf Received JAN 2 9 2020 &D�bjq CRS 3 I CRt 0,949 Coefficient of risk(1.0s) PGA 0.437 MCEG peak ground acceleration ; r FpGA 1.063 Site amplification factor at PGA f PGAM 0.464 Site modified peak ground acceleration TL 6 Long-period transition period(s) f i I SsRT 1.086 Probabilistic risk-targeted ground motion(0.2s) j r SsUH 1.109 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) i S1RT 0.424 Probabilistic risk-targeted ground motion(1.0s) 1 S1UH 0.447 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) ' SID 0.6 Factored deterministic acceleration value(1.0s) I PGAd 0.5 Factored deterministic acceleration value(PGA) f 1 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code r adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding will' design. Disclaimer i Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. i i While the information presented on this website is believed to be correct,ATC and Its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising frorn such use. Use of the output of this website does not imply approval by If the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report, i r # 6 `r I - f I t i i , MecaWind Std v2s2 . 7 _ 0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 5/20/2019 Project No. JobNo Company Name True Designed By Engineer. Address Address Description Description City City Customer. Name Customer State State Proj Location : Location Tile Location: J:\Other Regions\19-•1033 - Abffl_ CONSTRUCTION 0 CEDPr PC)IN'T\19-1033 - L•'ngine=tiring\Calcs \14-1G33.wnd Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category = TI Exposure Category = C Natural Frequency - N/A Flexible Structure e No Importance Factor = 1.00 Kd Directional Factor - C.05 Alpha = 9.50 Zg - 900.00 ft At = 0.11 Bt 1.00 Am = 0.15 Bm 0.65 Cc = 0.20 1 a So0.00 ft. Epsilon = 0.20 zmin a 15,00 ft Pitch of Roof - 0.25 : 12 Slope of Roof(Theta) 1.19 Deg D: Roof Len along Ridge = 36.00 ft L: Horizontal Width - 10.00 rt h: Mean Roof Ht = 15.00 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.65 0.85 Gust Factor Category} II Rigid Structures - Complete Analyeis Zm: 0.6*Ht - 15.00 ft 1zm: Cc*(33/zm)^0.1-67 = 0.23 Lzm: 1*(Zm/33)^Epsi1on = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 0,94 Gust2: 0.925*((1+1.7*lzm*3,4*tl)/(14-1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor. of Gust! or Gust2 e 0.65 open Building-Monoslope Roof per Figure 27.4-4: L - - V 0.5 L 0.5 L 4 ►� h E Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf -------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.098 -1.900 Notes - Normal to Ridge 1 Baja Construction Co.,Inc. Page 7 1 223 Foster Street Job# 19-1033 Martinez CA 94553 (800)366-9600 , i J I 18.00' ; 8.00' 10.00' 4.00' l L1=4.00' L2=6.00' 4'-0" Lbr=2.43' 3.57' l P1 P2 l a---'; y-----r; f , V-10" r f x 0 o I E o L rn M+ P+ , I i CROSS-SECTION DEAD + LIVE LOADS Baja Construction Co., Inc. Page 9 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Roof Sheeting: 24ga McElroy "Mega-Rib" Panels, Fy=50 ksi ( RDLshtg:= 1,17•psf L'shtg:= 10.0•ft ashtg:= 4.0•ft tributary, sslttg := 1.0•ft w:= (Pf RDLshtg�'�Sshig� =0 0261C1f W Positive wind load(zone 3): p3shtg.pos=24,010•psf w (RDL + 0.6•w• 3 + 0.5• •(s pos,l �= slug 1 shtg.ptlsPf� shtg) =0.032•ldf TR R a L a Wpos.2 [RDLshtg+ Pf + 0.5•(0.6•w•p3shtg.pos)].(sshtg) =0.036•klf wmax:= max(w,",pos.t,"�'pos.2) wmax•= 0.036•klf Spos:= 0.1215•in3 Sneg:= 0.1126-in3 Imin := 0.0970•in4 E:= 29500•ksi Cantilever: Meant:= 0.5•wmax'(as11tg2 ) = 0.284ft•kips cent:= Meant =30.295•ksi Sneg Ocartt:= N11i187 ashtg (Lshtg3 _6'ashtg2 Lshtg+ 3•ashtg3) = 0.830,in 2 � = 115,702 24•E•Imin scant Center Span: Mctr= 0.125•wmax'(Lshro2—4•ashtg2) =0.160ft kips fbctr:= Mctr = 15.793•ksi Spos �'mex'1-sht 2 sht Actr:= g (S•Lsntg —24.ashtg 2) = 0.648•in I'g = 185.124 384.E-1min Octr Allowable deflection limit(113C Table 1604.3,footnote a) = L/60 — O.K. II tlr;fi: p3shtg.neg=21.800•psf Wuplift:= [0.6•(w•p3shtg.neg) — 0.67•RDLshj(sshtj =0.01641f 2 h4cantupliR Mcantnplift:= 0.5,(wuplift)•as1)tg =0.130ft-kips fb:= =Spas 12.816•ksi h�ctr p Motruplift:= 0.125-w,pliR•(LshtgZ —4•ashtgZ) =0.073ft•kips fb a IiR = 7.779•ksi Sneg r CORPORA;I E OFFIGL U F_O. DOX 1146 , SH REV EPORT, LA 711G3 11 8 (310) 747-S000 d FAX (318) 747-802.c �rL'1' � Issue Date : June 1,2006 Revised : August 29,2011 No. 07-213-06 Bare&Painted 1172. I— 3V 6nvcc41111- � "e' TOP IN OOMPRESSIOty' BOTTOM IN COMPRESSION FY WEIGHT V, Pu„e P,jh 1. Se I, Sp ` GAUGE ksl ip- (psf) (kipfft. (Ibslf.) (Ibs/ft.) (in-''lft.) (in. (kip ` 3 n.1 1. 24 5 0,0 1.17 1,2160 214,67 1 576,44 1 0.0070 1 0.1215 3,5370 1 0.0970 0.1126 3,3700 1,Snclinn proporlics am cal-ulated in accordance With the 2007A16I I4otlli American Specillcalion tonne Design of Cold-Forrned Steel Slructurnt Memhers, 2.Va is the allowable shear, 3 Pa is the allowable load fo:web enpptioo on end&iulcriar supports 4.Ix is for defleclion delerminalion, 5 Se is far bending, 6.his Is the ahowable bending momem, 7 All values are far one toot of panel Wish, - I allowable Uniform Loads (PSF) Span in Feet 7M[le.ftn Loade 3,50 4 00 4,90 500 5.50 0,0C 6.50 7.0,D 7.50 0 00 8.50 9 00 9 50 1d OD 10,50 1 1.0) Wind 197 i51 119 96 60 67 57 49 43 3? 33 29 26 24 21 20 VNnd ins 140 110 89 74 52. 53 45 39 35 31 27 24 22 20 16 197 151 119 96 80 67 57 49 43 37 33 29 26 24 21 20 n(U180) 197 132 93 67 50 39 30 24 20 16 13 11 0 6 7 6 n(U240) 148 99 69 50 3E 29 22 16 15 12 10 8 7 6 5 4 Pas;(rve Wind 174 134 107 87 72 61 52 45 39 34 30 27 24 22 20 16 Negative Wnd 180 144 115 94 78 65 50 46 42 37 33 29 26 24 21 19 2 Span 1-- 174 134 107 87 72 61 52 45 39 34 30 27 24 22 20 18 Detection(U1ao) 476 319 224 163 122 94 74 59 45 39 33 26 23 20 17 15 Derieclion f11240) 357 229 16B 122 92 70 55 44 36 29 24 21 17 15 13 11 Pwlive Wind 213 165 132 106 90 76 65 56 49 43 38 34 30 27 25 1 23 Ncoalivownd 227 177 142 116 e5 E1 (i9 GC 52 45 Al 3G 33 29 27 24 3 Span Live 213 165 t32 108 90 76 S5 56 49 43 38 34 30 27 25 1 23 Delleclion(1J160) 379 1 249 175 127 96 74 56 46 37 31 26 21 1B 15 13 12 Defection(U240) 279 187 131 95 72 -A, 43 34 2E 23 1s 16 13 11 10 1 0 Poshive Wind 200 155 124 101 84 71 60 52 45 40 35 32 28 25 23 21 Negative V'fod 214 166 123 102 9D 76 85 50 49 43 38 34 31 23 25 23 4 Span Llve 20D 155 121 101 84 71 60 52 45 40 35 32 2B 25 23 21 DioNciml(U180) 395 205 100 135 102 76 1 61 42 40 33 27 23 19 16 14 12 Deflection(IJ240) 297 199 139 101 7C 511 1 46 37 3D 24 20 17 14 12 11 Notes: 1,Allowable uniform loads are based upon equal span lengths, 2,Positive Wind is wind pressure and IsNOT increased by 33113 3,Negative W nd is wind suction or uplih and i1407 increased by 33113%. 4,Live Is the allov/able live orsnow load, 5,Deraclion(U16D)Is the allowable load that limits the panel's doflecfon to U180 white under positive or live load, I 6,Derectien(U240)is the allovrable lead that limits the paners defiecffon to U240 white rhlderposdive ortive load. 7.Tile Weighl of the panel ha4401-been deducted frem the allowa0le loads, E,Posilive Arend,Negative Wind,and Live Load values are limited to enmbined shear&heading using Ell,G3.3,1-1 of the AISI Specifcnlign, 9,Posilive Wind and Live Load values are limned by Web crppfng using a bearoq length of 2', 10_Web crippling values are tlelermined using a ralio of the uniform loabcluatlysuppoded by the top ranges or the section. 11,Load 7 a61es are frnhed to a rnasirnum allowable load of 500 psi, CORPORATE OFFICE SHREVEPORT, LOUISIANA IdilDVIPS T DIVISION ,-CLINTON,IL SOUTHEAST DIVISION = PEACHTREE CITY.GA WESTERN DIVISION AGELANTO,CA NORTHEAST DIVISION WINCRESTER,VA SOUTHWEST DIVISION ^ DOSSIER CITY,L4 BLUEGRASS DIVISION LE1AfISPORT,KY INEST TFYAS DIVISION fAERKEL,TY GREAT LAKES DIVISION - fv1ARSHALL,MI Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:05/29/2019 Simpson Strong-Tie@ CFS Designer T1 2.8.9.0 Section Designation : Gee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES : Web Height= 42.0000 in Steel Thickness= 0.1050 in Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2,5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES: Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.3124 in Moment of Inerfia for Deflection(Ixx) 35.6812 in"4 Section Modulus(Sxx) 5.4017 in13 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mde)at K�=0 13344.70 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 in',4 Cross Sectional Area(A) 1.8664 in^2 Radius of Gyration(Rx) 4.3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5426 in Gross Moment of Inertia(lyy) 1.2592 in"4 Radius of Gyration(Ry) 0.8214 in Other Section Property Data Member Weight per Foot of Length 6.3510 Ib/ft Allowable Shear Force In Web(Unpunched) 8928.40 lb Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venant torsion Constant(J x 1000) 6.8590 inA4 Warping Constant(Cw) 36.8367 in"6 Radil of Gyration(Ro) 4.6797 inA6 Torsional Flexural Constant(Bela) 0.9109 Warping Torsional Properties a(inA3) Sxx(lip)(in^3) Wn('l)(in^2) Wn(2)(in^2) Wn(3)(in^2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(in^2) 118.4 6.1301 11.1539 8,8509 -5.3934 5.3934 -8.8509 -11.1539 Location (1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flange/lip corner of compression and tension side respectively Location (3)and(4)are flange/web corner of compression and tension side respectively SMUON STRONG-TiE COMPANY INC. ^� wwmstrongtie.coni Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins-Cantilevered Date:05/29/2019 Simpson Strong-Tie@)CFS Designer"2.8,9,0 336.00 336.00 R1 R2 � I I r I 9,00 18.00 Section: Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0,918 8687,4 None 12299.2 0.706 0.452 L/477 Span 13608.0 0.918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 200,00 108.0 13751.2 0,990 Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crinulina Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 6804,0 2.50 5391,8 8896.4 1360&0 1,25 YES R2 2268.0 2,50 2513.1 4397.8 U 0,47 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VfVa M/Ma Unstiffened Stiffened R1 3780.0 1360U 1.00 0.42 0.92 1.01 N/A R2 2268.0 0,0 1.00 0.25 0.00 0,25 N/A SIMPSON STRONG-TIE COMPANY INC. - - www.strongtie,corn Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Dale:05/29/2019 Simpson Strong-TieO CFS Designer""2.8.9.0 336.00 R1 R2 I 21.00 erection : Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45.45 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural anti Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 18522.0 0.913 18522.0 Full 20276.0 0.913 1.097 L1230 Distortional Bucklincl Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 200.00 252.0 19132.4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0.0 0,45 NO R2 3528.0 2.50 4052,1 7091.2 0.0 0.45 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3528.0 0.0 1.00 0.18 0.00 0.18 N/A R2 3528.0 0.0 1,00 0.18 0,00 0,18 N/A I SIMPSON STRONG-TIE COMPANY INC. www.stronNtiexom rq Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1: D+S full load both sides Date:05/30/2019 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong-Tie©CFS Designer"I 2.8.9.0 IPi IP2 t 0 R1 R2 I I I I I 4.00 2.53 3.57 1� X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8926.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825.1 0.550 0,170 L/563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0,013 L/2425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0,474 0.130 L/660 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344,7 0,765 Span 0.00 30.4 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 3086.6 0.00 3203.4 5285.E 10208,0 0.94 YES R2 2017.4 0.00 3203A 5285.6 8855.4 0.71 N0 P1 2552.0 2.50 2513A 4397.8 0.0 0.53 YES P2 2552.0 2,50 2513.1 4397.8 0.0 0.53 YES SIMPSON STRONG-TIE COMPANY INC. www.strongtie.corn Project Narne: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:05130/2 0 1 9 Code: 2012 NASPEC jAISI S100-20121 Simpson Strong=Tie@ CFS Designer""2.8.9.0 IPi Pz 1 R1 R2 I I I I 4.00 2.43 3.57 �► X Point Loads P1 P2 Load(lb) 273 2552 X-Dist.(ft) 0.00 10,00 ectlon : Gee 12 x 2.5 x 12ga Single C Stud MaXo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092,0 0.074 872.5 None 14825.1 0,059 0.040 L/2424 Span 9110.6 0,615 7498.9 None 14825.1 0.506 0,006 L/4640 Right Cantilever 9110.6 0.615 7270.4 None 14825.1 0,491 0.109 L/783 Distortional Bucklln-q Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.082 Span 0.00 29.2 13344.7 0,683 Right Cantilever 0.00 42.8 13344.7 0,683 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pin Mmax Intr. Stiffener's Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 -3026.9 0.00 3203.4 5285.6 1092.0 0,57 NO R2 5851.9 0.00 3203.4 5285.6 9110.6 1.38 YES P1 273,0 2.50 2513.1 4397.8 0.0 0.06 NO P2 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES SIMPSON STRONG-TIE COMPANY INC. ~� wym.strongtiaxom Project Name: 19-1033 Page 1 of 2 Model: Beam Case 3: DL only at right Date:05/30/2019 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie R0 CFS Designer"'2.8.9.0 Pi Pz j R1 R2 4.00 2.43 3.57 �--► X Point Loads P1 P2 Load(lb) 2552 273 X-Dist,(ft) 0,00 10.00 Section: Cee 12 x 2,5 x 12ga Single C Stud axo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825.1 0.550 0.146 1-1656 Span 10208.0 0.689 8352.1 None 14825.1 0.563 0.007 U4227 Right Cantilever 974.6 0.066 778.7 None 14825.1 0.053 0.036 1-12403 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0,00 29.2 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.073 Cotnhined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6351.7 U0 3203.4 5285.6 10208.0 1.51 YES R2 -3526.7 0.00 3203.4 5285.6 974.6 0.65 YES P1 2552.0 2,50 2513.1 4397.8 0.0 0,53 YES P2 273.0 2.50 2513.1 4397.8 0.0 0.06 NO "SIMPSON STRONG TIE COMPANY INC. www.strongtiexain Project Naive 19-1033 Page 1 of 2 Model: Beam Case 4: D+S+0,5(0.6VV) Gamma=0 Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie(D CFS Designer"'2.8.9.0 Pl Pz R1 R2 4,00 2.43 3.57 -► X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mrnax Mmax/ Mpos Bracing Ma(Src) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0.907 10745.0 None 14825.1 0,725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0.858 0.014 L/2066 Right Cantilever 9831.8 0.663 7855.E None 1482.5.1 0.530 0.147 L1582 Distortional BuckUnsa Check Span K-phl Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1,008 Span 0.00 29.2 13344.7 1.008 Right Cantilever 0.00 42.8 13344.7 0.737 Combined Bending and Web Cripplinq Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285.6 13448.0 1.38 YES R2 1265.8 0,00 3203.4 5285.6 9831.8 0,62 NO P1 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES P2 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES SIMPSOt,I STf2ONG TIE COMPANY INC. VAwr.stronotie.corn �r Project Name: 19-1033 Page 1 of 2 Model Beam Case 5: D+S-+0.5(0.6VV)Gamma=180 Date:0 5/3 012 0 1 9 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerT"2.8.9.0 Pl 13l t ® iiitm RZ R2 4.00 2.43 3.57 �► X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va=8928.4 lb 1 = 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0,743 8801.8 None 14825.1 0.594 0.187 L/513 Spin 12002,3 0.810 11804.1 None 14825.1 0.796 0.014 L/2091 Right Cantilever 12002.3 0.810 9589.9 None 14825.1 0.647 0.167 L/514 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.825 Span 0.00 29.2 13344.7 0,899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.6 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1,13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES P2 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES SIMPSON STRONG-TIE COMPANYINC. wm.strongtiexom Baja Construction Co„ Inc, page 29 223 Foster Street Job 1 19-1033 Martinez,CA 94553 (800) 366-9600 Beam Column Connection: (4) 3/4"O A307 bolts Allowable Bearing o�n 12ea_ t:= 0.105•in Fu:= 70.0-ksi d := 0.75•in Stb:= 2.22 Fp:= 2.22•Fu Fp = 155.400•Icsi Pn Fpd•t Pn= 12.238•Icips Pn Pa:= — Pa= 5.512•kips S2b Allow.Bolt Shear, Va:= 4.4 kips Maximum reaction at column each cee(page23), R1 := 6351,71bf Shear each bolt: ,Vbolt:= RI Vbolt= 1.588•kips O.K. 4 Knee Brace: Tapered Cee 7.125" to 7" x 5" x 12ga Unbraced length 2 2 gt (Lbr) + (Lbr) =3.437f1 Maximum beam reaction at brace each ece(page 21), R2:= 5851.9lbf Total knee brace axial load, Pbr:= 2•R2 Pbr= 16.554•kips 0.707 See pragcs 30 to 31 belovy- Knee RrarP Ream k CY.01iwmrn,COI7IleCtlon: (12)#12-24 screws each side, each end d := 0.216•in Q:= 10 Stecl in contact with screw head: 12ea Steell not in contact with screw head: 12Pa Ful := 70.0•1,si t, := 0.105-in Fu.,:= 70.0•ksi t2:= 0.105•in PnI := 2,741•d•Ful =4.287•kips Pn2:= 2,7•t2•d•Fu2=4.287•kips For t2 I tl caual to or less than 1 0.5 Pn3:= 4.2•(t23•d) Fug=4.649•kips Allow Shear ner screw(beari nvO z 1 Pn if t <_ 1,min(Pnl,Pn2,Pn3),min(Pnl,Pn2)J =4.287•kips 1� Pab,g,.— Pn = 1.429•kips - Q for#12-24 screws Pa,m,,,24:= 885•11bf GF:= 2•(12.0)•min(Pabrgg Pascrew2,t) = 21.240•kips — O.K. Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'2.8.9.0 Section Designation : Open Cee 7 x 5 x 12ga Single Channel INPUT PROPERTIES : Web Height= 7.0000 in Steel Thickness= 0.1050 in Top Flange= 5.0000 in Inside Corner Radius= 0.1250 in Bottom Flange= 5.0000 in Yield Stress,Fy= 55,0000 ksi Fy Wilh Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES: Effective Section Propeities,Strong Axis Neutral Axis from Top Fiber(Yeg) 4,3725 in Moment of Inertia for Deflection(Ixx) 10.6608 inA4 Section Modulus(Sxx) 2.2341 inA3 Allowable Bending Moment(Ma) 6131.56 Ft-Lb Gross Section Propeities of Full Section. Strong Axis Neutral Axis from Top Fiber(Ycg) 3.500D in Moment of Inertia(Ixx) 15.0232 in"4 Cross Sectional Area(A) 1.7470 inA2 Radius of Gyration(Rx) 2,9325 in Section Propeities.Weak Axis Gross Neutral Axis(Xcg)From Web Face 1.5240 in Gross Moment of Inertia(lyy) 4.6944 in^4 Radius of Gyration(Ry) 1.6393 in Other Section Property Data Member Weight per Foot of Length 5.9445 Iblit Allowable Shear Force In Web(Unpunched) 12169.50 lb Pao for use in Interaclion Equation C5-2 23361 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -3.4790 in St.Venanl torsion Constant(J x 1000) 6.4200 in"4 Warping Constant(Cw) 39.4321 inA6 Radii of Gyration(Ro) 4.8363 inA6 Torsional Flexural Constant(Beta) 0.4826 Warping Torsional Properties a(in"3) Sxx(lip)(in^3) Wn(1)(in'2) Wn(2)(in^2) Wn(3)(tn^2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(in"2) 126.E 2,2341 10,1358 10.1358 6.9208 6.9208 -10.1358 -10,1358 Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flangellip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Dale:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strang-Tie@ CFS Designer""2.8.9.0 R1 R2 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131.6 Ft-Lb Va= 12169.5 lb I= 10.6E inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mrnax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0,000 0.0 None 6131.E 0.000 0,000 L/0 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 0.0 0.00 579.E 1043.3 0.0 0.00 NO R2 0.0 0.00 579.E 1043.3 0,0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. R1 0.0 0.0 1.00 0,00 0.00 0.00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lin Bracing Allow Intr. Span (lb) KyLy KtLt KLIr (lb-inlin) (in) load(lb) P/Pa Value Span 16554.0(c) None None 26 0,0 42.0 21314.4(c) 0.78 0,78 SIMPSONSTRONG•TIE COMPANY INC. wwmstrongtie.com Baja Construction Co., Inc. Page 32 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Column: (2) Cee 12' x 3.5" x 10ga boxed Column height,, Hcol := 10.13f1 Tributarywidth, scQi =20.250ft Tributary depth, dccl:= 18.0ft bl =4.000ft b2=6.000ft Dead load on column: RDL=3.000 psf Pdl := (RDL)•(scOt)•(dcnl) Pdl = 1.094•kips MDL:= (RDL)-(Sco)-(Sprin)-(b2—b1) MUL= 1,094f9•kips Equivalent horizontal load, Pdlhoriz:= N4 Pdlh,r1z=0.108•kips Heol Snow load on column: Pf =25.000psf PSI:= (Pf)•(scolXdcol� Psl=9.113 kips PslUnbal (Pf)-(Scol)-(Sprin) Psl,n„bal =4.556•kips MSL:= (Pf)•(sCUIXSpr111)-(b2) MSL =27.338 ft•kips (unbalanced) Equivalent horizontal load, Pslhoriz:= N4SL Psll,,1f1z=2.699•lcips Hcol Transverse Seismic Load(per column): seismic response coefficient, Cs = 0.616E W:= Pdl W= 1.094•kips dead load on column Vs:= Cs•W Vs= 0.674•kips seismic load on column Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE:= Vs QE=0.674•kips Fh:= p•QE Eh= 0;877•kips MEh:= (EbXHcol) MEh= 8.882•ft•kips Vertical Seismic Load Effect: SUS =0.771 Dead load, D:= W D= 1093.500.1bf 1 Ev:= 0.2•SDS•D Ev=0.169•kips Baja Construction Co., Inc. Page 33 223 Foster Street .lob#19-1033 Martinez, CA 94553 (800) 366-9600 Column Loads, cont.: Ttansvetse Wind Loading: Hcol = 10.130ft roofslope, 0:= 1.19deg Bldg.depth(sloped): Lt 18.02•ft tributaq width, scol =20.250ft cl := 3.73•ft c2;= 5.28•ft Positive transverse wind load: Gamma=O&Gamma=180.load CascA PpOSleetti'.d.A =5.699'psf FWA.leeward:= (W'PpOsleeward.A)'(sc01)'(0.5•Lt) F'VA.lemvard = 1.352•kips PPOSwindward,A=27•798'psf 1'N'wkwindward (W'I'POswinclward.A)'(Scol)'(0.5•Lt) FWA.windward=5.407•kips Vettical wind component: PyA :_ (FWA.leeward+ FWAwindward)-Cos(0) PyA=6.758•kips Horizontal wind component: PxA:= (FWklecward+ FwA_windward)-sin(0) PXA= 0.140•kips Wind Moment: Gamma=O,Load Case A MO A FWA,Iccwar(r(c2) — fWA.windward'(cl) MO.A=—13.033•ft•kips Mti.n Equivalent horizontal load, FwtranSF.O.A FNtransv.0.A=—1.287•kips Ilcol Wind Moment: CT amnia= 180,Load Case A M180.A 17N'A.windward'(c2) —FWAleeavarcr(c1) MISO.A=23.509•ft•kips M 1 so.n Equivalent lorizontal load, FWtransv.180.A'- F'Wtransm80.A=2.321•Iclps Hcol Transverse wind load; Gamma''-1 80,Load Case A CONTROLS Baja Construction Co., Inc. Page 34 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Column Loads, cont.: Hcol= 10.130 ft Longitudinal Seismic Load: seismic response coefficient, Cs = 0.6168 Building length(4-stallstyp.), Lbldg 36.0ft Building depth, Dbldg:= dool Dbldg= 18.000 ft Number of columns, n,,l= 2 Wtotal RDL.(Lbldg)-(Dbldg) Wtotal = 1,944•kips total roofdead load Vtotal Cs-Wtotal Vtotal= 1.199•kips total seismic load • Vlongit== Vtotal Vlongit=0.600•kips per column ttcol Horizontal Seismic Load Efiect: redundancy factor, p:= 1.3 QE.longit �[longit QE.tongit=0.600•kips Ehlagit P'QE.longit Ehlongit= 0.779'kips MEUongit= Ehlongit'(Hcol) MEh,longit=7.895ft,kips Longitudinal Wind Load: Maximum wind pressure along ridge, Pwindlnngit.max = 15,199psf (apply to 2'-0"vertical projection) dool= 18.000 ft Fwlongit:_ (t•'W.pwmdlongii.max)'(d.1)'(2.0•ft) Ewlnngit—0.711,kips Mwindlongit = (Fwlonglt)'\(Hcol) Mwindlongit=7.206ft•kips — See below. CFS Version 11.0.2 Page 1 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 10ga Boxed Rev. Date: 12/20/2018 8:04:17 AM Printed: 5/30/2019 9:01:12 AM i Section Inputs Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Torsion Constant Override, 3 96.453 in^4 Warping Constant Override, Cw 0 in^6 Connector Spacing 0 in Left Channel, Thickness 0.135 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance I (in) (deg) (in) Coef. (in) (in) 1 0.750 270.000 0.25000 None e.000 0.000 0.375 2 3.500 180.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 0.000 0.25000 Single 0.000 0.000 1.750 5 0.750 -90.000 0.25000 None 0.000 0.000 0.375 Right Channel, Thickness 0.135 in Placement of Part from origin: ' X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 -90.000 0.25000 None 0.000 0.000 0.375 2 3.500 0.000 0.25000 Single 0.000 0.000 1.750 _ 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 I 4 3.500 180.000 0.25000 Single 0.000 0.000 1.750 5 0.750 270.000 0.25000 None 0.000 0.000 0.375 I CFS Version 11.0.2 Page 1 Analysis: 19-1033 Columns.cfsa Rev, Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Analysis Inputs Members Section File Revision Date and Time 1 Boxed 12x7x10ga.cfss 12/20/2018 8:04:1.7 AM Start Loc. End Loc. Braced R k� Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 10.630 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.500 1.00 No 1.0000 2 XYTRxRy 10.630 2.00 No 1.0000 i Loading: Dead Load i Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude f 1 Concentrated 90.000 0.500 NA 0.1080 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 1.0940 1.0940 k CFS Version 11.0.2 Page 2 3 Analysis: 19-1033 Columns,cfsa Rev. Date: 5130/20 1 9 8:58:57 AM f Printed: 5/30/2019 9:01:12 AM { Loading: Roof Snow Load Type Angle Start Loc, End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude I 1 Concentrated 90.000 0.500 NA 2.6990 NA k Bearing Length 1,00 in 2 Axial NA 0.500 10.630 4.5560 4,5560 k Loading: Wind Load Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7S80 k Loading: Seismic Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 96.000 0.500 NA 0.8770 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k Loading: Wind Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0,000 0.500 NA 0.7110 NA k Bearing Length 1.00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.50e NA 0.7790 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k r Load Combination: D+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 Load Combination: D+0.6W Transv+0.5 S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading • Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 r i CFS Version 11,0.2 Page 3 Analysis: 19-1033 Columns,cfsa Rev. Daze: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Load Combination: D+0.5(0.6W Transv)q-S I�I Specification: AISI S100-12, US, ASD 1 Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.300 3 Roof Snow Load 1.000 Load Combination: D+E/1.4 Transv f Specification: AISI S100-12, US, ASD Inflection Point Bracing: No ` Loading Factor i 1 Dead Load 1.000 i 2 Seismic Transv, 0.714 ` i Load Combination: D + S-+_0.S(0.6WLongit) Specification: AISI S100-12, US, ASD i Inflection Point Bracing: No Loading Factor l 1 Dead Load 1,000 2 Roof Snow Load 1.000 3 Wind Longitudinal. 0,300 f Load Combination: D + 0.6W Longit + 0.5S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 0.500 3 Wind Longitudinal 0,600 Load Combination: D + E/1.4 Longitudinal Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor, 1 Dead Load 1.000 2 Seismic Longitudinal 0.714 Member Check - AISI S100-12, US, ASD Load Combination: D+S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi "Cbx 110000 Cby 1.0000 ex 0.0000 in Cmx 1,0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4) 0 k Red. Factor, R: 0 Lm 20.000 ft I j t CFS Version 11 ,0.2 Page 4 3 Analysis: 19-1033 Colurnns.cfsa i Rev. Date: 5130/2019 8:58:57 AM i Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 5.650 28.435 2.807 0.000 0.000 Applied 5.650 28,435 2.807 0.000 01000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44,14 in Sxe(t) 17,970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12,612 in^3 i Interaction Equations Eq. C5.2,1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 j Eq. C5,2.1-2 (P, Mx, My) 0.054 + 0.706 + 0,000 = 0.760 <= 1.0 1 Eq. C3.3,1-1 (Mx, Vy) 5grt(0365 + 0.005)= 0.608 <= 1.0 i Eq. C3.3.1-1 (My, Vx) Sgrt(0,000 + 0,000)= 0.000 <= 1.0 i I Member Check -AISI S100-12, US, ASD E Load Combination: D+0,6W Transv+0.5 S Design Parameters at 10,630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 Icsi Cbx 1,0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0,0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k•-ft) (k) (k-ft) (k) Total 7.427 28.871 2.850 0.000 0.000 Applied 7.427 28,871 2.850 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 j Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i Interaction Equations ; Eq. C5.2.1-1_ (P, Mx, My) 0.112 + 0.737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.071 + 0.717 + 0.000 = 0.788 <= 1.0 Eq. C3.3,1-1 (Mx, Vy) Sgrt(0.376 + 0.005)= 0.617 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 ` CFS Version 11.0.2 Page 5 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check - AISI S100-12, US, ASD Load Combination: D+0.5(0.6W Transv)+S Design Parameters at 10,630 ft, Left side: Lx 10.630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2,0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 I<si Cbx 1,0000 Cby 1.0000 ex 0.0000 in Cmx . 1.0000 CGny 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 7.677 35.488 3,503 0.000 0.000 Applied 7.677 35.488 3.503 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 inA2 Ixe le7.82 inA4 Iye 44.14 4n^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in"3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.116 + 0.907 + 0.000 = 1.023 > 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.073 + 0.881 + 0.000 = 0.954 <= 1.0 Eq. C3.3,1-1 (Mx, Vy) Sgrt(0,568 + 0.008)= 0,759 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D+E/1.4 Transv Design Parameters at 10.630 ft, Left side: Lx 10,630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1,0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None I< 0 k Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (k) (I(-ft) (k) (k-ft) (k) Total 1.215 7.437 0.734 0.000 0.000 Applied 1,215 7.437 0.734 0,000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 CFS Version 11.0.2 Page 6 Analysis: 19-1033 Columns.cfsa j : i Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Effective section properties at applied loads: Ae 5,2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17,970 in^3 Sye(r) 12.612 in AB 11 Interaction Equations 1 Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0.000 = 0.204 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.185 + 0.000 = 0.196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 I Eq. C3.3..1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 I Member Check - AISI S100-12, US, ASD Load Combination: D + S + 0.5(0.6WLongit) Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 I Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 6.0000 in Cmx 1.0000 Cmy 1,0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 20.000 ft I Loads: P Mx Vy My Vx r (k) (k-ft) (k) (k-ft) (k) Total 5.650 28.435 2.807 2.161 0.213 Applied 5.650 28.435 2.807 2.161 0.213 Strength 66,338 40.285 38.992 21.875 30.405 j i Effective section properties at applied loads: i Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 ? i } Interaction Equations Eq. C5.2,1-1 (P, Mx, My) 0,085 + 0.721 + 0.104 = 0.910 <= 1.0 { Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.099 = 0.859 <= 1.0 ` Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.010 + 0.000)= 0.099 <= 1.0 shear flow between parts due to: Vertical Shear Horizontal Shear I Between parts 1 and 2 0.00000 k/ft 0.40424 k/ft i i : 1 t i CFS Version 11.0.2 Page 7 L! Analysis: 19-1033 Columns.cfsa Rev. Date: 5,130/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check -AISI S100-12, US, AS Load Combination: D + 0.6W Longit + 0.5S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga,cfss Material Type; A653 HSLAS Grade 55/1, Fy=55 lcsi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0900 Uny 1.0000 ey 0.0000 in Braced Flange: None J(c 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (1(-ft) (k) (k-ft) (k) Total 3.372 14.764 1.457 4.321 0.427 Applied 3.372 14.764 1,457 4.321 0.427 111 Strength 66,338 40.285 38.992 21.875 30.4.05 t Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 Ive 44.14 inA4 i Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.051 + 0.371 + 0.204 = 0.626 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.032 + 0.366 + 0.198 = 6.596 <= 1.0 i Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.098 + 0.001)= 0.316 <= 1.0 1 Eq. C3.3.1-1 (My, Vx) Sgrt(0.039 + 0.000)= 0.198 <= 1.0 i Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0.80849 1</ft i Member Check -AISI S100-12, US, ASD Load Combination: D + E/1.4 Longitudinal Design Parameters at 10.630 ft., Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1,0000 i Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Icy 0 k Red. Factor, R: 0 Lm 20.000 ft CFS Version 11 .0.2 Page 8 �"a1 Analysis: 19-1033 Columns.cfsa i I Rev. Date: 5130/2019 8:58:57 AM ' Printed: 5/30/2019 9:01:12 AM i Loads: P Mx Vy My Vx (k) (1(--ft) (k) (1(-ft) (k) Total 1.215 1.094 0.108 5.634 0.556 Applied 1.215 1,094 0.108 5.634 0,556 Strength 66.338 40,285 38.992 21.875 30.405 Effective section properties at applied loads: f Ae 5.2420 in^2 Txe 107.82 in^4 Tye 44.14 in^4 ! Sxe(t) 17,970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 I Interaction Equations t Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.027 + 0,260 = 0.306 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0,012 + 0.027 + 0.258 = 0.296 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0.023 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.066 + 0.000)= 0.258 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft I 1 1 i f I i 1 Baia Construction Co., Inc. Pagc 44 223 Foster Street Job 9 19-1033 Martinez, CA 94553 (800)366-9600 Column Embedment Required: M1 := MDL+ MSL=28.431-ft-kips M2:= MDL+ MSL+ 0.5.(0.6-MISO.A) =35,484•ft-kips M3:= MDL+ 0.5-MSL+ 0.6-MINA =28.868-ft,kips M4:= MDL+ no'(0.714-Mp�j) = 9.021-ft-kips 'Mmax:= max(MI,M2,W,M4) =35.4.84R.kips Load factor ..................................................... LF.= 1.7 Lr,,(Mmax) =-60.322--ft-kips Strength reduction factor ............. 0.65 57 r4 Concrete Strength .......................................... fc:= 2500-psi ACI 318-14 Table 14.5.6.1 Design bewing strength ............................... Fbp:= +�-(0.85-fc) FbrE= 1.381-ksi Column flange width ...................................... b,,,:= 7.0-in w:= (Fbj.(b, 116.025-kif Required column embedment: 6-(LF)-(-Mrnax) dfcqd =21.194.in w Baja Construction Co., Inc. Page 45 223 Foster Street Job#19-1033 Martinez,CA 94553 (800) 366-9600 Pier rooting: Hcol= 10.130ft l Max,Moment, Mmax=35,484ft•kips Equivalent Point Load, P:= Mmax P=3.503-kips 11col Allowable lateral bearingpressure ................. Sa= 100.000•psf ft Pole diameter(or diagonal) ................................bpier:= 30,0•in rpjer:= 0.5•bpier= 15,000•in Structure is not adversely affected by 1/2"ground motion — use twice value of Sa At Soil/Dirt: 30"x 10'-3"deep non-constrained pier footing Unconstrained pier embedment depth ........... Dunconst:= 10.25•ft St := 2•Sa•Dunconst St =683.333,psf 3 2.34•P A:= A = 4.798 ft SI•bpier d 2 (l + 1 + 4.36AI lcol 1 dunconsi—— 10,063 ft unconat�— — ` J At Concrete Slab: 30"x 6'-9"deep constrained pier tooting Constrained pier embedment depth ................ Dconst:= 6.75•ft S3:=2,Sa Dconst S3= 1350.000-psf dcoast:= •4.25 P.11col d const— —6.685ft S3'bpier At Asphalt Pavernent: 30"x 8'-6"deep pier footing(average non-constrained,constrained) lave 0.5•(Dunconst+ Dconst) = 8.500ft Baja Construction Co., Inc. Page 46 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Check Pier Footing for Vertical Loads (DL+LL): Max.Vertical Load ................ Pvertl := Pdl+ Psi= 10.206-kips Pvcrt2:= Pdl + Psi + 0.5.0.6•PyA= 12.233•kips Pvert3 = Pdl + 0.5Psl + 0.6•PyA=9.7.04-kips Allow.Soil Bearing: SBPapo,,,= 1500.000•psf Friction Catogg t4; Allow.Skin Friction ............. Ff SBPrllow =250.000-psf 6 Friction capacity .................. Farric (Tr'bpicr'rf)-(Dconst— 1.O4) = 1 1.290•kips (neglect top 1.0 $) ma4Pvert2,Pver12,Pvert3) — Fafric Soil pressure(end bearing), SPendhesring` = 192.149psf -- OX, �'rpier� I Check Pier Footing, for Ul)Iifl Loads (DL+1A7n1d): Pnegwindwar(I.li =—20,898•psf Pnegleeward B=—1.900•psf Scot=20.250 ft d"J= 18,000 ft Uplift:= (I 0.6•W•Pne9,,,ind1a1.1 + 0.67•RDLI + I0.6•WP11eg1eewz+rd_B + 0.67-RDLI)•(SC'OI)'(0.5•dco1) =2.701•kips I Weight of footing ................ Wfrg:= (145•pcf).(-a-rpier2)-(Dconst) =4.804•kips Mlftg FS:_ Upli ft = 1.779 i 1 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings'menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Prinled.30 MAY 2019, 9:A5AM General Footing File=llflevaul(4obs101-NERR-1119-103�-2119-103-41CalcOlg-1033.ccG 9 S*vare copyright ENERGLC•INC 1903-2018•Build!10.18 12..13 4.00 -o Description: Altemale Spread Footing Code References - Calculations per ACI 318-14, IBC 2015, CDC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) - 100.0 pcf Concrete Density = 145.0 pc[ Soil/Concrete Friction Coeff. = 0.250 cr, Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.170 ft Min Steel%Bending Reinf, = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = fl Min.Overturning Safety Factor = 1.50 :1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when mar,.length or width is greater than = f1 Use Pedestal wl for stability,mom&shear No Dimensions Width parallel to X-.X Axis = 7.0 It Length parallel to Z-Z Axis = 4.0 ft Fooling Thickness - 26.0 in x I i 1 -1 Pedestal dimensions,,, r. ) '1 x px:parallel to X-X Axis = in --- - ---— =- I pz:parallel to Z-Z Axis = in ! Height - in j Rebar Centerline to Edge of Concrete... at Bottom of footing = 13.0 in � � w 7a. Reinforcing —- Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 14 Reinforcing Bar Size = # 5 -- — j Bandwidth Distribution Check (ACI 15.4,4.2) Direction Requiring Closer Separation Bars along Z-Z Axis #Bars required within zone 72.7% #Bars required on each side of zone 27.3% Applied Loads D Lr L S W E H P:Column Load = 1.094 4.556 6.758 0,1690 k OB:Overburden - ksf M-xx = - ---- — - 7.206 7.895 k-ft it = 1.094 27.338 23.509 8.882 01 V-x = -- - - -- 0.140 0.8770 k V-z = 0.7110 0.7790 k I Title Block Line 1 Project Tifte: You can change this area Engineer: �� using the'Settings'menu itern Project ID; and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:30 MAY 2010, 9:45AM General Footing fiie=lUlevaull>obs10THERR-fl19-103-Zlg-103-41Calmll9.103s.ec6 . g SolbverecopyritibtENERCALC,INC,190 018,9ttbd:10.18.12.13 . ii •. ►• Description: Alternate Spread Footing DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9784 Soil Bearing 1.775 ksf 1.814 ksf +D+07505+0,450W about Z-Z axis PASS 1.805 Overturning-X-X 6.708 k-ft 12.105 k-ft +0.60D+0,70E PASS 1.720 Overturning-Z-Z 27.258 k-ft 46.887 k-ft +D+0.7505+O.5250E PASS 3.999 Sliding-X-X 0.6139 k 2.455 k +0.60D40.70E PASS 5.797 Sliding-Z-Z 0.5453 k 3.161 k +-0,60D+0.70E PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.5125 Z Flexure(+X) 11,929 k-ftlft 23.276 k-ft/ft +1,20D+1.605+0.50W PASS 0.06028 Z Flexure(-X) 1,403 k-ftht 23,276 k-f/ft +0.90D-E PASS 0.05860 X Flexure(+Z) 1.364 k-ft/ft 23,276 k-ftlft +120D•10.50S+VV PASS 0.03591 X Flexure(-Z) H358 k-futt 23.276 k-ftlft +1.20D+0.20S-E PASS 0,3902 1-way Shear(+X) 29,268 psi 75.0 psi +1.20D+1.60S+0.50W PASS 0,07894 1-way Shear(-X) 5.921 psi 75.0 psi +1.20D+1.605 PASS. 0,05743 1-way Shear(+Z) 4,307 psi 75.0 psi +1.20D+0.50S+W PASS 0.03791 1-way Shear(-Z_) 2,843 psi 75.0 psi +0.90D-E PASS 0,1222 2-way Punching 18,323 psi 150,0 psi +1.20D+1.605+0.50W ✓ . SAFEbuilt, Plan Review By sAF-Ebuilt PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w W ki4fo-rol Senior Plans Examiner 1621 110 Ave SE, Ste 219 Bellevue, WA 98004 lwhitford@safebuilt.com vwl • :i� Baja Construction Co„ Inc. Page 1 of'15 223 Foster Street Job 19-1033 Martinez, CA 94553 05/31/19 (800)366-9600 BSP CMort Structures Cedar Pointe Apartments 17309 40thAvenue NE,Arlington WA for: AMWA Construction Design Ciiteria: RiskCategory .................................................... Il O O. Use: Altemalive Basic Load Combinations(Scction 1605 ;2J C� RoofSnow Load ........................................... Pf .= 25.0•psf — 2 Basic Wind Speed(ultimate) ........................... 110 mph 4348k� 1�ifindEx osw•e 'GIST'8R p »..»..............»......_..»..»..»..». C sSlONALE�G1 ASD Wind factor Seismic desi-n category ........ D 05-31-2019 Siteclass ............................................................ D Seismic importance factor ................................ 1=1.0 Allowable Stresses Rood-sheeting .................................................... Py:= 50.04si Fb := 30.0•ksi Frames,purlins.................................................... Fy:= 55.0-ksi Fb := 339-ksi Concrete .............................................................. fe := 2500psi at 28 days Reinforcements .................................................. ASTM A615,Grade 40(min.) per Table 1806.2,Soils Class 5 Allowable Soil Bearing Pressure SBPallow:= 1500•psf Allowable Lateral Bearing Pressure ............. Sa- 100•pcf Roof Dead Load: Roof sheeting .................................................... RDLsht,-:= 1.0-psf Framing ............................................................... RD.LFnng:= 1.5•psf Misc ..................................................................... RDLmisc:= 0.5-psf Total Roof Dead Load, RDL:= RDLsntg+RDLfrroe+ RDLmis,,=3.00Opsf ;— � R@rill,°old JAN 2 9 206 W) 3OI�; L'\TC Hazards by Location Search Information Address: 17309 40th Ave NE,Arlington,WA 98223,USA t. Coordinates: 48.1489899,-122.1764119 Elevation: 117 ft Timestam p: 2019-05-28T17:21:17.293Z Hazard Type: Seismic _. • Reference ASCE7-10 Map data 02019 Google Imagery©2019,CNES 1 Airbus,DigitalGlobe,U.S. Geological Survev,USDA FaR40-O ,amap;grror.1 Document: -- - - - -- -- - Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(9) Sa(g) 1.00 0.60 0.80 0.60 0,40 0,40 0.20 0.20 0.0o 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2:0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description SS 1.086 MCER ground motion (period=0.2s) SI 0,424 MCER ground motion (period=1.0s) SMS 1.157 Site-modified spectral acceleration value SM1 0.668 Site-modified spectral acceleration value SDS 0.772 Numeric seismic design value at 0.2s SA SDI 0.445 Numeric seismic design value at 1.Os SA -Additional Information Name Value Description SDC D Seismic design category Fa 1.065 Site amplification factor at 0.2s Fv 1.576 Site amplification factor at 1.Os D,979 Coefficient of risk(0.2s) ♦ 1 CRS 3 r CR1 0.949 Coefficient of risk(1.0s) PGA 0.437 MCEG peak ground acceleration FPGA 1.063 Site amplification factor at PGA PGAM 0.464 Site modified peak ground acceleration TL 6 Long-period transition period(s) SsRT 1.086 Probabilistic risk-targeted ground motion (0.2s) i SsUH 1.109 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) i S1RT 0.424 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.447 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) i SID 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) The results indicated here LSO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding will) design. Disclaimer i Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or i liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the ` use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor F to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report, I I { t Seismic Forces: 2015 IBC&ASCE 7-10 Input: Period"T"Determination: Risk Category= Il h= 1.5.00 ft(height in ft.to top of structure) T=Ta Sec 12.8.2 R= 1.25 Table 12.2-1 to= 1.00 Sec 11,5.1 Ta=Ct*hx Eq(12.8-7) Site Class= D Ss= 1.086 from USGSIIATC S1 = 0.424 from USGS/IATC Ct= 0.02 Table 12.8-2 Fa= 1.065 from USGS/IATC x= 0.75 Table 12.8-2 Fv= 1.576 from USGSIIATC Ta=T= 0.15244 TL= 4.00 Figure 22-12 (conservative) Equivalent Lateral Force Procedure: Sec 12.8 V=Cs*W Cs=Sds/(R/le) Eq(12.8-2) Sds=(2/3)*Fa*Ss- 0.7711 Cs= but need not exceed: Cs= Sd1/(T'(R/1)) where T<TL Eq(12.8-3) Shc =(2/3)'Fv'S1 = 0.4455 Cs=� but shall not be less than: Cs=� Eq(12.8-5) or Cs= 0.044Sdsle = 0,0339 and where S1 >0.6g Cs shall not be less than: Cs=0.5*S11(R/I) Eq(12.8-6) Cs=� V= 0.6168 W MecaWind Std v2 . 2 . 7 . 0 per ASCE 7-10 Developed by MECA Enterprises, Inc, Copyright wNw.mecaenterprises.cam Date 5/28/2019 Project No. t JobNo Company Name True Designed By ; Engineer. Address ; Address Description : Description City City Customer. Name : Customer State State Proj Location ; Location Yiie Location: J:\Other 11criions\19-1033 - A WA CONS TRUCTI011 G CEDAR POINT\!`.-1033 - Engine€:ring\Calcs \19-1C33.wnd Input PaxAa"ters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category - C Natural Frequency - N/A Flexible Structure - No Importance Factor = 1.00 Rd Directional Factor - C.85 Alpha = 9.50 7,g - 900.00 ft- At = 0.11 Bt - 1.00 Am = 0.15 Bm. - 0.65 Cc = 0.2D 1 - 500.00 ft Epsilon = 0.20 Zmin c 15:00 ft Pitch of Roof = 0.25 : 12 Slope of Roof(Theta) - 1.19 Deg D; Roof Len along Ridge = 36.00 ft L: Horizontal Width - 18.00 ft h: Mean Roof Ht = 15.00 ft Type of Roof MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures -- Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.05 = 0.85 Gust Factor. Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht - 15.00 It lzm: Cc*(33/Zm)^0.1.67 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0,63*( (3+11t)/Lzm)'0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7tlzmd3. *Q)1I1+1.7*3.9*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 C 0.85 Open Building-Monoslope Roof per Figure 27.4-4: L cm f� cN, 1'J� ih V- Nornal to Ridge - Open 8nilding - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Find Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf ps£ ------------------------------ ......-- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Ridge 6 Normal to Save - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 180 degrees, Clear Wind Plow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf -......------------- ?� 1.200 0.300 22.79E 5,699 13 --1.100 -0,100 -20.898 -1.900 Notes - Normal to Lave Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 90 degrees, C),ear Wind Flow Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Hoof (Theta) Case psf psf - `- - ---••------------------ <= 15,0 Theta<=45 de A 0,800 -15,199 B 0,800 15.199 >15.0&<=2*15.0 Theta<=45 deg A -0,600 -11.399 B 0,500 9.499 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) - r i i 2 3 i --- f4 IF Mono0one Roof tall pressures shown are based upon STREUGTH Design, with a Load factor of 1 Widi:h of Pressure Coefficient Zone "a" _ = 3.00 ft i Description Width Span Area Zone Cn Cn Max P Min P ft ft ft^2 Max Min psf psf --------------------------- _- ---------------------------------- Zone 1 1.00 1.DD 1.0 1 1.26 -1.15 24.01 -21.80 Zone 2 1.00 1.00 1.0 2 1.90 -1.76 36.01 -33.51 Zone 3 1.00 1.00 1.0 3 2.53 -3.44 48.01 -65,41 Zone 3 Sheeting 1.00 18.00 7-08.0 3 1,26 -1.15 24.01 --21.80 Zone 3 Purlins 9.00 18.00 162.0 3 1.26 -1.15 24,01 -21.80 Baja Construction Co.,Inc. Page 7 223 Foster Street Job#19=1033 Martinez CA 94553 (800)366-9600 18.00' 8.00' 10.00' 4.00' L1=4,00' L2=6.00' 4'-0" Lbr=2.43' 3.57' P1 P2 LM 1 � � 1'-10,1 1 _ X �C I E CD M+ P+ ICI ` i f CROSS-SECTION DEAD + LIVE LOADS E 1 Baja Construction Co.,Inc. Page 8 1 223 Foster Street Job# 19-1033 ! Martinez CA 94553 ! (800)366-9600 tt! t If k f I Lt=1 B.02' 0.5Lt=9.01' C?,SLt 9.01 ' � t GAMMA=O - - -- - -- --- r - - - -- ——— —— - GAMMA=180 i I O o Cl=3.73' I c2=5.28' u? w M+ P+ CROSS-SECTION WIND LOADING Baja Constrtfction Co., Inc, Page 9 223 Foster Street Job#.19-1033 Martinez, CA 94553 f (800)356-9600 Roof SheeL&. 24ga MrEh-oy „Mega-Rib" Panels,Fy=50 ksi ( RDLst,tg:= 1.17psf Lshtg:= 10.0•ft ashtg:= 4.0•ft tributary, sshtg := LO-ft w:_ (Pf +RDLshti•(sshtg) =0.026•Idf W Positive%vind load(zone 3): p3shtg.pos=24.010•psf FTTTTT I l7TT--I-1[I ! J wpos.] (RDLshtg+ 0.6•w•p3shtg.pos 0.5•Pf� (sshtg� =0.032}c}f TR R a L � wpos.2= [RDLshtg+ Pf + 0.5•(0,6•w•p3shtg.pos)].(sshtg) = 0.036-1df wn,ax:= tnax(Nv,wpos.I,v''pos.2) 1�'11,ax'= 0.036•klf Spas:= 0.1215•in3 Sneg:= 0.1126•in3 lmin := 0.0970•in4 E:= 29500•ksi i Cantilever: Mcant:= 0.5•wmax' ashtg 2) = 0.284ft-kips - Want1bcant ant =30.295•ksi �_ Sneg I Acant:_ �'tnax'ashtg (L 3 _6•as z Ls. 3 3) = 0.830•in ashy Acant 1 15.702 sntg ht� hte+ •a shtg 24•E•Imin Acant CenterSnan;. Mctr= 0.125•wmah(I shtg2— 4•ashtg2) =0.160f-kips Mctr = 15,793 ksi ctr S P�S �'max'Lsht y 2 2 Lsht Actr:= 384•E•Irvin•(5•Lshtp _24•ashtg ) =0.648•in Octr g = 185.124 Allowable deflection limit(IBC'fable 1604.3,Footnote a) = L/60 — O.IC Uplift: p3shtg.neg=21.800•psf 6•(w•p3shtg.neg) — 0.67•RDLshtj'(ssh0 =0.016•klf '�upl'ift:_ P. 2 i�Icantuplitl Mcantuplift:= 05(W4iplift)•ashtg =0.130ft•kips fb:_ =Spos 12.816•ksi Mctr Mctraplift:= 0.125,wuplitl•(Lshtg2 —4'ashtg2 ) =0.073ft,kips fb:= nt,ltR = 7.779•ksi Sneg Baja Construction Co., Inc. 1111"e 10 223 Foster Street .lob Y 19-1033 Martinez, CA 94553 (800) 366-9600 Roof Sheeting to Purlin Connection: The allowable pullout and pullover values are'derived based on AISI Section E4.4 Screw Pull-out C acit Member not in contact w/screw head(12ga purlin), t2:= 0.105in Tensile Strength, Fu2:= 70.Gksi Screw diameter, d := 0.216in tc:= t2=0.105•in Factor of safety, 92:= 3.0 (ASD) Pnot:= 0.85•tc•d•Fu2 Pnot= 1349.460•Jbf Pnot Allowable pul I-ont., Parrot:_ Parrot=449.820 lbf Screw NJ I-over Canacit Screws are provided with 5/8"diameter dome washers. Member in contact w/screw head (24ga sheeting), tl := 0.02 32in Tensile Strength, Ful := 82.0ksi Washer diameter, d := 0.625in Factor of safety, Q:= 3.0 (ASD) dw:= if(d <.0.50•in,d,0.50,in) dw = 0.500•in Pnov := 1.5•t1•dw•(0,75•Ful) Pnov= 1.070,kips Allow.Pullover, Pa,,,,,,,:= PUC Panov=356.7WIbf rZ Uyhit: p3slrtg.conn= 65.41,psf Purlinstributary ........................................... sprin•_ 9ffft ' Screwspacing ................................................ scrweew := 7.2•in Puplift:= (0.6•W•p3shtg.conn— 0.67•RDLshti•(Sprha)'(Sscrei,) Pupae=27L27•lbf — Q.K. r I\4cELROY METAL CORF'OHATE 0FHGI__ P_0. 13OX 1116 , SI-IRPVEPORT, LA %1iG: 11 8 (318) _047-BODO = FAX (S•18) 7217-8029 T 1111i r rl IN I CAAI1 J!L 1ET 111 Issue Date: June 1,2006 Revised : August 29.2011 No. 07-213-06 Mega-Rib Bare&Paiotod L �---7s•--1 T-1I. x•rnvtawc • 70F IN COMPRESSION NOl'TOfv1 IN COMPRESSION ) W(IGsqH T Va (Ibslft.) (IPb,7147(5wo a.aa4 (kip- (kl° (klplft.) 7 57644G.097G 0,1215 3,6376 D,097 0.11 7Q ,6 1p_i i.2162 214G 23 ,1,Sactien proporlles arc calculated in acw«lance with the 2007 AI511dudh American SRecirgalian for the Design of Cold-Forntre Steel Shuclu rnl Members,2.Va is the ahe,vable shear. 3.Pa is the allowable load Inr watt crippling oa end&iuleriur supports. ' 4,Ix is for collection delerminalon_ 5 Se is for bending, 6,1.1a is the allowable bending moment, _ 7,All values are far one fool of panel wtdlh. Allowable Uniform Loads (PSF) Span in Feet pan Type Load Type 3 5( c 0e 4 SE, 5.09 5� 6.00 6.50 7 00 7.50 8,00 8 53 9 0_, 9.56 10 Go 10.50 11,0U Posihve NSnd 197 151 119 96 90 1 67 57 49 0.3 37 33 29 26 24 21 20 Negative Wad 183 14C 110 09 74 62 53 45 39 35 31 27 24 22 20 18 Sngle (_ivs 197 151 110 96 80 67 57 37 33 29 2.6 24 2.1 20 peneclion(U100) 197 132 93 67 50 39 30 24 20 16 13 11 0 6 7 6 )etlection(U240) 148 99 69 50 36 29 22 16 15 12 10 B 7 6 5 4 Positive Wool 174 134 1 107 07 72 e1 52 45 34 34 31) 27 24 22 20 18 Negalive Wnd 180 144 115 94 78 65 56 48 e_1 37 33 29 20 24 21 19 2 Span Live 171, 134 107 87 72 61 52 45 39 34 30 27 24 22 20 18 perectian fL1180) 476 319 224 163 122 94 74 59 45 39 33 28 23 20 17 15 periectian(L1240) 357 239 168 122 92 70 55 44 36 29 24 21 1? 15 13 11 positive Wad 215 165 132 105 90 76 65 5E 119 43 30 34 30 27 25 23 NCoalfve Wnd 227 177 142 116 96 E1 69 60 52 4E 41 36 33 29 27 I 24 3 Span Llve 213 165 132 106 90 76 66 56 49 40 38 34 30 27 25 23 peneclion(U180) 373 249 175 127 96 74 50 46 37 31 26 21 16 1 15 1 13 1 12 peneclion([1240) 279 107 131 95 72 H 43 34 2E 23 19 16 13 11 10 9 Fosflrve Wind 200 155 124 101,, 84 71 60 52 45 40 35 32 28 25 23 21 Negative Wad 214 166 132 1H 90 76 65 56 49 43 36 34 3+. 26 26 23 4 Span LNc 200 155 124 70i 04 7`, 60 52 45 40 32 2B 25 23 21 pc0edlon(Ui 80) 396 2G5 10G 135 iC2 70 G1 49 40 33 27 23 99 1G 14 12 Pell-thon p1240) 297 199 130 101 76 50 4G 37 30 24 2C 17 1-0 12 11 Notes: 1,Allowable uniform loads are based upon equal span lenglhs, 2.Posilivu Wind is vlind pressure and IsNOT increased by 33 113 95, 3,Negalive Wind is vrtnd suction or uplift and laNDT increased by 33113%_ 4,Live is the alowable live or snow load. 5,Dehaclian(U180)Is the allowable load Thal limits the panel's de0echon to U100 while under positive or Ilve load. 6,Dereclton(U240)is the allowable load that limits the go nets dellecgon to U240 while under positive active load, 7.The vodghl of Oho panel hasNOT been deducted from Pi allmwable Inads, 8,Posilive Wind,Negalive Wnd,and Live Load vaiues are limited to combined shear&heading using Eh,C3,3.1-1 of the Al SI Specircalion, 9 Positive Wnd and Live Load values are limited by web cripp"lino using a hearing length of T, , 1;V1'eb crippling values are determined using a ratio of the uniform load ctuallysuppoded by the lop ranges of the sacl an. 11.Load Tables aro Ihniled to a maximum allov;abla load of 500 psi. CORPORATE OFFICE t SHREVEPORT, LOUISM'NA MIDWEST DIVISION , CLINTON,IL SOUTHEP-ST DIVISION ° PEACHTREE CITY,GA WESTL-RAJ DIVISION ADELANITO,CA NOF.THEIST DIVISION ININCHESTER,VH, SOUTHWEST DIVISION ^ BOSSIER CITY,LA DLUEGRASS DIVISION= LEVJISPORT,WY WEST TEXAS DIVISION 1'AERKE1-,TY, GREAT LAKES DIVISION ^ MARSHALL,MI Baja Construction Co., Inc. Page 12 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Roof Purlins: Lprin:= 18,0-ft aprin:= 9.0•ft tributary, sprin =9.000ft w:= (RDL+ Ilf)•(sprhr} =0.252•k1f Max.Wind Pirssures(zone 3 purlins): p3prin.pos=24.010•psf wpos't :_ (RDL + 0.6•w•p3pri„.pos+ 0.5•Pf)•(spr1n) 1111Pos.1 = 0.308•klf pos.2 = rRDL + Pf + 0.5•�O.G W p3prLi.pos��'�sprin� �'pos.2=0.336,klf p3prin.neg=21.800•psf wmg:_ (0.6•p3pr1n.neg- 0.67•.RDL)•(sprin) wneg=0.100•klf wm":= max w,wpos.l+Wpns.2,wncg =0.336•kl Use: Cee 12 x 2.5 x 12ga typical u.o.n. Cee 12 x 2.5 x10ga at 21'-0" bay only See laal?es 13 to 16 below Purlin to Beam Connection: Aga clip with (12)412 screws each lea (6-screws each purlin, 6-screws each cee beam, 12-screws at cont./cant. purlins) Clip to Purlin/Beam Connection :: d:= 0.216•in Q:= 3.0 Steel in contact with screw head 02ea bin.) Steel not in contact with screw head 0 4m cliu) Fui := 70.0-ksi tl := 0.105,in Fug:= 70.0•ksi t2:= 0.070•in Pn1 := 2.7•ti•d•FuI =4,287•kips P112:= 2.742•d•Fu2=2.858•kips For t2/tl equal to or less than I 0'5 Pn3:= 4.2•Ct23•d) •Fu2 Pn3 =2.531-kips Allow Shearperserew(bearins�) t Pn:= if 2 Sl,min(Pnl,Pn2,Pn3),min�Pni,Pn2) Pn =2.531•kips ti Pn Pn=2.531•kips Pa:= - Pa=0.844•kips S2 Purlin reaction - 3529 1bf fjiaee 16 below) for(4)#12 screws: (,•(Pa) =5.061•kips Purlin reaction cantilever _ 6804.0 IV(pare 14 below) for(12)#12 screws: 12.(Pa) = 10.122kips Project Narne: 19-1033 Page 1 of 1 Model: Roof Purlins Date:05/29/2019 Simpson Strang-TieC)CFS Designer '2,8.9,0 Section Designation : Cee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1050 in Top Flange= 2,5000 In Inside Corner Radius= 0.1250 in Bottom Flange= 2,5000 in Yield Stress, Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55,0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.3124 in Moment of Inertia For Deflection(Ixx) 35.6812 in14 Section Modulus(Sxx) 5.4017 inA3 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 in^4 Cross Sectional Area(A) 1.8664 inA2 Radius of Gyration(Rx) 4.3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5426 in Gross Moment of Inertia(lyy) 1,2592 in^4 Radius of Gyration(Ry) 0.8214 in Other Section Property Data Member Weight per Foot of Length 6,3510 Ib/ft Allowable Shear Force In Web(Unpunched) 8928.40 lb Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo)- -1.3970 in St.Venant torsion Constant(J x 1000) 6.8590 inA4 Warping Constant(Cw) 36.8367 inA6 Radii of Gyration(Ro) 4.6797 inA6 Torsional Flexural Constant(Beta) p,g 10g Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(inA2) 118.4 6.1301 11.1539 8,8509 -5.3934 5.3934 -8.8509 -11,1539 Location (1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flange/lip corner of compression e�nd tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. �� www.strangtio.com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:05/29/2019 Simpson Strong-Tie®CFS Designer"2.8.9.0 i 336.00 R1 R2 I I I 18.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va =8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 13608.0 0.918 13608.0 Full 14825.1 0.918 0.754 1-1286 Distortional Buckiintt Check Span K-phi Lm Brac Ma-d Mmaxl lb-inlin in Ft-Lb Ma-d Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 3024.0 2,50 2513.1 4397.8 0.0 0.63 YES R2 3024.0 2.50 2513.1 4397.8 0.0 0.63 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V1Va M/Ma Unstiffened Stiffened R1 3024.0 0.0 1,00 0,34 0.00 0.34 NIA R2 3024.0 0.0 1.00 0.34 0,00 0.34 N/A SIMPSON STRONG-TIE COh'PANY INC. wwmstrongtiexom Project Name: 19-1033 Page 1 of 1 Model: Roof Pudins - Cantilevered Date:0512912019 Simpson Strong-Tie©CFS Designer"-'2.8.9.0 336.00 336.00 1� f� R1 R2 9.00 18.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0.918 8687.4 None 12299.2 0706 0.452 L/477 Span 13608.0 0.918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Buckling Check Span K-phi Lai Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 200.00 108.0 13751.2 0.990 Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 6804.0 2,50 5391.8 8896.4 13608.0 1.25 YES R2 2268.0 2.50 2513.1 4397.8 0.0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened R1 3780.0 13608.0 1.00 0.42 0.92 1.01 N/A R2 2268.0 0.0 1.00 0.25 0.00 0.25 N/A SIMPSON STRONG-TIE COMPANY INC. www.stronggexom Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date:05/29/2019 Simpson Strong-Tie@ CFS Designer"'2.8.9.0 Section Designation : Cee 12 x 2.5 x 1 Dga Single C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1350 in Top Flange= 2.5000 in Inside Corner Radius= 0,1250 in Bottom Flange= 2,5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55,0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0789 in Moment of Inertia for Deflection(Ixx) 45.4453 in14 Section Modulus(Sxx) 7.3878 in13 Allowable Bending Moment(Ma) 20275.97 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 18907,53 Ft-Lb Gross Section Properties of Full Section,Stron_q Axis Neutral Axis from Top Fiber(Ycg) 6,0000 in Moment of Inertia(Ixx) 45.4453 in^4 Cross Sectional Area(A) 2.3800 in^2 Radius of Gyration(Rx) 4.3698 in Section Properties.Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5457 in Gross Moment of Inertia(lyy) 1.5484 in14 Radius of Gyration(Ry) 0.8066 in Other Section Property Data Member Weight per Foot of Length 8,0986 Wit Allowable Shear Force In Web(Unpunched) 19075.29 lb Pao for use in Interaction Equation C5-2 47093 lb Torsional Properties Dist,from Shear Center to Neutral Axis(Xo) -1.3679 in St.Venant torsion Constant(J x 1000) 14,4584 inA4 Warping Constant(Cw) 45.2775 inA6 Radii of Gyration(Ro) 4.6494 in^6 Torsional Flexural Constant(Beta) 0.9134 Warpinq Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(in^2) Wn(5)(inA2) Wn(6)(inA2) 90.4 8.4276 10,9735 8.7522 -5.2782 5,2782 -8.7522 -10,9735 Location (1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flange/lip comer of compression and tension side respectively Location (3)and(4)are flangetweb corner of compression and tension side respectively SIMPSON STROP G41E COMPANY INC. wwvi,strongtie.com l� Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date:0 5/2 912019 Simpson Strong-Tie@)CFS Designer''2.8.9.0 336.00 R1 R2 I I 21.00 Section : Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45.45 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 18522.0 0.913 18522.0 Full 20276.0 0.913 1.097 L/230 Distortional Buckling Cho Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 200.00 252.0 19132,4 0.968 Combined Bending and Web Cripplinq Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (1b) (1b) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0.0 0.45 NO R2 3528.0 2.50 4052.1 7091.2 0.0 0.45 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3528.0 0.0 1.00 0.18 0.00 0.18 N/A R2 3528.0 0.0 1.00 0.18 0,00 0,18 N/A SIMPSON STRONG-TIE COMPANY INC. tiw+vtslrongtie.com Baja Construction Co., Inc. Page 18 223 roster Street lob#19-1033 I Martinez, CA 94553 (800)366-9600 Roof Beams: (2)Cee 12 x 2.5 x 12ga bl := 4.0•ft b2:= 6.0•tt. Lbr:= 2.43•ft b2 —Lbr=3,570ft Tributar),width, sbm := (18.0ft + 9.0•ft)2 _210250ft 2•(18.4ft) ,Dead load only Pdl := (RDL)•(sbm)'(Sprh) =0.547•lcips 0.5•Pdl =0.273•kip half load each cee) Load Combination: D+S Pdl.sl (RDL+ Pf)•(sbm)-(Sprin) =5.103•kips 0.5•Pdl.sl=2.552•kip Positive Wind Pressure Gamma=0& 180,Load Casc A(MWI-RS): Pposwindwmd.A=22.798,psf PpoSleeward.A=5.699-psf Load Combination: D+0. W-:-1/2S PA10mard.l (RDL+ 0.6,W-Ppos1eeaeard.A + 0.5•Pf)•(sbm)•(sp„411) =3.635-kips 0.5•PA.1eeward.1 = 1.818•kips PA.windward.➢ := (RDL 4- 0.6-W-Pp0svvirdward.A+ M-Pf)•(sbm)-(sprh) =6,066•16ps 0.5•PA.%vindward.l =3.033•kips Load Combination: D+S+ 1/2(0.6W) PA.leeward2 [RDL •I Pf i 0.5'(0.6•LO'PpO51cc\vard.A)]'(Sbm)'(Sprll) =5.508•kips 0.5-PA.leeward.2=2.754,kip PA.windward 2 [RDL+Pf + 0.5•(0.6•w•Ppos,t,indwaid.A)]'(sbm)-(sprin) =6.723•kips r O.S'PAmindward.2=3.362,kip. Critical Wind Load Combination: D•I-S•t 1/2(0.6W) See below. Case 1: D + S (full both sides) Case 2: D + S (DL only at left) Case 3: D + S (DL only at right) Case 4: D + S + 1/2(0.61AI) Gaimna= 0 Case 5: D + S + 1/2(0.6W) Gamma= 180 l� Project Name: 19-1033 Page 1 of Model: Beam Case 1: D+S full load both sides Date:0 513 0/2 0 1 9 Code: 2012 NASPEC [AIS] S100-2012) Simpson Strong-Tie©CFS❑esigner '2.8.9.0 P, P2 I ! R1 R2 I i I 4,00 2.53 3.57 �► X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928,4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None '14825.1 0.550 0.170 L/563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0.013 L12425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0,474 0.130 L/660 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 30.4 13344.7 0.765 Right Cantilever 0,00 42.8 13344,7 0.664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 3086.6 0.00 3203.4 5285.E 10208,0 0,94 YES R2 2017.4 0,00 3203A 5285.6 8855.4 0.71 NO P1 2552.0 2,50 2513A 4397.8 0.0 0.53 YES P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSONSTRONG•TIE COMPANY INC. www,strongtie.corn 1 20 Project Name: 19-1033 Page 2 of 2 Model: Beam Case 1: D*S full load both sides Date:0W30/2019 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer?".2.8,9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor V1Va MLMa Intr. R1 2552.0 10208.0 1.00 0,29 0.69 0.75 R2 2552.0 8855.4 1,00 0.29 0.60 0.66 P1 2552.0 0,0 1.00 0.29 0.00 0.29 P2 2552,0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie©CPS Designer""2.8.9.0 Pz 1 1 R1 R2 L I 4.00 2.43 3.57 �----► X Point Loads P1 P2 Load(lb) 273 2552 X-Dist,(ft) 0.00 10.00 ection : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va.= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check, Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092,0 0.074 872.5 None 14825,1 0,059 0.040 1_12424 Span 9110.6 - 0.615 7498.9 None 14825.1 0,506 0,006 LI4640 Right Cantilever 9110.6 0.615 7279.4 None 14825.1 0.491 OA09 L1783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inhn in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.082 Span 0.00 29.2 13344.7 0,683 Right Cantilever 0.00 42.8 13344.7 0,683 Combined Bending and Web Crip0ing Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 -3026,9 0.00 3203.4 5285.6 1092.0 0.57 NO R2 5851.9 0,00 3203.4 5285.6 9110.6 1,38 YES P1 273.0 2.50 2513.1 4397.8 0.0 0.06 NO P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSON STRONG-TIE COMPANY114C. - -_ wvm,strongtie.com z Project Name: 19-1033 Page 2 of 2 Model: Beam Case 2: DL only at left Date:05130/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer's 2.8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft.Lb) Factor VIVa MIMa Intr. R1 3299.9 1092.0 1.00 0.37 0.07 0.38 R2 3299.9 9110.6 1.00 0.37 0.61 0.72 P1 273.0 0.0 1.00 0.03 0.00 0.03 P2 2552,0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG-TIE COMPANY INC. vAymatrongffexom Project Name: 19-1033 Page 1 of 2 Model: Beam Case 3: DL only at right Date:0 513 0/2 0 1 9 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tieit CFS Designer""2.8.9.0 Pl P12 R1 R2 l I I I I 4.00 2.43 3.57 �► X Point Loads P1 P2 Load(lb) 2552 273 X-Dist,(ft) 0,00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Bre) (in) Ratio Left Cantilever 10208.0 0,689 8156.2 None 14825,1 0,550 0.146 L1656 Span 10208.0 0.689 8352.1 None 14825.1 0.563 0.007 L/4227 Right Cantilever 974.6 0,066 778.7 Done 14825,1 0.053 0.036 L12403 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48,0 13344.7 0.765 Span 0.00 29.2 13344.7 0.765 Right Cantilever 0,00 42.8 13344.7 0.073 Combined Bending and Web Criooling Reaction or Load Bearing Pa Pn Mmax lntr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 6351.7 0.00 3203,4 5285.6 10208.0 1.51 YES R2 -3526.7 0.00 3203.4 5285.E 974.6 0.65 YES P1 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES P2 273.0 2.50 2513.1 4397.8 0.0 0.06 N0 SIM€'SON STRONG TIE COMPANY INC. www,strongtie.coin Z,4- Project Name: 19-1033 Page 2 of 2 Model: Beam Case 3: DL only at right Date:05/30/2019 Code: 2012 NASPEC tAISI 5100-2012] Simpson Strong-Tie®CFS Designer"2.8,9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VIVa M/Ma Intr. R1 3799.7 10208.0 1.00 0.43 U9 0.81 R2 3799,7 974.6 1,00 0.43 0.07 0.43 P1 2552.0 0.0 1.00 0.29 0,00 0.29 P2 273.0 0.0 1,00 0.03 0.00 0.03 SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 4: D+S+0.5(0.6W) Gamma=0 Date:0 513 0/2 0 1 9 Code: 2012 NASPEC[AISI S100-2012] Simpson Strang-Tie(D US Designer"2.8.9.0 Px Pi i R1 R2 I I I 4.00 2.43 3.57 X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0.00 10,00 Section : Cee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0.907 10745.0 None 14825,1 0,725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0.858 0.014 L/2066 Right Cantilever 9831.8 0.663 7855.6 None 14825,1 0,530 0.147 L1582 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Left Cantilever 0,00 48.0 13344.7 1.008 Span 0.00 29.2 13344.7 1.008 Right Cantilever 0.00 42.8 13344.7 0,737 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285,6 13448.0 1,38 YES R2 1265.8 0.00 3203:4 5285.6 9831.8 0,62 NO P1 3362.0 2.50 2513,1 4397.8 0.0 0.70 YES P2 2754.0 2.50 2.513:1 4397.8 0.0 0.57 YES SIMPSON STRONG-TIE COMPANY INC. WAY.strongtie.com �G Project Name; 19-1033 Page 2 of 2 Model: Beam Case 4: D+S+0.5(0.6W) Gamma=0 Rate:05/30/2019 Code: 2012 NASPEC[AISI S1.00-20121 Simpson Strong Tie®CFS Designer""2.8,9.-0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa MIMa Intr. R1 3362:0 13448,0 1.00 0.38 0.91 0.98 R2 2754.0 9831.8 1.00 0.31 0.66 0.73 P1 3362.0 0.0 1.00 0.38 0.00 0.38 P2 2754.0 0,0 1.00 0.31 0,00 0.31 SIMPSON STRONG-TIE COMPANY INC, www ttronotio.com q, Project Name; 19-1033 Page 1 of 2 Model: Beam Case 5: D+S+0.5(0.6W) Gamma=180 Date:05/30/20,19 Code: 2012 NASPEC(AISI S100-2012] Simpson Strong-TleO CFS DesignerrT"2.8.9.0 Pi P2 i ! R1 R2 I 4.00 2.43 3.57 I--► X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10.00 Section: Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825,1 Va= 8928.4 lb 1= 35.68 In',4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0,743 8801.8 None 14825.1 0.594 0.187 L/513 Span 12002.3 0.810 11804A None 14825.1 0,796 0.014 L/2091 Right Cantilever 12002.3 0.810 9589.9 None 14825.1 0.647 0,167 1-/514 Distortional Bucklirtct Check Span K-phi Lm Brac Ma-d Mmax! lb-in/in in Ft-Lb Ma-d Left Cantilever 0,00 48.0 13344.7 0.825 Span 0.00 29.2 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bending and Web Cripplinq Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ih) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.6 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.E 12002.3 1.13 YES P1 2754.0 2.50 2513,1 4397.8 0.0 0.57 YES P2 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES SIMPSON STRONG-TIE COMPANY INC. wvni,strongtie,com .j Project Name: 19-1033 Page 2 of 2 Model: Beam Case 5: D+8+0.5(0.6VV) Gamma=180 Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS.Designer"2.8.9.0 Combined Bendincr and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 2754,0 11016.0 1.00 0,31 0.74 0.80 R2 3362.0 12002.3 1.00 0,38 0.81 0.89 P 1 2754.0 0.0 1.00 0.31 0.00 0.31 P2 3362.0 0.0 1.00 0.38 0.00 0.38 SIMPSON STRONG-TIE COMPANY INC, www.stmngtle.com Baja Construction Co., Inc. pace 29 223 Foster Street Martinez, CA 94553 lob�E19-]033 (800) 366-9600 Beam Column Coruiection: (4)3/4"�A307 bolts Allowable Bearingon 12pa:. t:= 0.105•in Fu := 70.0•ksi d := 0.75•in Ob:= 2.22 Fp:= 2.22•Fu Fl1= 155.400•icsi Pn:= Fp•d•t Pn= 12.238.kips P11 Pa:= Sib Pa= 5.512•lcips Allow. Bolt Shear, Va:= 4.4•kips Maximum reaction at column each cee(page 23), Rl:= 6351.71bf Sheareach bolt: Vbolt := R Vbolt= 1.588•kips O.K. 4 Knee Brace: Tapered Cce 7.125" to 711 x 5" x 12ga Unbraced length (Lbr)2+ (Lb,)' =3.437ft Maximum beam reaction at brace each cee(page 2I), R2:= 5851.9lbf Total knee brace axial load, Pbr:= 2•R2 Pbr= 16.554•kips 0.707 See nacres 30 to 31 below Knee Brace Beam & Colunui Connection: (12)#12-24 screws each side, each end d := 0.216•in Q := 3.0 Steel in contact with screw head: 121ta Steel not in contact with screw head: 12m, Fut := 70.0,ksi tj := 0.105•in Fu,:= 70.0•lcsi t2 0.105 in Nil 2.7•ti•d•Ful =4.287•kips Pn-, 2.7•t2-d.Fu, =4.287•kips LL2/tt equal to or less than 1 0.5 Pn3:= 4.2•(t23,d) •Fu2 =4.649•kips Allow Shear per screw(bearing) t 1 Pn:= if � _< 1,min(Pnj,Pn2,Pn3),min(Pni,Pt12) I =4.287•kips t� J Pabr,:= Pn = I.429•kips for(!12-24 screws Pascrew.24:= 885-Ibf GF:= 2•(12.0)•min(Pabrg:Pascrc)N24) =21.240•kips — U.K. 30 Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date-,05/30/2019 'Code: 2012 NASPEC [AISI 5100-2012j Simpson Strong-Tiers CFS Designer'2.8.9.0 Section Designation : Open Cee 7 x 5 x 12ga Single Channel INPUT PROPERTIES: Web Weight= 7,0000 in Steel Thickness= 0.1050 in Top Flange= 5.0000 in Inside Corner Radius= 0.1250 in Bottom Flange= 5.0000 in Yield Stress,Fy= 55.0000 ksi Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 4,3725 in Moment of Inertia for Deflection(Ixx) 10,6608 in1\4 Section Modulus(Sxx) 2.2341 inA3 Allowable Bending Moment(Ma) 6131,56 Ft-I In Gross Section Properties of Full Section,Strong Axis Neutral Axis frorn Top Fiber(Ycg) 3.5000 in Moment of Inertia(Ixx) 15.0232 inA4 Cross Sectional Area(A) 1.7470 in^2 Radius of Gyration(Rx) 2,9325 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 1.5240 in Gross Moment of Inertia(lyy) 4.6944 in^4 Radius of Gyration(Ry) 1.6393 in Other Section Property Data Member Weight per Foot of Length 5,9445 Iblft Allowable Shear Force In Web(Unpunched) 12169,50 lb Pao for use in Interaction Equation C5-2 23361 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -3,4790 in St.Venant torslon Constant(J x 1000) 6.4200 in14 Warping Constant(Cw) 39.4321 in^6 Radii of Gyration(Ro) 4,8363 in16 Torsional Flexural Constant(Beta) 0.4826 Warping Torsional Properties a(in^3) Sxx(lip)(in^3) Wn(1)(in^2) Wn(2)(in^2) Wn(3)(in"2) Wn(4)(inA2) Wn(5)(in^2) Wn(6)(inA2) 126.6 2.2341 10.1358 10.1358 -6.9208 6.9208 -10.1358 -10.1358 Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www,strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date-.05/3012019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie©CFS Designer"'2.8.9.0 ilk R1 R2 I 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131,6 Ft-Lb Va= 12169.5 lb I= 10.66 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Minax/ Mpos Bracing Ma(Bre) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Bre) (in) Ratio Span 0.0 0.000 0.0 None 6131.E 0.000 0.000 L/0 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr_ Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 0.0 0.00 579.6 1043.3 0.0 0.00 NO R2 0.0 0.00 579.6 1043.3 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+ M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr, R1 0.0 0.0 1.00 0,00 0.00 0.00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bendinq and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL1r (lb-in/in) (in) load(lb) P/Pa Value Span 16554.0(c) None None 26 0.0 42.0 21314.4(c) 0.78 0,78 SIMPSON STRONG-TIE COMPANY INC. www.ttrongtie.com Baja Construction Co., Inc. Page 32 223 Foster Street Job 4 19-1033 Martinez, CA 84553 (800)366-9600 Column: (2) Cee 12' x 3.5" x 10ga boxed Column height, Hoot:= 10.13#t Tributarywidth, scot =2-0.25011 Tributary d epth, deal= 18.0,ft: bl =4.000ft b2=6.000ft Dead load on column: RDL=3.000 psf Pdl := (RDL)-(S,o1)•(d.n1) Pdl = 1.094-kips MDL:= (RDL)•(S'.1)'(spr1n)`(1b2—bl) MDL= 1.094ft•kips Equivalent horizontal load, Pdlho,i,:= t�fur 1'dlhorir.=0.108-kips Hcol Snow load on column: Pf =25.000psf PSI:= (Pf)•(S,.1)•(d.1) PSI =9.113•kips Pslrinbal (Pf)'(%olYsmp ') Pslunbal=4.556-kips MSL:= (Pf)•(Saol)'(sprhi)'(b2) MSL =27.338 ft•kips (unbalanced) Equivalent horizontal load, Pslhoriz h1,et. Pslhoriz=2.699•kips Hcol Transverse Seismic Load(per column): seismic response coefficient, Cs =0.6168 W:= Pdl W= 1.094•kips dead load on column Vs:= CS•W Vs=0.674•kips seismic load on column Horir.ontal Seismic Load Effect: redundancy factor, p:= 1.3 QE:= Vs QE=0.674•kips Eh:= p•QU Eh=0.877•kips Mph:= (Eh)-(Heol) M6h= 8.882-fl•kips Vertical Seismic Load Efect: SUS =0.771 Dead load, D:= W D= 1093.5004bf Ev:= 0.2-SDS,D Ev=0.169-kips Baja Construction Co„ Inc. Page 33 223 Foster Street ,lob#19-1033 Martinez,CA 94553 (800) 366-9600 Column Loads, Cont.: Transverse Wind Loading: Hcol = 10,130ft roofslope, 0:= 1,19dee Bldg.depth(sloped): Lt 18,02•ft tributary width, scol = 20.250ft cl := 3.73•ft c2:= 5.28-ft Positive transverse wind load: Gamma=0& Gamma=180,Load Case A PPOSIeeward.A= 5,699•psf FwA.leeward:= (W'PPOSIeeward.A)'(Scol)'(O.S•Lt) F'�'A.leetvard = 1.352•kips Ppos%vind%vard.A=22.798•psf 1'WA.tvindward:— (W'1'POswindward.A)'(Scol)'(0.5.1..t) Fwkwindward=5,407,kips Vertical wind component: PyA :_ (FWAJeeward+ FN'A.wind%vvd)•cos(0) PyA=6.758•kips Horizontal wind component: PxA:= (FwAJvnward+ l'wA.windward)•sin(0) PxA= 0.140,kips Wind Moment: Gamma=0.Load Case A MO.A FwA,1eewercr(c2) —FwA.NN6ndward'(c1) MO.A=—13,033•fl$kips Equivalent horizontal load, Fwtransv.O.A:= F"`trnnsv.0.A 1.287•kips Ilcol Wind Moment: Gamma= 180.Lead Case A M180.A FAA.windward•(C2) —FwA,1eeward(c1) Mt80.A=23.509.ft•kips Euivalenthotizontalload, Fw Hco.n q transv,l 80,A•— v,transv.l RO.A=2.321•kips Hcoi F — Transverse wind load: Gamma=1 80,Load Case A — CONTROLS Baja Construction Co., Inc. Page 34 223 Foster Street Job 9 19-1033 Martinez, CA 94553 (800)3136-9600 Column Loads,cont.: Hcol = 10.130 ft Loneitudinal Seismic Load: seismic response coefficient, Cs =0.6168 Building length(4-stallstyp.), Lbidg:= 36.Oft Building depth, Dbldg:= dcol Dbldg= 18'.000 ft Number of columns, ncol:=2 Wtotal := RDL-(Lbldg)•(Dbldg) Wtotal = 1,944•kips total roof dead load Vtotal Cs•Wtotal Vtotal=I.199•kips total seismic load Vtotal Vlongit:= ulangit=0,600•kips per column ttcol Horizontal Seismic Load Effect: redundancy factor, p:= 1.3 QG.longit:= Vlongit QE.lougit=0.600•kips Elilottgit:= P'QE.Iongit Ehlongit=0.779�kips MEUongit:= Ehlongit'(Hcol) ME10ongit=7,895 ft,kips Longitudinal Wind Load: Maximum wind pressure alongridge, Pwittdtmtgit.m,,a = 13,199psf (applyto 2'-0"vertical projection) dcol 18.000 ft rwlongit:_ (W.Pwindlongit.maa)'(dcol).(2•0-ft) 1`wlat,tit=0.711-kips Mwindlongit= (Er'l`longi)'(IHcol) Mwindlmtgit= 7.206tkips — See below. C1=S Version 11.0.2 Page 1 2 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3,5 x 1 Oga Boxed , Rev. Date: 12120/2018 8,04:17 AM Printed: 5/30/2019 9:01:12 AM � I , Section Inputs Material: A653 HSLAS Grade 55/1 ; Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Torsion Constant Override, 3 96.453 inA4 Warping Constant Override, Cw 0 in^6 Connector spacing 0 in Left Channel, Thickness 0.135 in 3 Placement of Part from Origin: j X -to right edge 0 in Y to center of gravity 0 in 1 Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1 0.750 270.000 0.25000 None 0.000 0.000 0.375 2 3.500 180.000 0.25000 Single 0,000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 0.000 0.25000 Single 0.000 0,000 1.750 5 0.750 -90.000 0.25000 None 0.000 0,000 0.375 t Right Channel, Thickness 0.135 in j Placement of Part from Origin: 11 X to left edge 0 in f Y to center of gravity 0 in Outside dimensions, Open shape II Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 -90.090 0,25000 None 0.000 0.060 0.375 2 3.500 0.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 180.000 0.25000 Single 0.000 0.000 1,750 5 0.750 270,000 0.25000 None 0.000 0.000 0.375 CFS Version 11.0.2 Page 1 Analysis: 19-1033 Columns.cfsa i E i Rev, Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i Analysis Inputs Members Section File Revision Date and Time 1 Boxed 12x7x10ga.cfss 12/20/2018 8:04:17 AM Start Loc. End Loc. Braced R k� Lm ex ey (-Ft) (-Ft) Flange (k) (ft) (in) (in) 1 0.000 10.630 None 0.0000 0.0000 20.000 0.000 0.000 s Supports Type Location Bearing Fastened K (ft) (in) 1 1 T 0.500 1.00 No 1.0000 2 XYTRxRy 10.630 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.1080 NA k t Bearing Length 1.00 in 2 Axial NA 0.500 10.630 1.0940 1.0940 k i r I f l l CFS Version 11.0.2 Page 2 3 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed; 5/30/2019 9:01:12 AM i Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude ' 1 Concentrated 90.000 0.500 NA 2.6990 NA k Bearing Length 1.00 in 2 Axial NA 0,500 10.630 4.5560 4.5560 k Loading: Wind Load Transv, 1 Type Angle Start Loc. End Loc. Start End i (deg) (ft) (ft) Magnitude Magnitude j 1 Concentrated 90.000 0.500 NA 2,3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7580 k i Loading: Seismic Transv, i Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude r 1 Concentrated 90.000 0.500 NA 0.8770 NA k i Bearing Length 1.00 in t 2 Axial NA 0.500 10.630 0.1690 0.1690 k Loading: Wind Longitudinal i Type Angle Start Loc, End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7110 NA k Bearing Length 1.00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7790 NA k E Bearing Length 1.00 in i 2 Axial NA 0.500 10.630 0.1690 0.1690 k i Load Combination: D+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 Load Combination: D+0.6W Transv+0.5 S Specification: AISI S100--12, US, ASD i Inflection Point Bracing: No i Loading • Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 i i I r s i f E CFS Version 11.0.2 Page 3 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM f Load Combination: D+0.5(0.6W Transv)+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No i Loading Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.300 3 Roof Snow Load 1.000 Load Combination: D+E/1.4 Transv Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Transv, 0.714 Load Combination: D + S. +-0.5(0.6WLongit) , Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 3 Wind Longitudinal. 0.300 i Load Combination: D + 0.6W Longit + 0.5S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 0.500 3 Wind Longitudinal. 0.600 Load Combination: D + E/1.4 Longitudinal Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Longitudinal 0.714 i Member Check - AISI S100-12, US, ASD Load Combination: D+S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 i Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cnty 1.0000 ey 0.0000 in Braced Flange: None kq) 0 k Red. Factor, R: 0 Lm 20.000 ft CFS Version 11.0.2 Page 4 Analysis: 19-1033 Colurnns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 5.650 28.435 2.807 0.000 0.000 Applied 5.650 28.435 2.807 0.000 01000 Strength 66.338 40.285 38.992 21,875 30.405 Effective section properties at applied loads: Ae 5,2420 in^2 Ixe 107.82 in^4 Iye 44.14 inA4 F Sxe(t) 17,970 in^3 Sye(1) 12,612 in^3 i Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 ! r Interaction Equations j Eq. C5.2,1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 Eq. C5,2,1-2 (P, Mx, My) 0.054 + 0.706 + 0.000 = 0,760 <= 1.0 Eq. C3.3,1-1 (Mx, Vy) Sgrt(0,365 + 0.005)= 0.608 <= 1.0 Eq. C3.3,1-1 (My, Vx) Sgrt(0.000 + 0,000)= 0.000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D+0,6W Transv+0.5 S ! Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 210000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss ; Material Type: A653 HSLAS Grade 55/1, Fy=55 l<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Gnx 1.0000 Cmy 1.0000 ey 0,0000 in Braced Flange: None k� 0 I< Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 7.427 28.871 2.850 0.000 0.000 Applied 7.427 28,871 2.850 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 l I Effective section properties at applied loads: j Ae 5.2420 in^2 Ixe 107,82 in^4 Tye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i F Interaction Equations Eq. C5,2.1-1 (P, Mx, My) 0.112 + 0.737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0,071 + 0,717 + 0.000 = 0.788 <= 1.0 ' Eq. C3,3,1-1 (Mx, Vy) Sgrt(0.376 + 0.005)= 0.617 <= 1.0 _ Eq. C3.3,1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1,0 i f I 1 CFS Version 11.0.2 Page 5 Analysis: 19-1033 Coiumns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check -AISI S100-12, US, ASD Load Combination: D+0.5(0.6W Transv)+S Design Parameters at 10.630 ft, Left side: Lx 10,630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfs5 Material Type: A653 HSLAS Grade 55/1, Fy=55 I<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Gnx 1.0000 Ony 1.0000 ey 0.0000 in Braced Flange: None I(� 0 k Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (Ic) (k-ft) (k) (I(-ft) (I() Total 7.677 35.488 3.503 0.000 0.000 Applied 7.677 35.488 3.503 0.1006 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 inA2 Ixe 107.82 inA4 lye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 inA3 Sye(r) 12.612 inA3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.116 + 0.907 + 0.000 = 1.023 > 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.073 + 0.881 + 0.000 = 0.954 <= 1.0 Eq. C3.3,1-1 (Mx, Vy) Sgrt(0.568 + 0.008)= 0.759 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check - AISI S100-12, US, ASD Load Combination: D+E/1.4 Transv Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0,0000 in Braced Flange: None I<� 0 k Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 7.437 0.734 0.000 0.000 Applied 1.215 7.437 0.734 0.000 0.000 Strength 66.338 40,285 38.992 21.875 30.405 CFS Version 11.0.2 Page 6 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM ! Effective section properties at applied loads: f Ae 5.2420 in^2 Ixe 107.82 inA4 Iye 44.14 inA4 ? Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 i Sxe(b) 17.970 in^3 Sye(r) 12,612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0.000 = 0.204 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0,185 + 0.000 = 0.196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 I Member Check -AISI S100-12, US, ASD Load Combination: D + 5 + 0.5(0.6WLongit) f Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10,130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 I Section: Boxed 12x7x10ga.cfss r Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None I<� 6 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vv y M Vx , (k) (k-ft) (I<) (!<--Ft) (k) : Total 5.650 28.435 2.807 2.161 0.213 Applied 5.650 28.435 2.807 2.161 0.213 ; Strength 66.338 40,285 38.992 21.875 30.405 s Effective section properties at applied loads: i Ae 5.2420 inA2 Ixe 107,82 in^4 Iye 44.14 inA4 E Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0,085 + 0.721 + 0.104 = 0.910 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.099 = 0.859 <= 1.0 Eq. C3.3.1--1 (Mx, Vy) Sgrt(0.365 + 0.0Q5)= e.608 <� 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.010 + 0.000)= 0.099 <= 1.0 i I Shear flow between parts due to: Vertical Shear Horizontal Shear ` Between parts 1 and 2 0.00000 k/ft 0,40424 k/ft - i i t I t CFS Version 11.0.2 Page 7 �"2 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i Member Check - AISI S100-12, US, ASD Load Combination: D + 0.6W Longit + 0.5S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None I<Q, 0 k. Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx i (Ic) (k-ft) (k) (i(-ft) (k) { Total 3.372 14.764 1.457 4.321 0.427 a Applied 3.372 14.764 1.457 4.321 0.427 } Strength 66.338 40.285 38.992 21.875 30.465 i Effective section properties at applied loads: ) Ae 5.2420 in,,2 Ixe 107.82 in^4 lye 44.14 inA4 Sxe(t) 17,970 in^3 Sye(1) 12.612 in13 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i Interaction Equations t Eq. C5.2.1-1 (P, Mx, My) 0.051 + 0.371 + 0.204 = 0.626 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.032 + 0.366 + 0.198 = 0.596 <= 1.0 i Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.098 + 0.001)= 0.316 <= 1.0 1 Eq. C3.3.1-1 (my, Vx) Sgrt(0.039 + 0.000)= 0.198 <= 1.0 1 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0,00000 k/ft 0.80849 k/ft Member Check -AISI S100-12, US, ASD ' Load Combination: D + E/1.4 Longitudinal Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Icy 0 Ic Red. Factor, R: 0 Lm 20.000 ft CFS Version 11 .0.2 Page 8 Analysis: 19-1033 Columns,cfsa f Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM ; i Loads: P Mx Vy My Vx (k) (i(-ft) (k) I Total 1.215 1.094 0.108 5.634 0.556 s Applied 1.215 1.094 0.108 5.634 0.556 Strength 66.338 40,285 38.992 21.875 30.405 f Effective section properties at applied loads: t Ae 5.2420 in^2 Ixe 107.82 in^4- Tye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612- in^3 = 5xe(b) 17.970 inA3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.027 + 0,260 = 0,306 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.027 + 0.258 = 0.296 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0.023 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.066 + 0.000)= 0.258 <= 1.0 1 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft i i `t E T i i I ti P f t i 1 1 i Baia Construction Co., Inc. Pagc 44 223.Faster Street Job 19-1033 Martinez, CA 94563 (800)366-9600 Column Embedment Requited: I41 := MDL+MSL=28.431-ft-kips M2:= MDL+ MSL+ 0.5,(0.6�M180A)=35.484-ftk-ips M3:- MDL+ 0.5-Ms1,+ 0.6-M180A=28.868-ft-kips M4.-= MDL+ Qo'(0.714-MEh) =9.021-ft-kips Mmax:= rnax(MI,W,M3,104)=35.484ft-kips Load factor ..................................................... LF:= 1,7 LF-(Mmax) =60.322-ft-kips Strength reduction factor ............................. 0.65 Concrete Strength .......................................... fc:= 2500-psi ACI 318-14 Table 14.5.6,1 C-4 t) Design bearing strength ............................... I:bg:= (H0-85-N A- Ft,,8= 1.381-ksi Column flange width ................................ b,,,:= 7.0-in w:= (F,,g),(bc.,) = I 16.0254cif Required column embedment: 6-(LF)-(Mma dreqd:= j =21,194-in w Baja Construction Co., Inc. Page 45 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Pier Footing: Tlcol= 10.130 ft Max.Moment, Mmax=35,484ft•kips Mmax Equivalent Point Load, P:= P=3.503•kips i lcol Allowable lateral bearing pressure .......... Se= 100.000•— psfft Pole diameter(or diagonal) ............................... bpi,,:= 30.0-in rpycr 0.5•bpier= 15.000•in Structure is not adversely affected by 1/2"ground motion — use twice value of Sa At Soil/Dirt: 30"x 10'-3"deep non-constrained pier footing Unconstrained pier embedment depth ........... Dunconst:- 10.25•ft llunconst Si := 2•S�• Sl =683.333-psf 3 2.34•W A;= A=4.798 ft 51'bpier d AI + 1 + 4.36.A1-Icol d 10.063 ft 2 unconst�_ ' unconst At Concrete Slab: 30"x 6r-9"deep constrained pier footing Constrained pier embedment depth ..............:. Dconst:= 6.75•ft S3:= 2•Sfl Dconst S3= 1350,000-psf P•Hcol dconst:_ I S' dcorist=6.685 ft S3•bpicr, AI Asphalt Pavement: 30"x 8'-6"deep pier footing(average non-constrained,constrained) dave:= 0.5=(Dunconst+ Dconst) =8.500 ft Baja Construction Co., Inc. Page 46 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Check Pier Footini7 for Vertical Loads (DT+LL): Max.Vertical Load ................ Neill := Pdl + Psi = 10,206•kips Pvert2:= Pdl + Psi + 0,5.0,6•PyA= 12233•kips Pvert3 := Pdl + 0.5Psl + 0.6-PyA= 9.704•kips Allow.Soil Bearing: S1B'allow= 1500.000•psf Friction Capacity: SBPaltow Allow.Skin Friction ............. Ff:= =250.000•psf 6 Friction capacity .................. Fafric= (rt-bp]cr•Ff)•(Dconst— 1.0•fl) = 1 1.290•kips (neglect top 1.0 fl) ma4Pvert2,Pvert2,Pvert3) — Fa fi, Soil pressure(end bearing), SPend.bearing- =2 192.149psf Q.K. Check Pier Footin! for Uplift Loads(DL+Vlruid): 11neg%vindward.B=-20.898•psf Pnegleeward.B 1.900•psf s,,ol=20.250 ft dcol= 19.000 ft Uplift:= (I0.6•W•Pneg%vindxvard.B + 0.67•RDLI + I0.6•W•Pnegleeward,B+ 0.67•RDL1Xsco1)'(0.5•dco1) =2.701•kips Weight offootin g g ................ Wftg:= (145•pcf)'(7r'rpier2)•(Dconst) =4.804•kips FS:= Wftg = 1.779 Uplift Title Block Line 1 Project Title: You can change Ills area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: r Title Block"selection. Title Block Line 6 Printed:30 MAY 2019, 9.45AM �enEPB� F00>tll7 File=llrilevaul6jobs%OTHERR-1119-103-2119103-41Calcs119-1033,ecG , Sofhvare t ENERCALC,INC 190E-2010,Build:10.18.12.13. •t - Ds Description; Alternate Spread Footing I Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcl Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 ck Values Flexure = 0,90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.170 ft Min Steel%Bending Reinf. = Allow press,increase per foot of depth - ksf Min Allow%Temp Reinf, = 0.00180 when footing base is below = fl Min,Over(urning Safety Factor = 1,50 :1 Min.Sliding Safely Factor - 1.50 :1 Increases based on footing plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per fool of depth Use ftg wl for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max,length or width is greater than ft Use Pedestal wl for stability,mom&shear No Dimensions Width parallel to X-X Axis 7.0 it Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 26.0 in I .I Pedestal dimensions... px parallel to X-X Axis = in �---- pz:parallel to Z-Z Axis _ in Height - ill Rebar Centerline to Edge of Concrete... at Bottom of footing = 13.0 in ;_!E Reinforcing Bars parallel to Y.X Axis Dumber of Bars = 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis (dumber of Bars - 14 Reinforcing Bar Size = 5 Bandwidth Distribution Check (ACI 15,4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis #Bars required within zone 72.7% #Bars required on each side of zone 27.3% Applied Loads D Lr L S W E H P:Column Load = 1,094 4.556 6,758 0,1690 k OB:Overburden = ksf M-xx - ^- 7.206 7.895 _ k-ft M-zz = 1.094 27.338 23.509 8.882 k-fl V x - _ -- --- 0.140 0.8770 - h V-z = 0.7110 0.7790 k Tille Block Line I Project Title: You can change this area Engineer: r using(he"Settings"menu item Protect ID: 7 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:30 MAY 2010, 9:45AM Fie General Footing =tifilevnull>;obs%OhIERR-1119-103-2U9•to3-4,CatCstl9-to33,ec6. Sothvaro copyright ENERCALC,INC,1983.2018,Build:10.18.12.13 Description: Alternate Spread Footing DESIGN SUMMARY _ Design Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9784 Soil Bearing 1,775 ksf 1.814 ksf +D+0.750S+0.450W about Z-Z axis PASS 1,805 Overturning-X-X 6.708 k-ft 12.105 k-fl +0,60D+0.70E PASS 1,720 Overturning-Z-Z 27.258 k-ft 46,887 WI. +D+0,750S+0.5250E PASS 3.999 Sliding-X-X 0.6139 k 2,455 k +0.60D+0.70E PASS 5.797 Sliding-Z-Z 0,5453 k 3.161 k �-0,60D+0.70E PASS A Uplift 0.0 k 0.0 k No Uplift PASS 0.5125 Z Flexure(+X) 11,929 k-fUft 23.276 OUR +1.201)+1.60S+0.50W PASS 0.06028 Z Flexure(-X) 1.403 k-ftlft 23.276 WWI, +0,90D-E PASS 0.05860 X Flexure(+Z) 1.364 k-f/ft 23.276 k-fUft +1.201D-i0.50S+W PASS 0.03591 X Flexure(-Z) 0.8358 k-fllfl 23.276 k-fUfl +1.20D-+0,20S-E PASS 0.3902 1-way Shear(+X) 29.268 psi 75.0 psi +1,20D+1.60S+0,50W PASS 0,07894 1 way Shear(-X) 5.921 psi 75.0 psf +1.20D+1.60S PASS 005743 1 way Shear(+Z) 4.307 psi 75.0 psi +1,20D+0,50S+1h' PASS 0.03791 1-way Shear(-Z) 2,843 psi 75,0 psi +0,90D-E PASS 0.1222 2-way Punching 18,323 psi 150.0 psi +1.20D+1.60S+0.50W SAFEbui lt Plan Review ° By SAFEbuilt PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H' U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w Wki4fvr& Senior Plans Examiner 1621 1141h Ave SE, Ste 219 Bellevue, WA 98004 lwhitford@safebuilt.com 41 Baja Construction Co„ Inc. Pagc 1 of 48 223 Foster Street Job P19-1033 Martinez, CA 94553 05/31/19 (800) 366-9600 BSP Carport Structures Cedar Pointe A,partnients 17309 40thAvenue NE,Arlington WA for: AMWA Construction Design Criteria: M. Risk Categor .................................................... II y pd0 Use: Alternative Basic Load Combinations(Section 1605.3.2) Roof Snow Load ........................................... Pf := 25.0,psf � l Basic wind Speed(ultimate) ........................... 1 10 mph 24348 MlindExposure ...•...•.......................................... C SS1 AL��01� ASDVr'ind Factor ............................................. w.— 1.3 Seismic design category l� 05-31-2019 ......................... Siteclass ..........»................................................ .D Seismic importance factor .............................— 1 1.0 Allowable Stresses Roof sheeting .................................................... Fy:= 50.0•ksi Fb := 30.0•ksi Frames,purlins.................................................... Fy:= 55.0•ksi Fb 33.0•ksi Concrete .............................................................. fe := 2500psi at 28 days Reinforcements ................................................. ASTM AG 15,Grade 40(min.) Der Table 1806.2.Soils Class 5 Allowable Soil Beating Pressure .................. SBPaila",:= 1500.psf Allowable Lateral Bearing Pressure ............. Sa:= 100•pcf Roof Dead Load: Roof sheeting .................................................... RDLshtg:= 1.0•psf Framing .............................................................. RDLFrmg:= 1.5•psf Misc ..................................................................... RDLmisc:= 0.5•psf Total RoofDead Load> RDL:= RDLshrg-• frm RDL + RDI.inisc=3.000 sf Received p �JAN 2 9 2020 LNTC Hazards by Location �; •• Y - Search Information Address: 17309 40th Ave NE,Arlington,WA 98223,USA , Coordinates: 48.1489899,-122.1764119 117 ft Elevation: 117 ft Timestamp: 2019-05-28T17:21:17.293Z Hazard Type: Seismic Reference ASCE7-10 Map rfa!a 02019 Google Imagery 02019,CNES!Airbus,DigltalGlohe,U.S. Geo�ical SunR USDA R;Report a map oror, Document: —. _ Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1,00 0.60 0.80 0.60 0,40 0,40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6,O 7.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description SS 1,086 MCER ground motion (period=0.2s) St 0,424 MCER ground motion (period=1.0s) SMS 1.157 Site-modified spectral acceleration value SM1 0.668 Site-modified spectral acceleration value SDS 0,772 Numeric seismic design value at 0.2s SA Sb1 0,445 Numeric seismic design value at 1.Os SA -Additional Information Name Value Description SDC D Seismic design category Fa 1.065 Site amplification factor at 0.2s F, 1.576 Site amplification factor at 1.Os 0.979 Coefficient of risk(0.2s) CRS J CR1 0.949 Coefficient of risk(1.0s) PGA 0.437 MCEG peak ground acceleration FPGA 1.063 Site amplification factor at PGA PGAM 0.464 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 1.086 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.109 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.424 Probabilistic risk-targeted ground motion (1.0s) S1 UH 0.447 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) ) i PGAd 0.5 Factored deterministic acceleration value(PGA) i t The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code { E adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding will) t design. I t Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information; presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent f examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor f to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. i Users of the information from this website assume all liability arising from such use, Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. t l c i i r i i i i I 3 1 i i Seismic Forces: 2015 IBC&ASCE 7-10 Input: Period"T"Determination: Risk Category= 1t h= MOO ft(height in ft.to top of structure) T=Ta Sec 12.8.2 R= 1.25 Table 12.2-1 le= 1.00 Sec 11.5.1 Ta=Ceh% Eq(12.8-7) Site Class= D Ss= 1 086 from USGS/iATC S1 = 0 424 from USGS/)ATC Ct= 0.02 Table 12.8-2 Fa= 1.065 from USGS/iATC x= 0.75 Table 12.8-2 Fv= 1.576 from USGS/IATC Ta=T= 0,15244 TL= 4.00 Figure 22-12 (conservative) Equivalent Lateral Force Procedure: Sec 12.8 V=Cskw Cs=Sds/(R/le) Eq(12.8-2) Sds=(2/3)*Fa"Ss= 0.7711 Cs=� but need not exceed: Cs= Sd1I(T"(R/I)) where T<TL Eq(12.8-3) Sd1 =(2/3rFv'S1 = 0.4455 Cs=� but shall not be less than: Cs=� Eq(12.8-5) or Cs= 0.044Sdsle = 0,0339 and where S1 >0,6g Cs shall not be less than: Cs=0.5'S1/(RII) Eq(12.8-6) Cs=� V= 0.6168 W MecaWind Stet v2 . 2 . 7 . 0 per ASCE 7-10 Developed by MECh Enterprises, Inc, Copyright www.mecaenterprises.can Date 5/20/2019 Project No. JobNo Company Name 'Prue Designed By Engineer. Address Address Description : Description City City Customer Name : Customer State : State Proj Location Location File Location; J;\Othez I?Laions\I9-1033 - Ri[T[k CONSTRUCTION 0, CEDAR POINT\19-1033 - Engineering\Calcs \1S-1033.sand I Input Parameters: Directional Procedure open Building (Ch 27 Part 1) basic [Rind Speed(V) = 110.00 mph Structural Category II Exposure Category - C Natural Frequency - A7/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 79 = 900.00 it At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 - 500.00 ft Epsilon = 0.20 Zmin 15.00 ft Pitch of Roof = 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg D: Roof Len along Ridge = 36.00 ft L: Horizontal Width - 10.00 Pt h: Mean Roof Et = 15.00 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method - Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.65 e 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 0.23 Lzm: 1*(Zm/33)^Epsilon - 427.06 ft Q: (1/(3+0.63*( (B+Ht)/Lzm)^0.63))"0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4'*Q)/(1-1.7*3.4*lzm)) - 0.89 Gust Factor Sutrjaary Not a Flexible Structure use the Lessor. of Gust-1 or Gust2 c 0.85 open Building-Monoslope Roof per Figure 27.4-4: L 0.5 L � 0.5 L �NIV h �I'a. ifil ,' ir` llJlil Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Floe; Load Cow Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf ---------------------------- - -- A 1.200 0.300 22.798 51699 B. -1.100 -0.100 -20.898 -1.900 Notes - Normal to Ridge Normal to Pave - open wilding - Monoslope Roof per Figure 27.4-4: Gamma = 180 degrees, Clear hind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres, Case psf psf --- -------------------- --- A 1.200 0,300 22.798 5,699 y --1.100 -0.100 -20.898 -1.900 i Notes - Normal to Mave Along Ridge - open Building - Monoslope Roof per Figure 27.4-4; Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf _-_--_-__------------------- - - <= 15.0 Theta<=45 deg A -0.800 -15.199 3 D.000 15.199 >15.0&<=2T15.0 Theta<=45 deg A -0.600 -11.399 $ 0.500 9.499 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) s� i Zyio►ioshgip Roof All pressures rhown are based upon STKL'NGvT&; Design, with a Load Factor of 1 Width of Pressure Coefficient Zone "a" _ 3.00 ft Description Width Span Area Zone Cn Cn Max P Min P ft ft ft^2 Malt Min paf psf ------------------'---------- ___------ »«--- Zone 1 1.00 1.00 1,0 1 1.26 -1.15 24.01 -21.80 Zone 2 1.00 1.00 1.0 2 1.90 -1.76 36.01 -33.51 Zone 3 1.00 1.00 1.0 3 2.53 -3.44 46.01 -65.41 Zone 3 Sheeting 1.00 18,0D 7.08.0 3 1.26 -1.15 24.01 -21.80 Zone 3 Purli.ns 9.00 10..00 162.0 3 1.26 -1.15 24.01 -21.80 1 7 Baja Construction Co.,Inc, Page 223 Foster Street Job# 19-1033 Martinez CA 94553 (800)366-9600 i I I i 1 18.00' 8.00' 10.00' 4.00' L1=4.00' L2=6.00' 41-011 Lbr=2.43' 3.57' lo P1 P2 Tf 1 1 '--10" r I E r I 1Q1^ 1 LLJ M+ P+ 1 1 1 1 1 l l f CROSS-SECTION DEAD + LIVE LOADS i i I Baja Construction Co.,Inc. Page 8 ! 223 Foster Street Job 19-1033 1 Martinez CA 94553 (800)366-9600 I I I r i f f I i` Lt=18.02' f 0.5Lt=9.01' 0.5Lt 9.01 ' GAMMA=O - - - -- - -- - -r - - - - — - --- -� GAMMA=180 /. 1 c1 =3.73' c2=5.28' +ten rn M+ P+ I � I _ r I CROSS-SECTION WIND LOADING Baja Construction Co., Inc. Page 9 223 Foster Street Job 019-1033 Martinez, CA 94553 (800)366-9600 I Roof Sleeting: 24ga McElroy "Mega-Rib" Panels, Fy=50 ksi ( RDLshtg:= 1.17-psf ) t Lshtg:= 10.0•ft ashtg:= 4.0•ft tributary, sshtg = L0•11 w:_ (Pf +RDLshtg�'(sshrJ =0.026]elf 1Y positive wind load(zone 3): p3shtg.pos=24.010•psf I—IT�1�—I F I TLII-1—rT] wpos.) (RDLshtg+ 0,6•w•p3shtg.pos+ 0.5•Pf)•(sshIJ =0.032•ldf TR R 11 L a Wpos.2 :_ [RDLshtg+ Pf + 0.5•(0.6•w•p3s1,1g.pos)]'(sshtg)= 0.036•klf wmax:= max6A',%A'pos.l,wpos.2) wil,ax' 0:03 G•fell' Spos:= 0.1215•in3 Sneg:= 0.11264n3 Imin:= 0.0970•in4 E:= 29500•ksi Cantilever: Meant:= 0.5•wma, (ashtg2) =0.284ft•kips Meant fbcant =30.295-ksi Sneg �vmnx'ashtg 3 2 3l' 2'ashtg Ocant= 1 shtg — 6'ashtg 'l-'shtg{-3'ashtg J = 0.830•in = 115.702 24•E•Lnin Qcant CenterSpam. Mctr:= 0.125•wrnax'(1'8111 2—4'ashtg2) =0.160ft•kips Mctr fbctr Spos = 15.793•ksi 2 Octr:= 'Almax'Ishtg (5'Ishtg 2—24'ashtg2) =0.648•in Lshig = 185.124 384- •Irvin Actr Allowable deflection limit(IBC Table 1604.3,Footnote a) = L/60 — O.K. --Llt$_ p3shtg_neg=21.800 psf Wuplift 10.6'(w'p3shtg.neg) — 0.67•RDLshtJ(ssht9) = 0.0.16•klf 2 klcantuplin Mcantuplift:= 0.5•(wuplift)'ashtg =0.130ft•kips fb:_ =Spos 12.816•ksi Mctruplift:= 0.125•wuplilt'(Lshtg2—4'ashtg2) =0.073ft•kips fb := Mctr op lift = 7.779•ksi Sneg Baja Construction Co., Inc. Page 10 223 Foster Street Job#19-1033 i Martinez, CA 94553 (800) 366-9600 Roof Sheeting to Purl in Connection: The allowable pullout and pullover values are derived based on AISI Section E4.4 Screw Pull-out Capacity Ivlember not in contact w/screw head (12ga purlin), t2:= 0.105in Tensile Strength, Fug:= 70.Qksi Screw diameter, d := 0.216in tc:= t2=0.105•in Factor of safety, 92:= 3.0 (ASD) Pnot:= 0.85•tc•d•Fu2 Pnot= 1349.460,lbf Allowable pul I-out, Pa11at Pnot Parrot=449.820•1bf Screw Pul l-over Camcity: Screws are provided with 5/8"diameter dome washers. 1�4ember in contact w/Scr e Ar head (24ga sheeting), t1 := 0.0232in Tensile Strength, rul := 82.aksi washer diameter, d := 0.625in Factor of safety, Q:= 3.0 (ASD) dw:= if(d <0.50.in,d,0.50•in) dw =0.500•i❑ Pnov:= 1.5•t1•dw•(0.75Tul) Pnov= 1.070•kips Allow.Pullover, Panov Pnov Panov`356.700•I1)f U_ l� p3siug.eonn 65.41.psf Purlins tributary ............................................ sprin= 9,041 Screw spacing ............................................... ssereN.,:= 7.2-in Puplift _ (0•6.w-p3shtg.conn — 0.67'RDLsht9)'(sprin)'(sscrew) Puplift=271.27•lbf --- O.K. t I I McELROY METAL CORPORATE OFF ICI_ w P_Q.BOX 1148 SHRCVLPORT, LA 7 11 63-111d13 •" (318) 0,17-S000 a 11�)y j31 fi) 7417-802P 1 ®t�C r rli A 1 BUJ L�DT I Issue Date : June 1,2006 Revised : August 29.,2011 No. 07-213-06 Mega-Rib Bare&Painted 1 f TOP IN COMPRESSION 80770fyi IN U11SI'l GAUGE PYWEIGHT V, P_ P Sa kl` SFsl (psf) (kiplf(.) (Ibs/ft.) (Ibs/fL) (ir,`lR.j (inft) ( P (in,;(L) (In.'/,rrr 1 24 50.0 1,17 1.2160 214,67 576.44 0.0970 01215 3,6770 0.0970 0.11 1,Sacinm properties arc calculated in accordance will,the 2007 Ai51 Nor 11.America r,Spscifmahon for the Design er Cold-Fnrmed Steel Slructura m l mehers. 2-Va is the atovrabte shear. 5.-a is the allowablo load for web crippling on end$iulerior supports 4,Ix is for de8eclion determination. S.S.is for bending. 6,e,1a is the allowable bending moment, l 7.Allvalecs arc for one fool of panel width Allowable Uniform Loads (PSF) Span in Feet Span Type Load Type 3.5a 4,03 4,50 5-DO 5 S 6(10 6 50 7.00 1 7.5D 8 OD 8 50 9 9O 9,S0 13 on 1 10-50 1 11.0'' PosiWe Wind 197 151 119 9D 00 67 57 49 4.3 37 33 29 26 24 21 20 egaiivo Wnd 103 140 110 89 74 G2 53 45 39 35 31 27 1 24 22 20 16 Single Live 197 151 Its 96 80 57 57 49 1,3 37 33 29 1 26 24 21 20 Detection(U180) 197 132 93 67 50 39 30 24 20 16 13 11 0 6 7 6 Detection(U240) 148 99 ES 50 3B 29 23 18 15 12 10 6 7 6 5 1 4 Positive Wild 174 134 107 87 72 61 52 45 39 3A 30 27 24 22 20 18 Negative Wild 126 144 115 94 78 fi5 5G 4E 4_ 37 33 1 29 21 24 21 19 2 Span Lrtm 174 134 107 67 72 fit 52 45 30 34 30 1 27 24 22 20 18 Deteolion(U180) 47E 319 224 163 122 94 74 59 45 39 33 28 23 20 17 15 Detection 0240) 357 239 168 122 92 70 55 44 21 24 21 115 13 11 Positive Wnd 213 165 132 10B 9a 76 65 56 49 43 36 34 30 27 25 23 14cealwo"Ind 227 177 142 116 8i 69 GO 52 46 Al 36 33 29 27 24 3 Span Live 213 165 132 108 90 76 65 56 49 43 38 34 30 27 23 Deteclion(U180) 373 249 175 127 96 74 SO 45 S7 31 25 21 18 15 13 12 Detection IU240) 279 167 131 95 72 _= 42 34 26 23 19 16 13 11 1O 0 �bs!tivc Wnd 200 155 121. 1111 64 71 60 52 45 4b 35 32 28 25 23 21 Negative Wind 214 166 133 10£. 90 76 65 55 49 43 38 34 Sr 2& 25 2S 4 Span Live 200 155 124 lot Be 71 60 52 45 40 35 32 26 25 23 21 Deflecllon(U180) 396 265 106 135 i02 7B 71 49 40 33 27 2s 19 16 14 12 lfon N Del 240) 2.97 199 139 10i 7E 5p 45 37 30 24 20 1771 14 12 li - Notes: 1,Allowable uniform leads are based upon equal span ienglh5, 2,Posnivc Wind Is wind pressure and 15NOT Increased by 33 113 3,Negaiive Wind is mind suction or upli5 and MOT increased by 33 1131L, 4.Live is the allowable five orsnow toad, 5-Detection(U160)is the allowable load thal limits[tic panel's denecfien Ie U1B0 while under positive or live load, G.Denor ion(U240)Is the allowable load that limits the panel's deneciion to U240 while under positive or live load. 7.The wetghl of the pan at 1,ri OT been deducted from tte allowable Icads, 8,Positive VJnd,Negative Wind,and Live Load values are lim!ied to ocarrined shear&bending using Eq.C2.3,1-1 of the AISI Specification. 9,Post ive Wind and Live Load values are limbed by web crippling using a buadng!englh of 2% 10,Web crippling values ore determined using a ralio blithe uniform laadeluallysuppoded by the top flanges of the section, 11.Load Tables are Imbed to a maxtrnum allo-wable load of 500 psf. CORP0 RATE-{OFFICE SHREVEPORT, LOUISIANA NiID1NEST DIVISION , CLINTON,IL SOUTHEAST DIVISION = PEACHTREE CITY,GA WESTERN DIVISION ADELANTO,GA lO.THEAST D!VISIONI WINCHESTER.VA SOUTHWEST DIVISION ° BOSSIER CITY,LA BLUEGRASS DIVISION LEVJISPO RT,KY WEST TEXAS DIVISION ' (AlFR1(EL,TX GIAEAT LAKES DIVISION ^ MARSHALL,MI Baja Construction Co., Inc. Page 12 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Roof Purlins: Lprin:= 18.0•ft aprin:= 9.041 tributary, sprin =9,000ft w:_ (RDL+ Pf)•(sprlu) =0.252•k1f Max.Wind Pressures(zone 3 ptrrlins): p3prin.pns=24.010•psf wpos.l (RDL + 0.6•W•p3prhi.pos+ 0.5•Pf)'(spr1n) Wpos.l = 0.308•klf Wpas2 IRDL + Pf + 0.5•(0.6•cj•p3prin.pos)].(sprin) Wpos2=0.336,klf p3prin_neg=21.800,psf wneg:- (0.6•p3pr1nneg—0.67•RDL)-(sprin) wneg=0.100•k1f wmax:= Inax w,wpos1,wpos.2,wncg = 0.336•kl Use: Cee 12 x 2.5 x 12ga typical u.o.n. Cee 12 x 2.5 x10ga at 21'-0" bay only See pages 13 to 16 below Purlin to Beam Contaection: 14ga clip with (12)412 screws each leg (6-screws each purlin, 6-screws each cee beam, 12-screws at Cont./cant. purlins) Clip to Purlin/Beam Connection : d := 0.216•in Q := 3.0 Steel in contact with screw head 0 21ea bin.) Steel not in contact with screw head(14pa clip Ful := 70.0•ksi tl := 0.105-in Fu2:= 70.0•ksi t2:= 0.070-in Pnl 2.7,t1•d. ul =4,287•kips Pn2 := 2.7•t2•d•Fu2=2.858•kips Far 12/t 1 equal to or less than 1 0.5 Pn3 4.2•(t23.d) •Fu2 Pn3 =2.531lips Allow Shcar per screw(bearin P t Pn:= if 2 _< 1 ,min(Pn,,Pn2,PI13),min(Pnl,PI12) Pn =2.531•kips t3 Pn =2.531•kips Pa:= PnPn Pa= 0.844•kips Q Purlin reaction - 3528 IV(ya¢e 16 below) for(4)#12 screws: 6,(Pa) =5.061,kips Purlin reaction,cantilever _ 6804.0 Ibf(page 14 below) for(12)ff 12 screws: 12•(Pa) = 10.172kips Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:05129/2019 Simpson Strong-Tie®CFS Designer"'2.8.9.0 Section Designation : Gee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1050 in Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2,5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.3124 in Moment of Inertia for Deflection(Ixx) 35.6812 in^4 Section Modulus(Sxx) 5,4017 in^3 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 in°4 Cross Sectional Area(A) 1.8664 inA2 Radius of Gyration(Rx) 4.3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5426 in Gross Moment of Inertia(lyy) 1.2592 inA4 Radius of Gyration(Ry) 0.8214 in Other Section Property Data Member Weight per Foot of Length 6.3510 Ib/ft Allowable Shear Force In Web(Unpunched) 8928,40 Ib Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venant torsion Constant(J x 1000) 6,8590 inA4 Warping Constant(Cw) 36.8367 in^6 Radii of Gyration(Ro) 4.6797 inA6 Torsional Flexural Constant(Beta) 0.9109 Warping Torsional Properties a(in^3) Sxx(lip)(in^3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(in^2) Wn(5)(in^2) Wn(6)(inA2) 118.4 6.1301 11.1539 8.8509 -5.3934 5.3934 -8.8509 -11.1539 Location (1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flange/lip corner of compression and tension side respectively Location (3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com [�I i Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins Date:05/29/2019 Simpson Strong-Tie®CFS Designer '2.8.9.0 I 336.00 R1 R2 I I I 18.00 rM ection: Cee 12 x 2.5 x 12ga Single C Stud axo= 14825,1 Va = 8928.4lb 1= 35.68 ln^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 13608.0 0.918 13608,0 Full 14825.1 0,918 0.754 1-1286 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 200.00 216,0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pin Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 3024.0 2.50 2513.1 4397.8 0.0 0.63 YES R2 3024.0 2,50 2513.1 4397.8 0.0 0.63 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. lntr. Pt Load (lb) (Ft-Lb) Factor VIVO M/Ma Unstiffened Stiffened R1 3024.0 0.0 1.00 0.34 0.00 0.34 N/A R2 3024.0 0.0 1.00 0.34 0.00 0.34 N/A SIMPSON STRONG-TIE COMPANY INC, unvw.stranytie,com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins-Cantilevered Date:05/29/2019 Simpson Strong-Tie@ CFS Designer""2.8.9.0 336.00 336.00 R1 R2 9.00 18.00 ection : Cee 12 x 2.5 x 129a Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio _ Left Cantilever 13608.0 0,918 8687.4 None 12299.2 0.706 0.452 L1477 Span 13608.0 0.918 7654.5 Full 14825.1 0.516 0.314 L1689 Distortional Buckiina Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 200,00 108.0 13751.2 0,990 Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6804.0 2.50 5391.8 8896A 13608.0 1.25 YES R2 2268.0 2.50 2513.1 4397.8 0.0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax. Va. Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va. M/Ma Unstiffened Stiffened R1 3780.0 13608.0 1.00 0.42 0.92 1.01 NIA R2 2268.0 0.0 1,00 0.25 0.00 0,25 N/A SIMPSON STRONG-TIE COMPANY INC, www,strongtie,com I Project Name; 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date:05/29/2019 Simpson Strang-Tie®CFS Designer"'2.8.9.0 Section Designation : Cee 12 x 2.5 x 10ga Single C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0,1350 in Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2,5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0,7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES Effective Section Properties.Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0789 in Moment of Inertia for Deflection(Ixx) 45.4453 in^4 Section Modulus(Sxx) 7.3878 in^3 Allowable Bending Moment(Ma) 20275,97 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 18907.53 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6,0000 in Moment of Inertia(Ixx) 45,4453 in"4 Cross Sectional Area(A) 2.3800 inA2 Radius of Gyration(Rx) 4.3698 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0,5457 in Gross Moment of Inertia(l)ry) 1.5484 in^4 Radius of Gyration(Ry) 0.8066 in Other Section Property Data Member Weight per Foot of Length 8.0986 Iblft Allowable Shear Force In Web(Unpunched) 19075.29 lb Pao for use in Interaction Equation C5-2 47093 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1,3679 in St.Venant torsion Constant(J x 1000) 14,4584 in14 Warping Constant(Cw) 45.2775 in^6 Radii of Gyration(Ro) 4.6494 in^6 Torsional Flexural Constant(Beta) 0.9134 Warping Torsional Properties a(inA3) Sxx(lip)(in^3) Wn(1)(in^2) Wn(2)(inA2) Wn(3)(in^2) Wn(4)(in^2) Wn(5)(inA2) Wn(6)(inA2) 90.4 8,4276 10.9735 8,7522 -5.2782 5.2782 -8.7522 -10.9735 Location (1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flangelweb corner of compression and tension side respectively I SIMPSON STRfOM03-TIE COMPANY INC. www,strongtie.com J� Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date,0512912019 Simpson Strong-Tie®CFS Designer"-'2.8.9.0 336.00 I�SI R1 R2 21,00 Section : Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45.45 in14 Loads have riot been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (111) Ratio Span 18522.0 0.913 1,8522.0 Full 20276.0 0.913 1.097 L/230 Distortional Buckling Check Span K-phf Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 200.00 252.0 19132.4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (fb) (lb) (Ft-Lb) Value Required? R1 3528.0 2,50 40511 7091.2 0.0 0.45 NO R2 3528.0 2.50 4052,1 7091.2 0.0 0.45 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened R1 3528.0 0.0 1.00 0.18 0.00 0.18 N/A R2 3528,0 0,0 1.00 0.18 0.00 0.18 N/A SIMPSON STRONG.-TIC COMPANY INC. www,strongtia.com Baja Construction Co., Inc. Page 18 223 Foster Street Ioob 4 19-103 3 Martinez, CA 94553 (800)366-9600 Roof Beams: (2) Cee 12 x 2.5 x 12ga bl 4.0•ft b2:= 6.0,ft Lbr:= 2.43•ft b2 —Lbr=3.570ft Tributarywidth, sb,,, :_ (18.0ft -I 9.0 ft)2 =20.25011 2•(18.Gft) Dead load only: Pdl:= (RDL)•(sbm)'(sprb,) =0.547,kips 0.5•Pdl =0.273-kipl half load each cee) Load Combination: D+S Pdl.sl := (RDL+ Pf)•(sbm)'(sprin) =5.103-kips 0.5•Pdl.sl =2.5524dp Positive Wind Pressure Gamma=0 R 180,Load Case A(M WFRSL_ PPoswindward.A=22.798•psf PPosieeward.A= 5.699-psf Load Combination: D+0.6W+1/2S PA.Iceward.l := (RDL + 0.6•W•Pposleea,rd.A + 0.5•Pf)-(sbm)"(sp1'l1) =3.635•Icips 0.5'PA.1eeward.1 = 1.818•kips PA.windward.l :_ (RDL+ 0.6-W•PPos,vindward.A+ 0.5•Pf)•(sbm)'(spr1n) = 6.066•Icips "'PA.windward.l =3.033•kips Load Combination: D+S+ 1/2(0.6W) PA.1eeward.2 [RDL + Pf + 0.5•(0.6•W•PPoslccward.A)]'(sbm)'(sprbi) = 5.508•kips 0.5•PA.leeward.2=2.754•kip PA.windward.2 :_ RDL+ Pf + 0.5.(0.6•W,Ppos,vin(tward.A)]'(sbm)'(sprin) =6,723•kips 0-5-PA windward.2=3.362-kip Critical Wind Load Combination: D i S•l 1/2f0.6W� See below. Case l : D + S (full both sides) _ Case 2: D + S (DL only at left) Case 3: D + S (DL only at right) Case 4: D 4- S + 1/2(0.6W) Ganuua= 0 Case 5: D + S + 1/2(0.6W) Gamma= 180 d Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1_ D+S full load both sides Dale:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong=fie©CFS Designer"'2.8.9.0 Pi IP2 l i R1 R2 4.00 2.53 3.57 �--� X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va = 8928.4 Ib 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825.1 0.550 0.170 L/563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0.013 L/2425 Right Cantilever 8856.4 0.597 7024.2 None 14825.1 0.474 0.130 L/660 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! Ib-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 30.4 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 3086.6 0,00 3203A 5285.6 10208.0 0.94 YES R2 2017A 0,00 3203A 5285.6 8855A 0.71 N0 P1 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES P2 2552.0 2,50 2513.1 4397.8 0.0 0.53 YES - SIMPSON STRONG-TIE COMPANY INC. vAmstrongtie.com 20 Project Name: 19-1033 Page 2 of 2 Model: Beam Case 1: D+S full load both sides Date:05/3012019 Code: 2412 NASPPC[AISI S100-2012] Simpson Strong-Tie®CFS Designet4112,8,9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 2552.0 10208.0 1.00 0.29 0.69 0.75 R2 25520 8855.4 1.00 0.29 0.60 0.66 P1 2552.0 0.0 1.00 0.29 0.00 0.29 P2 2552.0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG•TIE COMPANY INC. ww.strongtiexom Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:05/30/2019 Code: 2012 NASPEC IAISI S100-2012) Simpson Strong T'ie©CFS Designer"'2.8.9.0 IPi > R1 R2 I I I I 4.00 2.43 3.57 �---t• X Point Loads P1 P2 Load(lb) 273 2552 X-Dist.(ft) 0.00 10.00 Section : Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va.= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Src) (in) Ratio Left Cantilever 1092.0 0.074 872.5 None 14825.1 0.059 0.040 L/2424 Span 9110.6 0.615 7498.9 None 14825.1 0.506 0.006 L/4640 Right Cantilever 9110.6 0.615 7279.4 None 14825A 0.491 0.109 L/783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.082 Span 0.00 29.2 13344.7 0.683 Right Cantilever 0.00 42.8 13344.7 0.683 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 -3026.9 0.00 3203.4 5285.6 1092.0 0.57 NO R2 5851.9 0.00 3203.4 5285.6 9110.6 1.38 YES P1 273.0 2.50 2513.1 4397.8 0.0 0.06 NO P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMPSON STRONIG•Tls COMPANY INC. wwvr.strongtie.coin 2.2. Project'Name: 19-1033 Page 2 of 2 Model: Beam Case 2: DL only at left Clete:05/3012019 Cade: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'2.E:9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (1b) (Ft-Lb) Factor Ma MIMa Intr. R1 3299.9 1092.0 1.00 0.37 0.07 0.3E R2 3299.9 9110.6 1.00 0.37 0.61 0.72 P 1 273.0 0.0 1.00 0.03 0.00 0.03 P2 2552.0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG-TIE COMPANY INC. www.etrong(le.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 3: DL only at right Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerT"2,8.9,0 K P2 1 ! I R1 R2 I 4.00 2.43 3.57 I� X Point Loads P1 P2 Load(lb) 2552 273 X-Dist.(ft) 0.00 10.00 Section: Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0,689 8156.2 None 14825.1 0,550 0.146 L/656 Span 10208.0 0,689 8352.1 None 14825.1 0.563 0.007 L/4227 Right Cantilever 974.6 0,066 778.7 None 14825.i 0,053 0.036 L/2403 Distortional Bucklina Check Span K-phi Lm Brac Ma-d Mmax/ lb-intin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 29.2 13344.7 0.765 Right Cantilever 0.00 42.8 13344.7 0.073 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 6351.7 0,00 3203.4 5285.6 10208.0 1.51 YES R2 -3526.7 0.00 3203.4 5285.6 974.E 0.65 YES P1 2552.0 2.50 2513.1 4397.8 0.0 0,53 YES P2 273.0 2.50 2513A 4397.8 0.0 0.06 NO 'SIh1PSON STRONG-TIE COMPANY INC. www.strongtiexom Project Name: 19-1033 Page 2 of 2 �ll Model: Beam Case 3: DL only at tight Date:0573012019 Code: 2012 NASPEC[AISI'S100-2012] Simpson Strong-Tie®CFS DesignerT"2:8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 3799.7 10208.0 1.00 0.43 0.69 0.81 R2 3799.7 974.6 1.00 0.43 0.07 0.43 P1 2552.0 0.0 1.00 0.2.9 0.00 0.29 P2 273.0 0.0 1.00 0.03 0.00 0.03 SIMPSON STRQNG•TIE COMPANY INC. � mwi.strongtiexom Project Name: 19-1033 Page 1 of 2 Model: Beam Case 4: D+S+0.5(0.6V1n Gamma=0 Date:0513012019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie©CFS Designer""2.8.9.0 Pl Pl 1 1 R1 R2 I 4,00 2.43 3.57 �`► X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 X 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0.907 10745.0 None 14825.1 0.725 0.215 L/446 Span 13448.0 0.907 12721.1 None 14825.1 0,858 0.014 L/2066 Right Cantilever 9831,8 0.663 7855.6 None 14825,1 0.530 0.147 L/582 Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1.008 Span 0.00 29.2 13344.7 1.008 Right Cantilever 0.00 42.8 13344.7 0.737 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R 1 4850.2 0.00 3203,4 5285.6 13448.0 1.38 YES R2 1265,8 0.00 3203.4 5285.6 9831.8 0.62 NO P1 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES P2 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES SIMPSON STRONG-TIE COMPANY INC. � www.sti,ongtie.com 2G Project Name: 19-1033 Page 2 of 2 Model: Beam Case 4: D+S+0.5(0.6W) Gamma=0 Date:05/3012019 Code; 2012 NASPEC[AIS1 S100-2012] Simpson Strong-Tie®CFS Designer'"2.8.9.0 Combined Bending and Shear Reaction or Vmax Wax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa MIMa Intr. R1 3362.0 13448.0 1.00 0.38 0.91 0.98 R2 2754.0 9831.8 1.00 0.31 0.66 0.73 P1 3362.0 0,0 1.00 0.38 0.00 0.38 P2 2754.0 0.0 1.00 0.31 0.00 0.31 SIMPSON STROWTIE COMPANY INC, %mv.strongtio.com Project Name: 19-1033 Page 1 of 2 Model: Beam Case 5: D+S+0.5(0.6W) Gamma=180 Date:05/30/2019 Code: 2012 NASPEC]AISI S100-2012] Simpson Strong-Tie@ CFS DesignerT'2.8.9.0 IPi Pie 1 Y R1 R2 4.00 2.43 3.57 �--► X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0.743 8801.8 None 14825,1 0,594 0.187 L/513 Span 12002.3 0.810 11804.1 None 14825.1 0,796 0.014 L/2091 Right Cantilever 12002.3 0.810 9589.9 None 14825.1 0.647 0.167 LI514 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0,825 Span 0.00 29.2 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0,899 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Wax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.6 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1.13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES P2 3362.0 2.50 2513.1 4397-8 0.0 0.70 YES SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 2 � Project Name: 19-1033 Page 2 of 2 Mode]: Beam Case 5: D+S+0.5(0.6ffl Gamma=180 pate:08130/2019 Code: 2012 NASPEC[AISi S100-2012] Simpson Strong TieQ CFS Designer"2,8.9.0 Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. R1 2754.0 11016.0 1.00 0.31 0.74 0.80 R2 336Z.0 12002.3 1.00 0.38 0.81 0.89 P1 2754.0 0.0 1.00 0.31 0.00 0.31 P2 3362.0 0.0 1.00 0.38 0.00 0.38 SIMPSON STRONG-TIE COMPANY INC, www.strongrie.00m Baja Construction Co., Inc. Page 29 223 Foster Street Job l419-1033 Martinez, CA 94553 (800) 366-9600 Beam Cohurni Connection: (4) 3/4"� A307 bolts Allowable Bearing on 12ea t:= 0.1 O5•in Fu := 70.0•ksi d := 0.75•in Stb:= 2,22 Fp := 2.22,Fu Fp= 155.400.1csi Pn := Fp•d,t Pn= 12.238dcips Pn Pa:= S2b Pa=5,512•kips Allow..Bolt Slim A%a:= 4.41cips Maximum reaction at column each cee(page 23), Rl:= 6351.71bf Sheareach bolt: Vbolt:= RI Vbolt= 1.588•k.ips — O-tt, 4 Knee Brace: Tapered Cee 7.125" to 7" x 5" x 12ga Unbraced length (Lbr)2+ (Lbr)2 - 3.437ft Maximum beam reaction at brace each cee(page 21), R2:= 5851,9lbf Total knee brace axial load, Pbr:= Z•R2 Pbr= 16.554•kips 0,707 — See pages 30 to 31 below Knee Brace Beam &Coltunn Connection: (12)412-24 screws each side, each end d := 0.216•in Q := 3.0 Steel in contact with screw head: 12ga Steel not in contact with screw head: 12ga Ful := 70.0•1,si ti := O.I05•in Fur:= 70.0•ksi 12:= 0,105•in Pnj := 2.7•t1•d•Fut =4.287•kips Pn2:= 2.7•t2•d•Fu2 =4.287•kips For t2/tt equal to orless than 1 0.5 Pn3:= 4.2•(t23•d) •Fu2=4.649•kips Allow Shcar per screw(bearine� l Pn:= if( z S 1,min(Pnt,Pn2,Pn3),min(Pni,Pn2)) = 4,287•kips tt I'abr,:= Pn = 1.429•kips Q for 4112-24 screws Pascrexv.24 885•Ibf OF:= 2•(12,0)•min(P8brg,Pascrc%%.24') =21.240•kips — OR, 30 Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:05/30/2019 Code! 2012 NASPEC [AISI S100-2012) Simpson Strong-Tie®CFS Designer"I 2.8.9.0 Section Designation : Open Cee 7 x 5 x 12ga Single Channel INPUT PROPERTIES : Web Height= 7.0000 in Steel Thickness= 0.1050 in Top Flange= 5.0000 in Inside Corner Radius= 0.1250 in Bottom Flange= 5.0000 in Yield Stress,Fy= 55.0000 ksi Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 4.3725 in Moment of Inertia for Deflection(Ixx) 10,6608 inA4 Section Modulus(Sxx) 2.2341 inA3 Allowable Bending Moment(Ma) 6131.56 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 3.5000 in Moment of Inertia(Ixx) 15.0232 inA4 Cross Sectional Area(A) 1.7470 inA2 Radius of Gyration(Rx) 2.9325 in Section Properties.Weak Axis Gross Neutral Axis(Xcg)From Web Face 1.5240 in Gross Moment of Inertia(lyy) 4.6944 in14 Radius of Gyration(Ry) 1.5393 in Other Section Properly Data Member Weight per Foot of Length 5.9445 Ib/ft Allowable Shear Force In Web(Unpunched) 12169.50 lb Pao for use in Interaction Equation C5-2 23361 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -3.4790 in St.Venant torsion Constant(J x 1000) 6.4200 inA4 Warping Constant(Cw) 39.4321 inA6 Radii of Gyration(Ro) 4.8363 inA6 Torsional Flexural Constant(Beta) 0.4826 Warping Torsional Properties a(in'3) Sxx(lip)(in^3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(in^2) Wn(4)(inA2) Wn(5)(inA2) Wn(G)(inA2) 126.6 ' 2.2341 10.1358 10.1358 -6.9208 6.9208 -10.1358 -101358 Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC, www.strongtio.com Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:05/30/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@)US DesignerT"2.8.9.0 irzn t� R1 R2 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131.6 Ft-Lb Va= 12169.5 lb I= 10.66 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mrnaxl Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 6131.6 0.000 0.000 L/O Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 0.0 0.00 579.6 1043.3 0.0 0.00 NO R2 0.0 0.00 579.6 1043.3 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. R1 0.0 0.0 1.00 0.00 0.00 0.00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lin Bracing Allow Intr. Span (lb) KyLy KtLt KLIr (lb-intin) (in) load(lb) P/Pa Value Span 16554.0(c) None None 26 0.0 42,0 21314.4(c) 0.78 0.78 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 32 223 Foster Street Job#I9-t033 Martinez, CA 94553 (800)366-9600 Colunur (2) Cee 12' x 3.5" x 10ga boxed Column height, Hcol 10.1341 T'ributarywidth, scol =20 250ft Tributary depth, dcoi:= 18.0ft bl =4.000ft b2=6.000ft Dead load on column: RDL=3,000 psf Pdl := (RDL)•(s'o1)-(dco1) Pdl = 1.094.kips MDL:= (RI)L)'(sca])'(sprin)'(b2—bl) MDL= 1.094ft•kips Equivalent horizontal load, Pdlhori.:= MDt Pdlharix=O,I08•kips Hcol Snow load on column; Pf =25.000psf PSI:= (Pf)•(Scol)'(dcol) Ps) =9.113•kips Pslunbal (Pf)•(Scal)'(Sprin) Pslunbal=4.556-kips MSL :_ (Pf) (Scol)'(sprin)'(b2) MSL =27.338 ft•kips (unbalanced) 1M St_ Equivalent horizontal load, Pslhoriz Pslhoriz=2.699'kips Hcol Transverse Seismic Load(,per column): seismic response coefficient, Cs =0.6168 W:= Pdl W= 1.094,kips dead load on column Vs:= Cs•W Vs= 0.674•kips seismic load on column Horizontal Seismic Load Effect: redundancy factor, p:= 1.3 QE:= Vs QE= 0.674•kips Eh:= p•QE Eh=0,877-kips MEh:= (Eh)-(Hcol) MEh= 8.882•ft•kips, Vertical Seismic Load Effect: SDS =0.771 Dead load, D:= W D= 1093.500•lbf 1 Ev:= 0.2,SDS-D Ev=0.169•kips Baja Construction Co., Inc. Page 33 223 Foster Street Job#19-1033 Martinez, CA 94553 (800)366-9600 Column Loads,cunt.: Transverse Wind Loading: Hcol= 10.130ft roofslope, 0:= 1.19deg Bldg.depth (sloped): Lt:= 18.02•f1 tributary width, scol =20.25011 cl := 3.73•ft c2:= 5.28•ft Positive transverse wind load: Gamma=0&Gamma=180,load Casc A PpOBleeward.A = 5.699'psf Fw'A.Ieeward:= (W'PpOsleeward.A)'(sc01)'(0.5•Lt) Fwkleeward= 1.352•kips Pposwindward.A=22.798•pst I'w'A.windward:= (W'PPOs,vin(I,vard.A}'(sc01)'(0.5•1,t) FwA.windward=5.407-kips Vertical wind component: PyA := (FwA_lee,,,a,d+ FAA.,vindward)-Cos(0) PyA =6.758•kips Horizontal wind component: PXA:= O'Wkleeward+ FvVA.,vind,vard)-Sin(0) PxA= 0,140 kips Wind Ivioment: Gamma=0.load Case A MO.A FwA.lemarAG2) —l'WA.,vitxiward'(cl) MO.A=—13,033•ft-kips nn U A Equivalent horizontal load, Fwnansv.O.A Fwtransv.O.A=—1.287•kips Heol Wind Moment: Gamma= 180,Load Casc A M180.A:= FWA.windward'(c2) —FwA.leewerd(cl) MINA=23.509•ft.•kips M180A Equivalent horizontal load, Fw1ransv.18O.A Fw'transv.180.A=2.321 kips hlcol -- Transverse win d load: Gamma=1 80,Load Case A CONTROLS Baja Construction Co., Inc. Pagc 34 223 Foster Street Job ti 19-1033 Martinez, CA 94553 (800)366-9600 Colunui Loads, cons.: Hcol = 10.130 ft Longitudinal Seismic Load: seismic response coefficient, Cs =0.6168 Building length (4-stalls typ.), Lbldg:= 36.Oft Building depth, Dbldg:= dcol Dbldg= 18.000ft Number of columns, n.ol:= 2 Wtotal := RDT,•(T,bldg)•(Dbldg) Wtotal = 1.944•kips total roof dead Toad Vtotal := Cs-Wtotal Vtotal = 1.1994ips total seismic load Vtotal Vlongit= Vlongit=0.600-kips per column lrcol Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QP._longit Vlongit QE.longit=0.600 lips E111ongit P'QE.longit Ehiongit =0.779,kips M}h.longit Ehlongit'(Hco1) MEh.longit=7.895ft•kips Longitudinal Wind Load: Maximum wind pressure along ridge, Pwindlongit.max = 15.199psf (applyto 2'-0"vertical projection) dcol= 18.000 ft 1"wlongit (w-Pwindlongit.ma,,)'(dcol)'(2.0•tl) Fwlongit=0.711 kips Mwindlongil (Fwlongi)'(Hcol) Mwindl,,,,git= 7.206 ft-kips See below. CFS Version 11.0.2 Page 1 ?J Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 10ga Boxed Rev. Date: 12/20/2018 8:04:17 AM Printed: 5/30/2019 9:01:12 AM t Section Inputs Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No inelastic reserve strength increase. i Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi t Torsion Constant Override, J 96.453 inA4 Warping Constant Override, Cw 0 inA6 Connector Spacing 0 in Left Channel, Thickness 0.135 in Placement of Part from Origin: ' X to right edge 0 in Y to center of gravity 0 in outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 270.000 0.25000 None 0.000 0.000 0.375 } 2 3.500 180.000 0.25000 Single 0,000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 f 4 3.500 0.000 0,25000 Single 0.000 0.000 1.750 5 0.750 _90,000 0.25000 None 0.000 0.000 0.375 Right Channel, Thickness 0.135 in i Placement of Part •from origin: X to left edge 0 in Y to center of gravity 0 in outside dimensions, open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0,750 -90.000 0.2S000 None 0.000 0.000 0.375 2 3.500 0.000 0,25000 Single 0.000 0.000 1.750 3 12.000 90.000 0.25000 Cee 0.000 0.000 6.000 4 3.500 180.000 0.25000 Single 0.000 0.000 1.750 5 0.750 270.000 0.25000 None 0.000 0.000 0.375 i CFS Version 11.0.2 Page 1 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8,58:57 AM I Printed: 5/30/2019 9:01:12 AM i I i j i i 1 � l I Analysis Inputs Members Section File Revision Date and Time 1 Boxed 12x7x10ga.c� ss 12/20/2018 8:04:17 AM Start Loc. End Loc. Braced R k� Lm ex ey (-Ft) (ft) Flange (k) (ft) (in) (in) 0.000 10,630 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.500 1.00 No 1.0000 2 XYTRxRy 10.630 2.00 No 1.0000 I Loading: Dead Load Type Angle Start Loc. End Loc, Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.1080 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 1.0940 1.0940 k CFS Version 11.0.2 Page 2 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.6990 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 4.5560 4.5560 k Loading: Wind Load Transv, Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7580 k i Loading: Seismic Transv. F Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.8770 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k Loading: Wind Longitudinal Type Angle Start Loc. End Loc, Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7110 NA k Bearing Length 1.00 in Loading: Seismic Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7790 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 k Load Combination: D+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 Load Combination: D+0.6W Transv+0.5 S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No E Loading Factor ; 1 Dead Load 1.000 i 2 Wind Load Transv. 0.60e 3 Roof Snow Load 0.500 i i i CFS Version 11.0.2 Page 3 � Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed; 5/30/2019 9:01:12 AM Load Combination: D+0.5(0.6W Transv)+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.300 3 Roof Snow Load 1.000 Load Combination: D+F/1.4 Transv Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 G 2 Seismic Transv. 0.714 Load Combination: D + S-+.0.5(0.6WLongit) Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 i 3 Wind Longitudinal 0.300 Load Combination: D + 0.6W Longit + O.SS i Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor G 1 Dead Load 1.000 It 2 Roof Snow Load 0.500 3 Wind Longitudinal 0.600 Load Combination: D + E/1.4 Longitudinal Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Longitudinal 0.714 Member Check -AISI S100-12, US, ASD Load Combination: D+S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A6S3 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4, 0 k Red. Factor, R: 0 Lm 20.000 ft CFS Version 11 .0.2 Page 4 Analysis: 19-1033 Columns,efsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (i(-ft) (k) (k-ft) (k) Total 5.650 28,435 2.807 0.000 0.000 Applied 5.650 28,435 2.807 0.000 0.000 Strength 66.338 40.285 38.992 21,875 30.405 t Effective section properties at applied loads: I Ae 5,2420 in^2 Ixe 107.82 in^4 lye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in"3 Sxe(b) 17.970 inA3 Sye(r) 12.612 in^3 �. Interaction Equations Eq. C5,2,1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 ; Eq. C5,2,1-2 (P, Mx, My) 0.054 + 0.706 + 0.000 = 0.760 <= 1.0 1 Eq. C3,3,1-1 (Mx, Vy) Sgrt(0,365 + 0.005)= 0.608 <= 1.6 t Eq. C3.3.1-1 (My, Vx) Sgrt(0,000 + 0,000)= 0.000 <= 1.0 t t Member Check -AISI S100-12, US, ASD i Load Combination: D+0,6W Transv+0.5 S Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2,0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1,0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in I Braced Flange: None k� 0 k Red. Factor, R: 0 Lin 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (](-ft) (k) Total 7.427 28,871 2.850 0,000 0.000 Applied 7,427 28,871 2.850 0.000 0.000 Strength 66,338 40.285 38.992 21.875 30.405 I I Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 lye 44.14 in^4 I Sxe(t) 17.970 in^3 Sye(1) 12,.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5,2,1-1 (P, Mx, My) 0.112 + 0.737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.071 + 0,717 + 0.000 = 0.788 <= 1,0 =. Eq. C3,3.1-1 (Mx, vy) Sgrt(0.376 + 0,005)= 0.617 <= 1.0 r Eq. C3.3,1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0,000 <= 1.0 CFS Version 11.0.2 Page 5 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed_ 5/30/2019 9:01:12 AM Member Check - AISI S100-12, US, ASD Load Combination: D+0.5(0.6W Transv)+S Design Parameters at 10,630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (](-ft) (ic) (k-ft) (Io Total 7.677 35.488 3.503 0.000 0.000 Applied 7.677 35.488 3.503 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 inA4 Iye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.116 + 0.907 + 0.000 = 1.023 > 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.073 + 0.881 + 0.000 = 0.954 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.568 + 0.008)= 0.759 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check - AISI S100-12, US, ASD Load Combination: D+E/1.4 Transv Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 I Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1,0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor, R: 0 Lip 20.000 ft Loads: P Mx - Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 7.437 0.734 0.000 0.000 Applied 1.215 7.437 0.734 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 i i CFS Version 11.0.2 Page 6 l Analysis: 19-1033 Colurnns.cfsa Rev. Date: 5/30/2019 8:58:57 AM t Printed: 5/30/2019 9.01:12 AM j Effective section properties at applied loads: ' Ae 5.2420 in^2 Ixe 107.82 inA4 lye 44.14 inA4 Sxe(t) 17.970 in"3 Sye(1) 12.612 inA3 f Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0.000 = 0.204 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.185 + 0.000 = 0,196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 Eq. C3.3..1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 f Member Check -AISI S100-12, US, ASD Load Combination: D + S + 0.5(6.6141-ongit) Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 ' Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Icy 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx i (k) (k-ft) (k) (k-ft) (k) i Total 5.650 28.435 2.807 2.161 0.213 Applied 5.650 28.435 2.807 2.161 0.213 Strength 66.338 40.285 38.992 21.875 30.405 ` f Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 i6^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 inA3 Sye(r) 12.61.2 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.085 + 0.721 + 0.104 = 0.910 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.054 + 0.706 + 0.699 = 0.859 <= 1.0 Eq, C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.010 + 0.000)= 0.099 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0,40424 k/ft i I ' i CFS Version 11.0.2 Page 7 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/3012019 9:01:12 AM Member Check -AISI S100-12, US, ASD _ Load Combination: D + 0.6W Longit + 0.55 Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10,630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 i 1 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 1<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 1<� 0 k Red. Factor, R: 0 Lm 20.000 ft j I Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 3.372 14.764 1.457 4.321 0.427 Applied 3.372 14.764 1.457 4.321 0.427 l Strength 66.338 40.285 38,992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in12 rxe 107,82 in^4 Tye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17,970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, MX, My) 0.051 + 0.371 + 0.204 = 0.626 <= 1.0 ; Eq. C5.2.1-2 (P, Mx, My) 0.032 + 0.366 + 0.198 = 6.316 <= 1.06 <= 1.0 ` Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.098 + 0.001) 0. Eq, C3.3.1-1 (My, Vx) Sgrt(0.039 + 0.000)= 0,198 <= 1.0 4 i Shear flow between parts due to: Vertical Shear Horizontal. Shear Between parts 1 and 2 0.00000 k/ft 0,80849 k/ft 3 Member Check -AISI S100-12, US, ASD Load Combination: D + E/1.4 Longitudinal Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 ' Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi 0.0000 in Cbx 1.0000 Cby 1.0000 ex Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None lec 0 k I Red. Factor, R: 0 Lm 20.000 ft fi l f I CFS Version 11.0.2 Page 8 Analysis: 19-1033 Columns,cfsa ` Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (k-ft) (k) (I(-ft) (k) I Total 1.215 1,094 0.108 5.634 0.556 Applied 1.215 1.094 0.108 S.634 0.556 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.24.20 in"2 Ixe 107.92 in^4 Tye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 5xe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.027 + 0,260 = 0.306 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.027 + 0.258 = 0.296 <= 1.0 Eq. C3,3.1-1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0,023 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.066 + 0.000)= 0.258 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft i f I I t I Baja Construction Co.,Inc. Page 44 223 Foster Street Job Y 19-1033 Martinez, CA 94553 (800) 366-9600 Column Embedment Required: MI := MDL+ MSL=28,4314 kips M2:= MDL+ MSL+ 0-5'(0.6-M 180.h) =35.484-ft-kips M3 := MDL+ 0,5-Msj,,+ 0.6-M180A=28.868-ft-kips M4:= MDL+ no'(0.714,Mr�%) = 9.021,ft-kips Nimax:= max(M1,M2,M3,M4) =35.484fl-kips Loadfactor ...........................................--...... LF:= 1.7 LF-(Mmax)=60.322-ft-kips Strength reduction factor .............................. �:= 0.65 =7 r_4 P7 Concrete Strength .......................................... fc:= 2500-psi AC1318-14 Table 14.5.6.1 Design beating strength ...—.......................... Fbj:= (00-85'N Ft,s= 1.381-k.qi Column flange width .............................—...... b,,,:= 7.0-in w (F,,,,)'(bc,),) = 116.025-kif Required column embedment: dreqd:= j6-(LF)-(Mniax) =21.194,in w Baja Construction Co,, Inc. Pa-c'15 223 Foster Street Job tt 19-1033 Martinez, CA 94553 (800) 366-9600 Pier Pootina: Hcol= 10.130 ft Max.Moment, Mmax=35A84fft•kips Equivalent Point Load, P:= Mtnax P=3.503•kips Hcol Allowable lateral bearing pressure .......... ....... Sa=100.000-psf ft Pole diameter(or diagonal) ...............................bpi,,:= 30.0-in spier= 0.5•bpicr= 15,000•in Structure is not adversely affected by 1/2"ground motion --- use twice value of Sa At Soil[Dirt: 30"x 10'-3"deep non-constrained pier footing Unconstrained pier embedment depth ..........• Duneonst::= 10.25•ft Si.— 2 S, Dunconsl Si =683.333-psf 3 2.34•Y A;= A=4.798tt St•hpier l dijneonst:= A L' l 4- 1 + A 4.36•1-Icol I dunconst= 10.063 ft At Concrete Slab: 30"x 6'-9" deep constrained pier footing Constrained pier embedment depth ................ Dconst:= 6.75•ft S3:= 2•Sa Dconst S3= 1350.000-psf dconst P•1-Tcol 4.25' dconst=6.685 ft S3'bpier At Asnhalt Pavement: 30"x 8'-6"deep pier footing(average non-constrained,constrained) dn4e:= 0.5-(Dunconst+.Dconst) =8.500 ft Baja Construction Co., Inc. Page 46 223 Foster Street Job 419-1033 Martinez, CA 94553 (800)366-960G Check Pier Footing for Verlical Loads(DI+LL): Max.Vertical Load ................ Pvertl:= Pdl +Psi= 10.206•kips Pvert2:= Pdl + Psi + 0.5.0.6•PyA= 12.233•kips Pvert3:= Pdl + 0.5Ps1 + 0.6•PyA=9.704•kips Alloy,Soil Bearing: SBPt,uow=1500.000•psf Friction Canacityt Allow.Skin Friction ............. Ff:_ SBPaIInw =250.000•psf 6 Friction capacity ,.—............. Fafric:_ 0r•bpj,,+f)•(Dconst— 1.0•fl) = 11.290•kips (neglect top LO il) ma)(Pvert2,Pvcrl2,Pvcrt3) — Faj„c Soil pressure(end bearing), SP,end.bearing:= 2 = 192.149psf — O.K, 7T••pier i I Check Pier Footing for Uplift Loads (DL+XWindl: Pnegivindward.B =—20.898•psf Pneglee,vard.B=—1.900'psf ' sCUI-20.250 ft del=18,000 ft 1 Uplift:= ([0.6 sa1 PneBwindward.H + 0 67 RDLI + 10. 4a7 Pnegle......da3+ 0.67 RDLI �(s,,d)#5- colj 2,701•kips i 2 � I Weight of footing ................ Wftg;_ (145•pef) rr rl,ier '(Dconst) =4.8Q4 kips W ftg FS:= Upli = 1.779 fl� 1 I Title Block Line 1 Project Title: You can change this area Engineer: using the"Sellings"menu ilem Project ID: and Then using the"Printing& Project Descr: Title Block"seleclion. Title Block Line 6 Primed:30 MAY 2019. 9:45AM General Footing File=llrilevaulAjobsI01'HERB-1119-103-2119.103-4{C tMI9.1033.ccG. Sothvare copyNht ENERCALc,INC.19€13-2010,Build:10.10.12..13 Description: Alternate Spread Footing Code References Calculations per ACI 318-14, IBC 20.15, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(tor Sliding) = 100,0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 cp Values Flexure = 0.90 Shear = 0,750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2,170 ft Min Steel%Bending Reinf. = Allow press,increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor - 1.50 :1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = It Use Pedeslal wl for stability,mom&shear No Dimensions Width parallel to X-X Axis 7.0 fl Length parallel to Z-Z Axis = 4.0 It Footing Thickness - 26.0 in z I r I I Pedestal dimensions- " - px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 13.0 in ! '• �a Reinforcing r- Bars parallel to X-X Pais Number of Bars = 8 Reinforcing Bar Size = tl 5 Bars parallel to Z-Z Axis Number of Bars = 14 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15,4.4.2) i+ ,ti" _ I Direction Requiring Closer Separation Bars along Z-Z Axis #Bars required within zone 72.7 #Bars required on each side of zone 27.3 Applied toads D Lr L S W E H P:Column Load = 1.094 4.556 6.758 0.1690 k OB:Overburden = ksf M-xr, _ - --_ � ..— - - - -- -- 7.206 7.895- ---- k-ft� M-zz = 1.094 27.338 23.509 8.882 k-ft V-x - --------------- - - -- 0.140 0.8770 — — -k V_z = 0.7110 0.7790 k Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Pro� Title Block"Selection, Title Block Une 6 Printed:30 MAY 2019. 9:45AM General Footing File=V&vaullauuslOTFIEIIR-1119.103-2tl9.163-4lCaks119.1033.ec6 . Software copyright ENERCALC,INC.1983-2018,Build;10.18.1Z13 . Description: Alternate Spread Footing DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9784 Soil Bearing 1,775 ksf 1.814 kst +D+0.750S+0.450W about Z-Z axis PASS 1.805 Overturning-X-X 6.708 k-ft 12.105 k-ft +0,60D+0.70E PASS 1,720 Overturning-Z-Z 27,258 k-ft 46,B87 k{t +D+0.750S+0.5250E PASS 3.999 Sliding-X-X 0.6139 k 2.455 k +0.60D+0,70E PASS 5.797 Sliding-Z-Z 0,5453 k 3.161 k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5125 Z Flexure(+X) 11.929 k-fUff 23.276 k-fVh +1.20D+1.60S+0.50W PASS 0.06028 Z Flexure(A) 1.403 k-fUf1 23,276 k-fVft +0.90D-E PASS 0,05860 X Flexure(+Z) 1.364 k-ft/ft 23,276 k-fVft +120D•10.50S+W PASS 0,03591 X Flexure(-Z) 0,8358 k-ftlft 23.276 k-fVft +1.20D+0.20S-E PASS 0,3902 1-way Shear(+X) 29.268 psi 75.0 psi +1.20D+1.60S+0,50W PASS 0,07894 1-way Shear(-X) 5.921 psi 75.0 psi +1.20D+1,60S PASS 0,05743 1-way Shear(+Z) 4.307 psi 75.0 psi +1.20D-F0.50S+W PASS 0.03791 1-way Shear(-Z) 2,843 psi 75,0 pst +0.90D-E PASS 0,1222 2-way Punching 18.323 psi 150.0 psi +120D+1.60S+0,50W SAFEbuilt. Flan ReVieauv By SAFEbulk PLAN REVIEW COMMENTS DATE: 2/12/2020 TO: CEDAR POINT FROM: Lou Whitford PHONE: 206-713-9612 PHONE: 206-503-5948 EMAIL: jblegen@amwahousing.com EMAIL: Iwhitford@safebuilt.com OCCUPANCY GROUP: U PROJECT: CARPORTS TYPE OF CONSTRUCTION: V-B ADDRESS: 17309 40TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code as adopted and amended by the State of Washington and the City of Arlington. APPROVED PERMITS BELOW: BLD-3011 CARPORT A U/V-B 972 BLD-3012 CARPORT B U/V-B 1,362 BLD-3013 CARPORT C U/V-B 1,296 BLD-3014 CARPORT D U/V-B 648 BLD-3015 CARPORT E U/V-B 972 BLD-3016 CARPORT F U/V-B 972 BLD-3017 CARPORT G U/V-B 1,296 BLD-3018 CARPORT H, U/V-B 972 BLD-3019 CARPORT I U/V-B 648 The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w Wki fa-rol, Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com t +, �y��' Baja Construction Co„ Inc. Page 1 ofd8 223 Foster Street deb 19-1033 Martinez, CA 94553 05/ 1 33 (800)366-9600 BSP Carport Structures Cedar Pointe Anartnf.ents 17309 40th Avenue NE.Arlington WA for: AMWA Construction Design Criteria: 4� lYl, p Risk Category .................................................... Il 04��' O 1 Use: Alternative Basic Load Combinations(Section 1605.3.2) ��,�'� > G, RoofSnow Load ........................................... Pf ._ % .0•ps �= Basic Wind Speed (ultimate) .......................... 1 10 mph � 24348 Wind Exposure ..._.._.... ......... C fGISTE�ti� �� � �S�ICN.ALk�� ASDWind Factor ............»............................... c 1 Seismic design categoiy ••.. D 05-31-201 9 Siteclass ..............•...•......................•.................. D Seismic importance factor Allowable Stresses Roof sheeting .................................................. l. := 50.0 ksi Fb;= 30.0 ksi Frames,purlins............................................•....... F; -5.0-ksi Fb 33.0•ksi Concrete .............................................................. fc 25041)s; at 28 days Reinforcements .................................................. ASTM A615,Grade 40(min,) per Table 1806.2.Soils Class Allowable Soil Beating Pressure .................. SBPa�low 1500•psf Allowable Lateral BearingPressure ............. s,, 100•pcf Roof Dead Load: Roofsheeting .................................................... RDI_, i s!u�:= 1.t•psf Framing .............................................................. RDI_ - 1 - Misc ............ ................... RDLn:is:, - 0.5•psf Total RoofDead Load, RDL:= RDLsht..,+RDLt,�,,+ RDL,,,;Sc=3.000psf CHazards by Location Search Information Address: 17309 40th Ave NE,Arlington,WA 98223,USA0 P. tiro Coordinates: 48.1489899,-122.1764119 117 ft Elevation: 117 ft Timestamp: 2019-05-28T17:21:17.293Z Hazard Type: Seismic Reference ASCE7-10 Map data G2019 Google Imagery 02019,CNES/Airbus,DigitalGlobe,U.S. Geological Sury USDA F�.Repott flmap error Document: Risk Category: Il Site Class: D NICER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(9) Sa(g) 1.00 0,60 0.80 0.60 0,40 0.40 0.20 0.20 0.00 — 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 TO Period(s) 0.0 1.0 2,0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description Ss 1.086 MCER ground motion(period=0.2s) St 0.424 MCER ground motion (period=l.Os) SMS 1.157 Site-modified spectral acceleration value SM1 0,668 Site-modified spectral acceleration value SDS 0.772 Numeric seismic design value at 0.2s SA SW 0,445 Numeric seismic design value at 1,0s SA -Additional Information Name Value Description SDC D Seismic design category Fa 1.065 Site amplification factor at 0.2s F, 1,576 Site amplification factor at 1.Os 0.979 Coefficient of risk(0.2s) CR, 0,949 Coefficient of risk(1.0s) I PGA 0.437 MCEG peak ground acceleration FpGA 1.063 Site amplification factor at PGA ! t PGAiy 0.464 Site modified peak ground acceteration I TL 6 Long-period transition period (s) SsRT 1.086 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.109 Factored uniform-hazard spectra[acceleration(2%probability of 1 exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.424 Probabilistic risk-targeted ground motion(1.0s) ' S1 UH 0.447 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) i c The results indicated here LSO NOT reflect any state or local amendments to the values or any delineation lines made during the building code t adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction befog proceeding with t i design. I Disclaimer I�I Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services, f t While the information presented on this website is believed to be correct,ATC and Its sponsors and contributors assume no responsibility or 1 liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent t examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude i location in the report, i t f j� 1 i t i Seismic Forces: 2015 IBC&ASCE 7-10 Input: Period"T"Determination: Risk Category= II h= 15,00 ft(height in ft.to top of structure) T=Ta Sec 12.8.2 R= 1.25 Table 12.2.1 le= 1.00 Sec 11.5.1 Ta=Ct*hln Eq(12.8-7) Site Class= D Ss= 1,086 fromUSGS/IATC S1 = 0,424 from USGS/IATC Ct= 0.02 Table 12.8-2 Fa= 1.065 from USGS/lATC x= 0.75 Table 12.8-2 Fv= 1.576 from USGS/lATC Ta=T= 0.15244 TL= 4.00 Figure 22-12 (conservative) Equivalent Lateral Force Procedure: Sec 12.8 V=Cs*W Cs=Sds/(tale) Eq(12.8-2) Sds=(2/3)*Fa*Ss= 0.7711 Cs=� but need not exceed: Cs= Sd11(T*(R/1)) where T<TL Eq(12.8-3) Sd1 =(2/3)*Fv*S1 = 0.4455 Cs=- but shall not be less than: Cs=� Eq(12.8-5) or Cs= 0.044Sdsle = 0,0339 and where S1 >0.6g Cs shall not be less than: Cs=0.5*S1/(R/I) Eq(12.8-6) Cs=� V= 0,6168 W MecaWind Std v2 . 2 . 7 . 0 per ASCE 7-10 Developed by MECA Enterprises, Inc, Copyright wwv:.meceenterprises.com Date 5/2B/2019 Project No. Job No Company Name 'Prue Designed By Engineer Address Address Description ; Description City City Customer Name Customer State State Proj Location Location file Location: 3:AOthe2: Regions\19-1033 - A-Mllh CONSTR€]C'TION 0 CEDAR POINTA19-1U33 - Enoinee2:ing\Ca1Cs U1 -1C33,otnd Input Parameters: Directional Procedure open Building (Ch 27 Part 1) Basic Wind Speed(v) = 110.00 mph Structural Category = II Exposure Category = C Natural Frequency - N/A Flexible Structure = No Importance Factor - 1.00 Kd Directional Factor = 0.05 Alpha = 9.50 Zg = 900,00 ft At = 0.11 Bt = 1,00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft. Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 0.25 : 12 Slope of Roof(Theta) = 1,19 Deg 0: Roof Len along Ridge - 36.00 ft L: Horizontal Width = 18.00 ft h: Mean Roof Ht = 15.00 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I P.igid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.B5 = 0,85 Gust Factor Category II Rigid Structures - Complete Analysis Zm! 0.6*Ht - 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(;.+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gusc2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.69 Gust Factor Summary Not a Flexible Structure use the Lessor. of Gustl or Gust2 = 0.85 (pen Building-Monoslope Roof per Figure 27.4-4: L CCM 1'E Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres, Case Psf psf --------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20,898 -2.900 Notes - Normal to fridge Normal to Eave - open Building - Monoslope Roof per Figure 27.4-4: Gamma = 160 decrees, Clear Wind Plow Load Cnw Cnl Windward wind Pres.Leeward Wind Pres. Case ps£ psf -------»------------------------------------------------------ A 1.200 0.3DD 22.798 5.699 6 -.1.100 -0.100 -20.89E -2.900 Notes - Normal to Eave Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4- Gamma = 90 degrees, Clear Wind Floor Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf _.------------------------------------------------------ <= 15.0 Theta<=45 deg A -0.800 -15.199 8 0.600 15.199 >l5.0&<=2*l5.D Theta<=45 deg A -0.600 -11.399 E 0.500 9.499 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) 3 2 2 3 11 � � -- - - - . a L � - Moneslone Roof All pressures shown are based upon STRMIGTH Design, with a Load Y&ctor of 1 Width of Pressure Coefficient Zone "a" = = 3.00 ft Description width Span Area Zone Cn Cn Max P Min P ft ft ft^2 Max Min psf. psf .�......_ -_________________------------------ - _ - Zone 1 1.00 1,00 1.0 1 1.26 1.15 24.01 21.80 Zone 2 1.00 1.00 1.0 2 1.90 -1.76 36.01 -33.51 Zone 3 1.00 1.00 1.0 3 2.53 -3.44 48.01 -65.41 Zone 3 Sheeting 1.00 1B.00 7.08.0 3 1.26 -1..15 24.01 -21.80 Zone 3 Purlins 9.00 18.00 162.0 3 1.26 -1.15 24.01 -21.80 Baja Construction Co.,Inc. Page 7 223 Foster Street Job# 19-1033 Martinez,CA 94553 (800)366-9600 i i I� f I I 1 i 18.00, 8.00' 10.00' 4.00' L1=4.00' L2=6.00' 4'-0" Lbr=2.43' 3.57' P1 P2 I j I V-10" Ir � o L M+ P+ 1 CROSS-SECTION DEAD + LIVE LOADS 1 Baja Construction Co.,Inc. Page 8 223 Foster Street Job## 19-1033 Martinez CA 94553 i (800)366-9600 I� 1 I 1 i� I Lt=18.02'0.5U=9.01 MLJ9.01 ' GAMMA=O — — — —— — — — — — r — -' — GAMMA=180 1 o c1 =3.73 c2=5.28' M+ P+ T--El i i t ( 1 CROSS-SECTION WIND LOADING ` i Baja Construction Co., Inc. Page 9 223 Foster Street Job#19-1033 Martinez, CA 94553 (600)366-9600 Roof Sheeting: 24ga McEh•oy "Mega-Rib" Panels, Ffir=50 l(si ( RDLshtg= 1.17psf Lshtg:= 10.0•ft asl,tg:= 4.0•ft tributary, sshtg Loft w:= (Pf +RDLshrg)'(sshtg) =0.026•lclf •w Positive wind load(zone 3): p3shtg.pos=24.010•psf t T''pos,l (RDLshtg+ 0.6•w•p3shtg.pos 4- 0.5•PfXss11tg) =0.032•klf T R R a L a wpos.2 [RDLshtg+ Pf+ 0.5•(0.6•w•p3shtg.pos)]'(sshtg) =0.036•klf wrnax:= max(w,wpos.l,Wpos.2) wmax= 0.036•k11 i Spos:= 0.1215•in3 Sneg:= 0.1126•in3 Imin := 0.0970•in4 E:= 29500•ksi Cantilever: Meant:= 0,5•1A1n,ax•(ashtg2)= 0.284ft•kips fbcant:_ Meant =30.295•ksi Sneg I ax'ashtg Acant:_ �'m *(Lshtg 3 — 6,ashtg�'1Jshte+3•a5htg3) 2.a= 0.830•in shag = 115,702 24•E•hnin Acant Center S an: Rgctr:= 0.125,iv.ax'(1-'sht 2—4'ashtg2) =0.160ft•lcips fbc Mctr = 15.793•ksi tr�— Spos zlctr Hroax'Lshtg� (5,Lsh p —24•ashtg1) = 0.648•in Lahtg = 185.124 384•) •hnin Octr .Allowable deflection limit(IBC;Table 1604.3,Footnote a) = L/60 O.I . Uplift: p3shtg.neg=21.800•psf waplift:= 10<6•(w•p3s11tgneg) —0.67•RDLs11tvJ.(ssht9) =0.01641f 2 Mcant„plia Mcantnpllft:= 0•5'("'up1ift)'ashtg = 0.130ft•kips fl):= Silos 12.816•ksi Mctq,l, Mctruplift 0.125•t�upliil'(Lshtg2_4'ashtg2) =0.073ft•kips fb:= lilt = 7.779•ksi Sneg Baja Construction Co., Inc. Page 10 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Roof Sheeting to Purlin Co>uiection: The allowable pullout and pullover values are derived based on AISI Section E4.4 Screw Pull-out Capacity Membernotin contact w/screwhead (12ga purlin), t2:= 0.105in Tensile Strength, Fug:= 70.01csi Screw diameter, d :— 0.216in tc t2=0.105•in Factor of safety, Q 3.0 (ASD) Pnot:= 0.85•tc,d-Fu2 Pnot= 1349.460.lbf Allowable pull-out, Panot Pnot Panot=449,820•lbf ScrewPu I-over Capacity: Screws are provided with 5/8"diameter dome washers. Member in contactw/scr•ewhead (24ga sheeting), tl 0.0232in Tensile Strength, Ful := 82.Oksi Washer diameter, d := 0.625in Factor of safety, fl = 3.0 (ASD) dw:= if(d <0.50-in,d,0.50-in) dw= 0.500-i❑ Pnov:= 1.5-0,dw•(0.75•Ful) Pnov= 1.070,kips Allow.Pullover, Pa,,,:= Pnov Panov=356.700•lbf S1 tit !s#t: p3shtg.co1111 := 65.41•psf Purlins tributary ............................................ sprlrn:= 9.0�ft Screwspacing ............................................... sscrew = 7.2•in Puplift (0.6,W•p3shtg.con❑— 0.67•RDLshtg)'(sprin)'(Sscrew) Puplifl=271.27•lbf - O.K. TAI CORPORATE OFFICE P.O. BOX 11 18 ' SHREV!L'r 01-11. LA 711 G3 1 148 = (318) /:?7-B000 = FAX j",1 13)1 741 J-8029I T t rrl 1*4 l rA! Bp J!!1IN& IN Issue Date: .Tune 1,2006 Revised ; August 29.2011 No. 07--213-06 Bare&Painted 1 • •••• TOP IN COh4PRESSION d01 TOM 1N COIJII>RESSION PY 1NEIGHT V, Po o� P,a, Se lR S �241 (ksi} (PSF) (k1Pitt.) (Ibs/ft.) (Ibs/ft.) (in,`!fl) (in 31ft.) (glP_ (in°IfL) (in 3111.) �k,P 50.0 1.1 1.2160 1 214,67 576.44 0.0970 C 1215 3.6370 0.0970 0.1126 3,370D 1 Section properties are calculaled in accordance pith Ihu 2007 AISI Nodh American Spoclhcotiun her the Design a;Cold-Formed Steel Slrucmral Members 2 Va is Tne,Alonable smear. 3 Pa is The allowaWo load for Wou crippling on and&interior supports. 4,Ix is for deneclion dal.minahon, 5 So Is for bending, G.h4a is Ili.allowable bending reamer) 7.All values are far one feet of panel Width Allowable Uniform Loads (PSF) S an in Feet Sean Type Loetl Type 3,5@ 40(1 j 45D 5O0 E S,1 DCO 650 7DO 7.53 909 85C 10.0- 95G IO Ob lb 5G 11_Ck Postlive Wind 197 151 119 96 00 67 57 49 43 37 33 29 2.6 74 21 1 20 NenaOve Word 183 140 110 89 74 62 52 45 39 35 31 27 24 22 70 18 S!ngle Live ig7 191 915 06 80 67 57 49 43 37 33 29 1 26 24 21 20 Deflaclton(U780) 197 132 93 67 50 39 30 24 20 16 13 11 0 8 7 6 pebeelion(IJ240) 146 99 65 50 38 29 22 18 15 92 1D 8 7 6 5 4 Positive Wind 174 134 107 87 72 6i 52 45 39 34 3G 7.7 24 22 2G 1 18 Negative Wind 1GG 144 115 94 78 G5 5( 48 42 37 33 29 2C 74 21 19 2 Span We 174 134 - 107 87 72 61 52 45 30 V. 30 27 24 22 2C 1G penection(U1110) 476 319 224 163 122 E4 74 59 45 39 2,3 20 23 2C W 15 penecllon GJ240) 357 239 169 122 92 7C 44 36 29 24 21 117 15 12 11 Posihve Wool 213 165 132 108 90 76 55 513 48 43 38 3c 30 27 25 23 Nettulivc Wind 227 177 142 116 9'e 81 69 GO 52 45 41 36 33 29 27 2.4 3 Span Live 213 155 132 10E 90 16 65 56 49 43 38 34 30 27 25 23 Deneclion(U100) 373 24S 17S 127 9L 74 56 4G 37 31 26 21 16 15 13 I 12 DaOeclinn N240j 279 167 131 95 72 - 43 34 28 23 19 1a 13 11 1C 0 Past—Wind 200 155 124 101 84 71 60 52 45 4D 35 32 1 28 25 23 21 Negative Wnd 1 214 1 166 1 132 10E 90 76 65 56 40 43 38 34 31 26 25 23 4 Span live 2011 156 121 101 84 7i 60 52 45 d0 35 28 25 ., 21 pc0echon(U180) 30D 2G5 106 135 i02 70 G1 40 40 33 27 23 19 16 14 12 Deflection N240) 207 199 137 101 %C 50 46 3? 30 7.4 7.0 17 14 12 11 Notes: 1.Allowable unilorrn loads are based upon equal span lenglhs. 2,Positive Wind is Wind pressure and ISNGT increased by 33 113%. 3,Negalive Wind is wind suction or uplih and MDT increased by 33 1l3'f,• 4,Live is the alloyrable five orsnow load, 5,DcIf ,:hL(L198D)le the allowable load that Iimils the pan,!'.deft-Aien to U180 While under posilive or live load. G.D.Oeclion N240)is the allowa5le load Ina)limns the panel's denecOnn to U240 erhile under posilrve or live tone, 7.The v..tohi of the panel hasNOT been aeducled from the allowable loans, S.Positive Wind,Negalive Wind,and Live,Load values are limited to combined shear L bending using Eq.G3.3,1.1 of the AISI Specirmlion, 9.Po,I ive Wind and Live Load values are lirnhed by Web crippling using a boaring angth of 2`• 10.Well crippling values are delermined using a fora orthe uniform le.dctuallysupported by the top nano.,.[the seelion. 11.Load Tables are mmned to a marimurn allowable,load of'Do psf CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION = CLINTON,IL SOUTHEnST DIVISION , PEACHTREE CITY,GA WESTERN DIVISION ,tDELAN TO,CA NOF THEAST DIVISION! 1NINCHESTER,VA, SOUTHWEST DIVISION ° BOSSIER CITY,LA BLUEGRASS DIVISION v LEWISPORT,ICY WEST TFUS DIVISION IAIERKEL,TX GREAT LAKES DIVISION < MARSHALL, 0 Baja Construction Co., Inc. Page 12 223 Foster Street Job i€19-1033 Martinez, CA 94553 (800) 366-9600 Roof Purlins: Lprin:= 18.0•ft aprin:= 9.0•fl tributary sprin =9,000ft w:= (RDL+ Pf)•(sprin) =0.252•k1f Max.V1rnd Pressures(zone 3 purlins): p3prin.pos=24.010-psf ',A'pos.l :_ (RDL + 0.6•u)-p3pr111.pos + 05PO(sprin) 1111pos.l = 0.308-k1f wpm.2 LRDL + Pf + 0.5•(0.6.w.p3prhr.pos)]'(8prin) Wpoe.2 =0.336•klf P3prin.neg=21.800,psf wneg:_ (0.6•p3pr1n.ne,— 0.67-RDL)-(sprin) wneg=0.100•k1f H'max:= max w,wpus.l 0H'pos.2:Hite& =0.336•kl( Use: Cee 12 x 2.5 a 12tl typical u.o.n. Cee 12 x 2.5 x1 Oga at 21'-0" bay only See pages 13 to 16 below Purlin to Beam Connection: Aga clip with (12)412 sex•ews each lec, (6-screws each put-fin, 6-screws each cee beam, 12-screws at tout./cant. purhns) Clip to Purlin/Beau}Connection : d := 0.216-in Q := 3.0 Steel in contact with screw head (I 2ty bin.) Steel not in contact with screw head 114tta clip) Ful := 70.0•ksi It := 0.105•in Fu, 70.0•ksi t-, := 0.070•in Pnl = 2.7-tt�d•Fu1 =4,287•kips P112 := 2.7•t2•d•Fu2=2.858-kips For t2/i] equal to or less than 1 0.5 Pn3:= 4.2•(t23•d) •Fu2 Pn3 =2.531 kips Allow Shear per screw(bearing) Pn t2;= if — _< 1,tnin(Pnl,Pn2,Pn3),min(Pnl,Pn2) Pn =2.531•kips tl Pn=2.531•kips -- > Pa Pn Pa= 0.844•kips Q Purlin reaction = 3528 IV(Rage 16 below) for(4)#12screws: 6-(Pa) =5.061•kips Purlin reaction.cantilever _ 6804.0 IV lyagc 14 below) for(12)912 screws: 12-(Pa) = 10.122kips Project Name: 1 9-1033 Page 1 of 1 Model: Roof Purlins Date:0512912019 Simpson Strong-Tie®CFS DesigneCll 2.8.9.0 Section Designation : �Cee 12 x 2.5 x 12ga Single,C Stud INPUT PROPERTIES Web Height= 12.0000 in Steel Thickness= 0.1050 in Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties, Strong Axis Neutral Axis from"lop Fiber(Ycg) 6,3124 in Moment of Inertia for Deflection(Ixx) 35.6812 in^4 Section Modulus(Sxx) 5.4017 in"3 Allowable Bending Moment(Ma) 14825.11 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 13344.70 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 35.9715 in^4 Cross Sectional Area(A) 1.8664 in^2 Radius of Gyration(Rx) 4.3901 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5426 in Gross Moment of Inertia(lyy) 1.2592 in14 Radius of Gyration(Ry) 0,8214 in Other Section Property Data Member Weight per Foot of Length 6.3510 Iblft Allowable Shear Force In Web(Unpunched) 8928.40 lb Pao for use in Interaction Equation C5-2 32605 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3970 in St.Venant torsion Constant(J x 1000) 6.8590 in"4 Warping Constant(Cw) 36.8367 in^6 Radii of Gyration(Ro) 4.6797 In^6 Torsional Flexural Constant(Beta) 0.9109 Warping Torsional Properties a(inA3) Sxx(lip)(in^3) Wn(1)(in"2) Wn(2)(inA2) Wn(3)(in^2) Wn(4)(in^2) Wn(5)(inA2) Wn(6)(in^2) 118.4 6.1301 11.1539 8,8509 -5.3934 5.3934 -8.8509 -11.1539 Location (1)and(6)are lip of compression and tension lip respectively Location (2)and(5)are flangellip corner of compression and tension side respectively Location(3)and(4)are flangeiweb corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. wwmstrongtiexom a 14 Project Narne: 19-1033 Page 1 of 1 Model: Roof Purlins Date:05/29/2019 Simpson Strong-Tie®CFS Designer"2.8.9.0 336,00 - R1 R2 1 1 18.00 rMaection : Cee 12 x 2.5 x 12ga Single C Studxo= 14825.1 Va = 8928.4 lb 1= 35.68 in Loads Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 13608.0 0,918 13608.0 Full 14825.1 0.918 0.754 L/286 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 200.00 216.0 13751.2 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 3024.0 2,50 2513.1 4397.8 0.0 0.63 YES R2 3024.0 2,50 2513.1 4397.8 0.0 0.63 YES Combined Bending and Shear_ Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va MIMa Unstiffened Stiffened R1 3024.0 0,0 1.00 0.34 0.00 0.34 NIA R2 3024.0 0.0 1,00 0.34 0.00 0.34 N/A SIMPSON STRONG-TIE COMPANY INC, www.strongtie.witi ,p Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins-Cantilevered Date:0 5/2 912 0 1 9 Simpson Strong-Tie@ CFS Designer"'2.8.9.0 336.00 336.00 l� R1 R2 I I 9.00 18.00 action : Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb l= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13608.0 0.918 8687,4 None 12299.2 0.706 0.452 L1477 Span 13608.0 0.918 7654.5 Full 14825.1 0.516 0.314 L/689 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 200.00 108.0 13751.2 0.990 Span 200.00 216.0 137512 0.990 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 6804.0 2.50 5391.8 8896.4 13608.0 1.25 YES R2 2268.0 2.50 2513.1 4397.8 0.0 0.47 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3780.0 13608.0 1.00 0.42 0,92 1.01 N/A R2 2268.0 0.0 1.00 0.25 0.00 0.25 N/A SlMP50N STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date:05/29/2019 Simpson Strong-Tie®CFS Designer"'2.8.9.0 Section Designation : Cee 12 x 2.5 x 1 Oga Single C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1350 in Top Flange= 2.5000 in Inside Corner Radius= 0.1250 in Bottom Flange= 2,5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 0.7500 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties.Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0789 in Moment of Inertia for Deflection(Ixx) 45.4453 in14 Section Modulus(Sxx) 7.3878 inA3 Allowable Bending Moment(Ma) 20275.97 Ft-Lb Allowable Dlstortlbnal Buckling Moment(Mda)at KQ =0 '18907.53 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 45.4453 inA4 Cross Sectional Area(A) 2.3800 inA2 Radius of Gyration(Rx) 4.3698 in Section Propoilies.Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.5457 in Gross Moment of Inertia(lyy) 1.5484 inA4 Radius of Gyration(Ry) 0.8066 in Other Section Prooerty Data Member Weight per Foot of Length 8.0986 Ib/ft Allowable Shear Force In Web(Unpunched) 19075.29 lb Pao for use in Interaction Equation C5-2 47093 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -1.3679 in St,Venant torsion Constant(J x 1000) 14,4584 inA4 Warping Constant(Cw) 45,2775 inA6 Radii of Gyration(Ro) 4.6494 inA6 Torsional Flexural Constant(Beta) 0,9134 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(in^2) Wn(5)(inA2) Wn(6)(inA2) 90.4 8.4276 10,9735 8,7522 -5.2782 5.2782 -8.7522 -10.9735 Location(1)and(6)are tip of compression and tension lip respectively Location (2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. � www,strangtie.com 6 Project Name: 19-1033 Page 1 of 1 Model: Roof Purlins at 21'-0" Bay Date:05/29/2019 Simpson Strong-Tie@ CFS Designer""2.8.9.0 336.00 R1 R2 21,00 Section : Cee 12 x 2.5 x 10ga Single C Stud Maxo= 20276.0 Va= 19075.3 lb 1= 45.45 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 18522.0 0.913 18522.0 Full 20276.0 0.913 1.097 L1230 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 200.00 252.0 19132.4 0.968 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? R1 3528.0 2.50 4052.1 7091.2 0.0 0,45 N0 R2 3528.0 2.50 4052,1 7091.2 0.0 0.45 N 0 Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 3528.0 0,0 1.00 0.18 0.00 0.18 N/A R2 3528.0 0.0 1.00 0.18 0.00 0.18 NIA SIMPSON STRONG-TIE COMPANY INC. - - - vmmstron0tiaxom Baja Construction Co., Inc. Page 18 223 Foster Street .lob#119-1033 Martinez, CA 94553 (800) 366-9600 Jtoof*Beams: (2) Cee 12 x 2.5 r 12ga bl 4.0•ft b_':= 6.0•ft Lbr:= 2.43•11 b2—Lbr=3,570ft (18.6 ft -I- 9.0•f1)J Tributar)�u�idth, Sb,n := =20.25r)ft 2-(18.0-ft) Dead load only: Pdt:= (RDL)•(sbm)'(Sprin) =0.547-kips 0.5-Pdl =0.273-kip half load each cee) Load Combination: D+S Pdl.sl= (RDL+ Pf)•(sbm)-(sprin) =5.103•1cips 0.5•Pdl.s1 =2.551kin Positive Wind Pressure Gamma=0 k 180.Load Case A(MW17RS): PpoSwindward,A=22.798•psf PPUSleeward.A =5.699-psf Load Combination: D+0.LNI 1/2S PA.leeward.l (RDL + 0.6•W-Pposleeward.A + 0-5-Pf)•(sb113)'(Sp1'11) _ 3.635•lcips 0.5,PA.leeward.1 = 1.818-kips PA.windward.] ` (RDL + 0.6,Lo-Pposwindward.A+ 0.5-Pf)•(sbm)-(Sprin) = 6.066•kips 05PAmindward.l =3.033•kips Load Combination: D-rS+ 1/2(0.6W1 PA.1eeward.2= RDL + Pf + 0.5•(0.6,Lo•PPoslcc%vard.A)]'(Sbm)'(sprlii) = 5.508•kips 0.5'PA.leeward.2=2.754,kip PA.windmrd.2 RDL+ Pf + 0.5�(0.6•W'Pposwindcvard.A)]'(Sbrn)'(Sprin) =6.723•kips 0.5•PA windward)=3.362•kip. Critical Wind Load Combination: D+S+1/2(0.6W) See below. Case 1: D + S (full both sides) Case 2: D +S (DL only at left) Case 3: D + S (DL only at right) Case 4: D + S + 1/2(0.6W) Garmna= 0 Case 5: D + S + 1/2(0.6W) Ganum= 180 Project Name: 19-1033 Page 1 of 2 Model: Beam Case 1: D+S full load both sides Date:05/30/2019 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie@ CFS Designer'"2.8.9.0 Pi Fz 1 1 R1 R2 I I 4.00 2.53 3.57 �► X Point Loads P1 P2 Load(lb) 2552 2552 X-Dist.(ft) 0.00 10.00 Section : Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0.689 8156.2 None 14825,1 0.550 0.170 L/563 Span 10208.0 0.689 9936.1 None 14825.1 0.670 0.013 L/2425 Right Cantilever 8855.4 0.597 7024.2 None 14825.1 0.474 0.130 L/660 Distortional Buckling Check Span K-phl Lm Brac Ma-d Mmax/ lb-infin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 30.4 13344.7 0,765 Right Cantilever 0.00 42.8 13344.7 0.664 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 3086.6 0,0D 3203.4 5285.6 10208.0 0.94 YES R2 2017.4 0,00 3203.4 5285.6 8855A 0.71 N0 P1 2552.0 2.50 2513.1 4397.8 0,0 0.53 YES P2 2552.0 2.50 2513,1 4397.8 0.0 0.53 YES SIMPSON STRONG-TIE COMPANY INC, www.strongtiexom 20 Project Name: 19-1033 Page 2 at 2 Model: Beam Case 1: D+S full load both sides Date:0513012019 Code: 2012NASPEO[AISIS100-2012] Simpson Strong-Tie@)GFS Designer'0 2.8.9.0 Combined Bending and Shea Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. RI 2552.0 10208.0 1.00 0.29 0.69 0.76 R2 2552,0 8855.4 1.00 0.29 0.60 0.66 P1 2552,0 0.0 1.00 0.29 0.00 0.29 P2 2552,0 0,0 1.00 0.29 0,00 0.29 SIMPSON STRONG-TIE GOIAPA14Y INC. www.strangtie.com � 1 Project Name: 19-1033 Page 1 of 2 Model: Beam Case 2: DL only at left Date:0 513 0/201 9 Code: 2012 NASPEC[AISi S100-2012] Simpson Strong-Tier CFS Designer"'2.8.9.0 Pl PIl t R1 R2 4.00 2.43 3.57 X Point Loads P1 P2 Load(lb) 273 2552 X-Dist.(ft) 0.00 10.00 Section : Gee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092.0 0,074 872.5 None 14825.1 0.059 0.040 L/2424 Span 9110.6 0.615 7498.9 None 14825.1 0,506 0.006 L/4640 Right Cantilever 9110.6 0.615 7279.4 None 14825.1 0.491 0.109 L/783 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.082 Span 0.00 29.2 13344.7 0.683 Right Cantilever 0.00 42.8 13344.7 0.683 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 -3026.9 0.00 3203.4 5285.6 1092.0 0.57 NO R2 5851.9 0.00 3203.4 5285.E 9110.6 1.38 YES P1 273.0 2.50 2513.1 4397.8 0.0 0.06 NO P2 2552.0 2.50 2513.1 4397.8 0.0 0.53 YES SIMP ON STRONG-TE COMPANY INC. wwwstranr�tie.com 2.71 Project Name: 19-1033 Page 2 of 2 Model Beam Case 2: DL only at left Date:05/30/2019 Code; 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"2.8.9.0 Combined Bending and Shear Reaction or Vtnax Mmax Va V k M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 3299.9 1092.0 1.00 0,37 0.07 0.38 R2 3299.9 9110.6 1.00 0.37 0.61 0.72 P1 273.0 0.0 1,00 0.03 0,00 0.03 P2 2552.0 0.0 1.00 0.29 0.00 0.29 SIMPSON STRONG-TIE ,COMPANY INC. www.strongtia.com Project Name: 19-1033 Page 1 of Model: Beam Case 3: DL only at right Date:0 513 0/2 0 1 9 Code. 2012 NASPEC[AISI S100-2012] Simpson Strong=Fie0 CFS Designer"2,8.9.0 P,i P2 1 1 i� R1 R2 I 4.00 2.43 3.57 I--► X Point Loads P1 P2 Load(lb) 2552 273 X-Dist.(ft) 0.00 10.00 Section: Cee 12 x 2.5 x 12ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 10208.0 0,689 8156.2 None 14825.1 0.550 0.146 L/656 Span 10208.0 0,689 8352.1 None 14825.1 0.563 0.007 L/4227 Right Cantilever 974.E 0,066 778.7 None 14825.1 0,053 0.036 1-/2403 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-Inlin in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.765 Span 0.00 - 29.2 13344.7 0.765 Right Cantilever 0,00 42.8 13344.7 0.073 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? R1 6351.7 0.00 3203.4 5285.6 10208.0 1,51 YES R2 -3526.7 0,00 3203.4 5285.6 974.6 0,65 YES P1 2552.0 2.50 2513,1 4397.8 0.0 0.53 YES P2 273.0 2.50 2513.1 4397.8 0.0 0.06 N0 'SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 19-1033 Page 2 of 2 Model: Beam Case 3: DL only at right pate:05/30/2019 Code: 2012 NASPEC[AISI S100-2012) Simpson Strong-TieO Cf=S DesignerT'A 2.8.9.0 Combined Senclinci and Shear Reaction or Vmax Mmax Va V•i M Pt Load (lb) (Pt-Lb) Factor Ma M/Ma InU. Rl 3799.7 10208.0 1.00 0,43 0.69 0.81 R2 3799.7 974.6 1.00 0.43 0,07 0.43 P1 2552.0 0.0 1.00 0,29 0,00 0.29 P2 273.0 0.0 1.00 0.03 0.00 0.03 SIMPSON STRONG•TIE GQMPANYtNC. � www.strongtie.corn Project Name: 19-1033 Page 1 of 2 Model: Beam Case 4: D+S+0.5(0.6W) Gamma=0 Date:0513012019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strang-Tie@ CFS Designer" 2.F3.9.0 !Pz Pz i R1 R2 I I I 4.00 2.43 3.57 �--► X Point Loads P1 P2 Load(lb) 3362 2754 X-Dist.(ft) 0.00 10.00 Section : Cee 12 x 2.5 X 12g2 Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13448.0 0,907 10745.0 None 14825.1 0,725 0.215 L1446 Span 13448.0 0.907 12721.1 None 14825.1 0.858 0.014 U2066 Right Cantilever 9831.8 0.663 7855.6 None 14825,1 0,530 0.147 U582 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 1,008 Span 0.00 29.2 13344.7 1.008 Right Cantilever 0,00 42.8 13344.7 0.737 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (1b) (lb) (Ft-Lb) Value Required? R1 4850.2 0.00 3203.4 5285.6 13448.0 1.38 YES R2 1265.8 0.00 3203.4 5285.6 9831.8 0.62 NO P1 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES P2 2754.0 2.50 2513,1 4397.8 0.0 0,57 YES SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com �G Project Name: 19-1033 Page 2 of 2 Model: Beam Case 4: D+S+0.5(0.6W)Gamma=0 Date:05/3012019 Code. 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie®CFS Designer'"2.8.9.0 Combined I3endincl and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Intr. R1 3362.0 13448.0 1.00 0-38 0.91 0.98 R2 2754.0 9831.8 1.00 0.31 0.66 0.73 P1 3362.0 0.0 1.00 0.38 0.00 0.38 P2 2754.0 0.0 1.00 0.31 0.00 0.31 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com z Project Name: 1 9-1033 Page 1 of 2 Model: Beam Case& D+S+0.5(0.6W) Gamma=180 Date:05130/20,19 Code: 2012 NASPEC[AISI S1 00-20 1 21 Simpson Strong-Tie®CFS DesignerT"2.8.9.0 Pl P2 ! 1 R1 R2 4.00 2.43 3.57 I�X Point Loads P1 P2 Load(lb) 2754 3362 X-Dist.(ft) 0.00 10.00 Section ; Coe 12 x 2.5 x 12.ga Single C Stud Maxo= 14825.1 Va= 8928.4 lb 1= 35.68 in Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 11016.0 0.743 8801.8 None 14825.1 0.594 0.187 L/513 Span 12002.3 0.810 11804.1 None 14825.1 0.796 0.014 L/2091 Right Cantilever 12002.3 0.810 9589.9 None 14825.1 0.647 0.167 L/514 Distortional BucklingCheck heck Span K-phi Lm Brac Ma-d Mmax/ lb-In/In in Ft-Lb Ma-d Left Cantilever 0.00 48.0 13344.7 0.825 Span 0.00 292 13344.7 0.899 Right Cantilever 0.00 42.8 13344.7 0.899 Combined Bendina and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr, Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2348.1 0.00 3203.4 5285.6 11016.0 0.85 YES R2 3767.9 0.00 3203.4 5285.6 12002.3 1.13 YES P1 2754.0 2.50 2513.1 4397.8 0.0 0.57 YES P2 3362.0 2.50 2513.1 4397.8 0.0 0.70 YES SiMPSON STRONG-TI"c COWANY INC, www.strongtie,com Project Name: 18-1033 Page 2 of 2 Model: Beam Case 5: D+S+0.5(0.6VV) Gamma=180 hate:05130/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'l'2.8.9.0 Combined Bendinq and Shear Reaction or Vmax Mmax Va V--M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 2754.0 1101R0 1.00 0.31 0.74 0.80 R2 3362.0 12002.3 1.00 0.38 0.81 0.89 P1 2754.0 0.0 1.00 0.31 0.00 0.31 P2 3362.0 0.0 1.00 0.38 0.00 0.3E SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 29 223 Foster Street Job ft 19-1033 Martinez, CA 94553 (800) 366-9600 Beam Column Connection: (4) 3/4"O A3O7 bolts Allowable Beiringon 12ga: t:= 0.105�in Fu 70.0•ksi d:= 0.75•in Stb :_ 2.22 Fp := 2.22•Fu Fp= 155.400•ksi Pn:= Fp•d•t Pn= 12.238•kips Pn Pa:= — Pa= 5.512•kips Qb Allow.Bolt Shcar, Va:= 4.4-kips Maximum reaction at column each cee(page 23), Rl:= 6351.7lbf Sheareach bott: Vbolt:= RI Vbolt= 1.588•kips O.K. 4 Knee Brace: Tapered Cee 7.125" to 7" x 5" x 12oa Unbraced length (Lbr)2 + (Lbr)` =3.437ft Maximum beam iwct.ion at brace each cec(page 21), R2:= 5851.91bf Total knee brace axial load, Pbr:= 2 R2 Pbr= 16.554•kips 0.707 See pages 30 to 31 below Knee Brace Beam & Column Connection: (12) #12-24 screws each side, each end d := 0.216•in Q:= 3.0 Stccl in contact with scree-head: 12aa Steel not in contact with screw head: 12ea Fut := 70.0-ksi tj := 0.105�in Fug := 70.0•ksi t, := 0.105-in Pni 2.741•d•Ful =4.287•kips Pn2:= 2.7•t2•d•Fu2=4.287•kips For t2I tI`dual to or less than I i 0.5 Pn_j:= 4.2. t23•d) Fug=4.649•kips Allow Shear per screw(bearingl t Pn := if < I,min(PnI,Pn2,Pn3�,min(Pni,Pn2) =4�87kips tI Pabrg:_ = 1.429-kips for#12-24 strews Pascrew.24:= 885•lbf GF:= 2•(12.0)•min(Pabrg.Pascrc%v.24) =21.240•kips — O.K. 30 Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:05/30/2019 Code: 2012 NASPEC iAISI S100-2012) Simpson Strong-Tie®CFS DesignerT°'2.8.9,0 Section Designation : ripen Cee 7 x 5 x 12ga Single Channel INPUT PROPERTIES : Web Height= 7.0000 in Steel Thickness= 0.1050 in Top Flange= 5.0000 in Inside Corner Radius= 0,1250 in Bottom Flange= 5.0000 in Yield Stress,Fy= 55.0000 ksi Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber,(Ycg) 4.3725 in Moment of Inertia for Deflection(Ixx) 10.6608 in14 Section Modulus(Sxx) 2.2341 inA3 Allowable Bending Moment(Me) 6131,56 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 3.5000 in Moment of Inertia(Ixx) 15.0232 in^4 Cross Sectional Area(A) 1,7470 in12 Radius of Gyration(Rx) 2,9325 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 1.5240 in Gross Moment of Inertia(lyy) 4.6944 inA4 Radius of Gyration(Ry) 1,6393 in Other Section Property Data Member Weight per Fool of Length 5.9445 Iblft Allowable Shear Force In Web(Unpunched) 12169,50 lb Pao for use in Interaction Equation C5-2 23361 lb Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -3,4790 in St.Venant torsion Constant(J x 1000) 6.4200 in14 Warping Constant(Cw) 39.4321 in^6 Radii of Gyration(Ro) 4,8363 in^6 Torsional Flexural Constant(Beta) 0.4826 Warping Torsional Properties a(in^3) Sxx(lip)(in^3) Wn(1)(inA2) Wn(2)(MA2) Wn(3)(inA2) Wn(4)(in^2) Wn(5)(inA2) Wn(6)(inA2) 126.6 2.2341 10,1358 10.1358 -6.9208 6.9208 -10.1358 -10.1358 Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flangellip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRUNG-TIE COMPANY INC, wvny,stronglie.com Project Name: 19-1033 Page 1 of 1 Model: Diagonal Knee Brace Date:06130/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-TieO CFS Designer"2.8.9.0 R1 R2 3.50 Section : Open Cee 7 x 5 x 12ga Single Channel Maxo= 6131.6 Ft-Lb Va= 12169.5 lb I= 10.66 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0,000 0.0 None 6131.E 0.000 0.000 L/O Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 0.0 0.00 579.6 1043.3 0.0 0.00 NO R2 0.0 0.00 579,E 1043.3 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VIVa M1Ma, Intr. R 1 0.0 0.0 1.00 0.00 0.00 0.00 R2 0,0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lin Bracing Allow Intr. Span (lb) KyLy KtLt KLIr (lb-in/in) (in) load(lb) PIPa Value Span 16554.0(c) None None 26 0.0 42.0 21314.4(c) 0.78 0.78 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 32 223 Foster Street .fob#19-1033 Martinez, CA 94553 (800) 366-9600 Column: (2) Cee 12' x 3.5" x 10ga boxed Column height, t-lcol := 10.13-ft Tributarywidtli, sc,,l =20,250ft `1'ributwy d epth, d,ol 18.0ft bl =4.000 ft b2=6.000fY Dead load on column: RDL=3,000psf Pdl := (RDL)•(scol)'(da)l) Pdl = L094•kips MDL:= (RDL)-(sool)'(sprin)-(b2 —bl) Iv1DL= 1.094ft,kips Equivalent horizontal load, Pdlhorie MDol Pdlhoriz= 0.108-kips Snow load on column: Pf =25.000psf PSI := (Pf).(scol)'(dcol) PSI =9.113•kips PSlUnbal (Pf)•(sail)-(sprin) Pslunbal =4.556-kips MSL:= (Pf)•(scolXsprin)-(b2) MSL =27.338fl•kips (unbalanced) Equivalent horizontal load, Pslboriz:= A4SL Pslhoriz=2.699•kips Hco l Transverse Seismic Load(I)er column): seismic response coefficient, Cs =0.6168 W:= Pdl W= 1,094.kips dead load on column Vs:= Cs•W Vs= 0.674•kips seismic load on column Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE:= Vs QE=0.674•kips Eh:= p•QE Eh = 0,877•kips MEh:= (Eh)•(Hcol) MEh=8.882•ft•kips Vertical Seismic Load Effect: SDS =0.771 Dead load, D:= W D-= 1093.500•lbf , Ev:= 0.2SDS•D Ev=0.169-kips Baja Construction Co., Inc. Page 33 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Column Loads. cont.: Transverse Wind Loadine: Hcol= 10.130 ft roofslope, 0= 1.1}deg Bldg.depth(sloped): Lt := 18.02•ft tributary width, scot = 20.250ft el 3.73-ft c2:= 5.28-ft Positive transverse wind load: Gamma=0&Gamma= l 80,Load Casc A Pposleemard.A =5.699,psf FWA.leetvard:= (W'PpOSleewnrd.A)'(scol)'(0.5•Lt) FWA.leeivard = 1.352,kips 1'posmndward.A=22.798•psf 1'�'A.windward:= (W'1'poswindxard.A)'(scol)'(0.5.1..t) FWA.windlvard =5.407•kips Vertical wind component: PyA := (FWAAceward+ FWA.windward)'Cos(0) PyA=6.758-kips Horizontal wind component: PXA:= Ol Wklcmwdrd+ FwA,windward)-Sin(0) PaA=0.140•kips Wind Moment: Gamma=0.Load Case.A MO.A:= FWA.Iccward(c2) `FWA.windward'(CI) MO.A=—13,033•ft-kips Equivalent horizontal load, FWtran5v,O.A MOA FNVtransv_O.A =—1.287,kips 1•1001 Wind Moment: Gamma= 180.Load Casc A M180.A := FWA.windward'(02) —FWA.leeward(C1) M18DA =23.509-ft-kips M I80.A Equivalent horizontal load, Fw1ransv.l80.A 17Wtransv.l80.A=2321-kips licol Transversewind load: Gamma 1 80,Load Case CONTROLS Baja Construction Co., Inc. Page 34 223 Foster Street .lob#19-1033 Martinez, CA 94553 (800) 366-9600 Column Loads, cant.: P1col= 10.130 ft Longitudinal Seismic Load: seismic response coefficient, Cs =0.6168 Building length (4-stalls typ.), Lbidg:= 36kft Building depth, Dbldg := d,:ol Dbldg= 18,00011 Number of columns, n;,o, := 2 Wtotal:= 1U)L•(Lbldg)-(Db1dg) Wtotal = 1.944•Icips total roof dead load Vtotal Cs-Wtotal Vtotal = 1.199•kips total seismic load Vknitit lanit Vtotal V g 0.600•kiPs Per�= = "col Norizontal Seismic Load Effect: redundancy factor, P := 1.3 QElangit:= Vlnngit QE.longi[=0.600•kips Flllongit P'QE,longn Fhlongit=0,779,16ps M It.longit Flrlongit'(Hcol) ME]dmgit=7.895ft•kips longitudinal Wind Load: Maximum wind pressure alongridge, Pwindlongit.mas = 15.199psf (apply to 2'-0"vertical projection) d,t,l = 18.000 ft T'wlongit (w'Pwindlongit.mas)'(dcol)'(2.0•ft) FWlongit = 0.711•kips Mwindlongil (Fwlongit)'(Hcol) N4windlongit= 7.206ft•kips See below. CFS Version 11.0,2 Page 1 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x 1 Oga Boxed Rev. Date: 12/20/2018 8:04:17 AM Printed: 5/30/2019 9:01:12 AM >li Section Inputs Material: A653 HSLAS Grade 55/1 Apply cold work of forming strength increase. No inelastic reserve strength increase. r Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi 2 Torsion Constant Override, 3 96.453 inA4 Warping Constant Override, Cw 0 in^6 Connector Spacing 0 in Left Channel, Thickness 0.135 in # Placement of Part from origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 270.006 0.25000 None 0,000 0.000 0.375 a 2 3.500 180,000 0.25000 Single 0,000 0.000 1.750 3 12.000 90.006 0.25000 Cee 0.000 0.060 6.000 4 3.500 0.000 0.25000 Single 0.000 0.000 1.750 5 0.750 -90,000 0.25000 None 0.000 0.000 0.375 Right Channel, Thickness 0.135 in Placement of Part from origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0,750 -90.000 0.25000 None 0.000 0.000 0,375 2 3.500 0.000 0.25000 Single 0.000 0.000 1.750 3 12.000 90,000 0,25000 Cee 0.000 0,000 6.000 4 3.500 180.000 0.25000 Single 0.000 0.000 1.750 5 0.750 270.000 0.25000 None 0.000 0,000 0,375 }i I t CFS Version 1 1.0.2 Page 1 Analysis: 19-1033 Columns.cfsa Rev, Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM c� Analysis Inputs Members Section File Revision Date and Time 1 Boxed 12x7x10ga.cfss 12/20/2018 8:04:17 AM Start Loc. End Loc. Braced R k� Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 10.630 None 0.0000 0.0000 20.000 0,000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.500 1.00 No 1.0000 2 XYTRxRy 10.630 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc, Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.1080 NA k i Bearing Length 1.00 in 2 Axial NA 0.500 10.630 1.0940 1,0940 k i I I i CFS Version 11.0.2 Page 2 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM , Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.6990 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 4.5560 4.5560 k Loading: Wind Load Transv, Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.3210 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 6.7580 6.7580 k Loading: Seismic Transv, Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0,8770 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 Ic Loading: Wind Longitudinal Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7110 NA k _ Bearing Length 1.00 in Loading: Seismic Longitudinal. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.7790 NA k Bearing Length 1.00 in 2 Axial NA 0.500 10.630 0.1690 0.1690 Ic Load Combination: D+5 Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 Load Combination: D+0.6W Transv+0.5 S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading • Factor , 1 Dead Load 1.000 2 Wind Load Transv. 0.600 3 Roof Snow Load 0.500 CFS Version 11.0.2 Page 3 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Load Combination: D+0.5(0.6W Transv)+S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.300 3 Roof Snow Load 1.000 Load Combination: D+E/1.4 Transv Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Transv, 0.714 Load Combination: D + S. +-0.5(0.6WLongit) Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 1 Dead Load 1.000 2 Roof Snow Load 1.000 s 3 Wind Longitudinal 0.300 Load Combination: D + 0.6W Longit + 0.5S Specification: AISI S100-12, US, ASD I Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 0.500 r� 3 Wind Longitudinal 0.600 ! Load Combination: D + E/1.4 Longitudinal c Specification: AISI S100-12, US, ASD Inflection Point Bracing: No E Loading Factor r 1 Dead Load 1.000 2 Seismic Longitudinal 0.714 i Member Check -AISI S100-12, US, ASD Load Combination: D+S I Design Parameters at 10.630 ft, Left side: I Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0090 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 FISLAS Grade 55/1, Fy=55 ksi Cbx - 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kQ, 0 k Red. Factor, R: 0 Lm 20.000 ft I CFS Version 11 .0.2 Page 4 3 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx ! (k) (l(-ft) (k) (k-ft) (lo Total 5.650 28.435 2.807 0.000 0.000 Applied 5.650 28,435 2.807 0.000 0.000 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5,2420 in^2 Ixe 107.82 inA4 Iye 44.14 inA4 Sxe(t) 17.970 in^3 Sye(1) 12,612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 Interaction Equations Eq, C5,2.1-1 (P, Mx, My) 0.085 + 0.721 + 0.000 = 0.806 <= 1.0 1 Eq. C5,2,1-2 (P, Mx, My) 0,054 + 0.706 + 0.000 = 0.760 <= 1.0 Eq, C3.3.1-1 (Mx, Vy) Sgrt(0,365 + 0.005)= 0.608 <= 1.0 Eq. C3.3,1-1 (My, Vx) Sgrt(0,000 + 0,000)= 0.000 <= 1.0 Member Check -AISI S100-12, US, ASD Load Combination: D+0.6W Transv+0.5 5 Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1,0000 Cmy 1.0000 ey 0,0000 in Braced Flange: None kc 0 k i Red. Factor, R: 0 Lm 20,000 ft I Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 7.427 28,871 2.850 0.000 0.000 Applied 7.427 28.871 2.8S0 0.000 0.000 Strength 66.338 40.285 39.992 21.875 30.405 Effective section properties at applied loads: , Ae 5.2420 in^2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 Sxe(b) 17,970 in^3 Sye(r) 12.612 inA3 Interaction Equations Eq. C5,2.1-1 (P, Mx, My) 0.112 + 0,737 + 0.000 = 0.849 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.071 + 0.717 + 0.000 = 0.788 <= 1.0 Eq. C3,3,1-1 (Mx, Vy) Sgrt(0.376 + 0,005)= 0.617 <= 1.0 Eq. C3.3,1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 t CFS Version 11.0.2 Page 5 Analysis: 19-1033 Columns.cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check - AISI S100-12, US, ASD Load Combination: D+0.5(0.6W Transv)+S Design Parameters at 10,630 ft, Left side: Lx 10,630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1,0000 Cmy 1,0000 ey 0.0000 in Braced Flange: None k< 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (](-ft) (k) (k-ft) (I<) Total 7,677 35.488 3.503 0.000 0,000 Applied 7.677 35.488 3.503 0.000 0.000 Strength 66.338 40.285 38,992 21,875 30,405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107,82 inA4 lye 44,14 in',4 Sxe(t) 17.970 inA3 Sye(l) 12.612 in^3 Sxe(b) 17.970 inA3 Sye(r) 12,612 inA3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.116 + 0.907 + 0.000 = 1.023 > 1.0 Eq. C5.2,1-2 (P, Mx, My) 0.073 + 0.881 + 0.000 = 0.954 <= 1.0 Eq. C3,3.1-1 (Mx, Vy) Sgrt(0.568 + 0.008)= 0,759 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1,0 Member Check - AISI S100-12, US, ASD Load Combination: D+E/1.4 Transv Design Parameters at 10,630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0,0000 in Braced Flange: None I<41 0 k Red, Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 7.437 0.734 0.000 0.000 Applied 1.215 7.437 0.734 0.000 0.000 Strength 66,338 40.285 38.992 21.875 30.405 CFS Version 11.0.2 Page G Analysis: 19-1033 Columns_cfsa Rev. Date: 5130/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM i Effective section properties at applied loads: Ae 5.2420 inA2 Ixe 107.82 inA4 lye 44.14 inA4 Sxe(t) 17.970 in AB Sye(1) 12.612 inA3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 i Interaction Equations t Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.185 + 0.000 = 0.204 <= 1.0 i i Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0,185 + 0.000 = 0,196 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.025 + 0.000)= 0.159 <= 1.0 l Eq. C3.a.1-1 (My, Vx) Sgrt(0.000 + 0,000)= 0.000 <= 1.0 I Member Check -AISI S100-12, US, ASD Load Combination: D + S + 0.5(0.6WLongit) Design Parameters at 10.630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy - 1,0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor, R: 0 Lm 20,000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 5,650 28.435 2.807 2.161 0.213 t Applied 5.650 28.435 2.907 2.161 0.213 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 inA2 Ixe 107.82 in^4 lye 44.14 inA4 Sxe(t) 17.970 inA3 Sye(l) 12.612 in^3 Sxe(b) 17.970 inA3 Sye(r) 12.612 in"3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.085 + 0.721 + 0,104 = 0.910 <= 1.0 ' Eq. C5.2.1-2 (P, Mx, My) 6.054 + 0,706 + 0.099 = 0.859 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.365 + 0.005)= 0.608 <= 1.0 t Eq. C3.3.1-1 (My, Vx) Sgrt(0.010 + 0.000)= 0.099 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 k/ft 0.40424 k/ft 1 i CFS Version 11.0.2 Page 7 Analysis: 19-1033 Columns.cfsa Rev. bate: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Member Check -AISI S100-12, US, ASD Load Combination: D + 0.6W Longit + 0.5S Design Parameters at 10.630 ft, Le-Ft side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0900 i Section: Boxed 12x7x10ga.cfss i Material. Type. A653 HSLAS Grade 55/1, Fy=55 I<si Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 1( , 0 1< Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (1<) (k-ft) (k) Total 3.372 14.764 1.457 4.321 0.427 Applied 3.372 14.764 1.457 4.321 0.427 Strength 66.338 40.285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 in^2 Ixe 107.82 inA4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(1) 12.612 in^3 Sxe(b) 17.970 in^3 Sye(r) 12.612 in^3 f Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.051 + 0.371 + 0.204 = 0.626 <= 1.0 > Eq. C5.2.1-2 (P, Mx, My) 0.032 + 0.366 + 0.198 = 0.596 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.098 + 0.001) 0.316 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0.039 + 0.000)= 0,198 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.00000 1</ft 0.80849 I(/ft Member Check -AISI S100-12, US, ASD Load Combination: D + E/1.4 Longitudinal Design Parameters at 10,630 ft, Left side: Lx 10.630 ft Ly 10.630 ft Lt 10.130 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Iced 0 k Red. Factor, R: 0 Lm 20.000 ft CFS Version 11 .0.2 Page 8 Analysis: 19-1033 Columns,cfsa Rev. Date: 5/30/2019 8:58:57 AM Printed: 5/30/2019 9:01:12 AM Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1.215 1,094 0.108 5.634 0.556 Applied 1.215 1.094 0.108 5.634 0.556 Strength 66.338 40,285 38.992 21.875 30.405 Effective section properties at applied loads: Ae 5.2420 inA2 Ixe 107.82 in^4 Iye 44.14 in^4 Sxe(t) 17.970 in^3 Sye(l) 12.612 in^3 Sxe(b) 17.970 inA3 Sye(r) 12.612 in^3 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.018 + 0.027 + 0.260 = 0.306 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.012 + 0.027 + 0.2S8 = 0.296 <= 1.0 Eq. C3,3.1-1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0.023 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sgrt(0,066 + 0.000)= 0.258 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0541 k/ft r r f i i i I 1 I i 2 Baja Construction Co.,Inc, Pagc 44 223 Foster Street Job 0 19-1033 Martinez, CA 94553 (800)366-9600 Column Embedment Required: M1 := MDL+ MsL=28.431,ft�kips M2:= MDL+MSL+ 0,5-(0i6-N4180,A) =35.484-ft-kips M3 MILL+ 0.5-Msj,+ 0.6-M180A=28,868,ft-kips M4 MD_L+ Qo,(0.714.ME,,) = 9,021-ft-kips h4max = max(M1.M2,N3,M4) =35.4841ft-kilis Load factor ..................................................... LF:= L7 LF-(Mmax) =60.322-ft,kips Strength reduction factor .............................. 0) := 0.65 =7 Concrete Strength .......................................... fc:= 2500-psi AC1318-14 Table 14.5.6-1 Design bearingstrenph ............................... Fb,:= 0.(0.85-fc) Fbrr,= 1.381-ksi Column flange width ...................................... b,,,:= 7.0-in w:= (Fbj(b,,,j) = 116.025-k[f Required column enibeclinent: dreqd:= r6--(LF)-(1%4rnwax) =21.194-in W 4 - Baja Construction Co., Inc. Pagc 45 223 Foster Street Job#19-1033 Martinez, CA 94553 (800) 366-9600 Pier rooting: 1-1col = 10.130 ft Mx.Moment, Mmax=35.484ft-kips ' Equivalent Point Load, P:= M max P=3.503-kips Hcol Allowable lateral bearing pressure .................. Sa- 100.000-psf ft Pole diameter(or diagonal) ......:.........................bpi,:=3b;0-in rpicr 0.5•bpier= 15.000•in Structure is not adversely affected by 1/2"gnnund motion — use twice value of Sa At Soil/Dire: 30"x 10'-3"deep non-constrained pier footing Unconstrained pier embedment depth ........... Dunconst.= 10.25•ft Gunconst St := 2•Sa• St =683.333•psf 3 2.34-P A:= A=4.79Rfi S j-bpiel dunconst:= 2 2• 1 +I 1 + 4.3(i•A lcol dunoansl= 10,063 ft At Concrete Slab: 30"x 6'-9" deep constrained pier footing Constrained pier embedment depth ................ Dconst:= 6,75•ft S3:= 2•S1 Dconst S3 = 1350,000•psf d 4.25• P.Heal d —6.685Ft Consl coast s3'b pier t At Asphalt Pavement: 30"x 8'-6"deep pier footing(average non-constrained,constrained) dave:= 0,5•(Duncorist+ Dconst) =8.500ft Baja Construction Co., Inc. Pagc 46 223 Foster Street Job 0 19-1033 Martinez,CA 94553 (800)366-9600 Check Pier Footing for Vertical Loads(DI+LL): Max.Vertical Load ................ Pvertl := Pdl + Ps1= 10.206-kips Pvert2:= Pdl + Psl + 0.5-0.6•PyA= 12,233•kips Pverl3 := Pdl + 0.5Ps1 + 0.6.PyA=9.704,kips Allow,Soi I Bearing: SBPatl,, ,= 1500.000•psf Friction Cauacity: Allow.Skin Friction Ff :_ $BPa11e�y =250.000•psf Friction capacity .................. Fa{rio= ('R'bpier'Ff)-(Dconst— L0,R) = 1 1.290•kips (neglect top 1.0 i1) ma;y(Pvert2,Pve►12,Pvert3) —Fah;c Soil pressure(end bearing), SPend.beari,,g:— = 192.149psf G.K- 2 7�'rpier Check Pier Footing for Upliil Loads(DL-1-W%jnd): Pneg,i❑dm,d.B =—20.898'psf Pnegleeward.B=—1.900•psf seal=20.25Oft dC6l=18,000ft uplift:= (10,6-w-Pne9%%- tda-md.B + 0.67•RDLI + �0,6�Pktegleeswnl�+ 0.67 ft➢L���scol�"�U.S d��� =2.701-kips Weight of footing ................ Wftg:= (145.pcf)•(-rr'rnie 2)'(Deonst) =4.804•kips r FS:= ` ftg = 1.779 J Uplift) I I Tillc Block Line i Project Tille: You can change this area Engineer: using the"Settings'menu item Project ID: (, and then using the"Printing& Project Descr: Title Block"selection, Tille Block Line 6 Printed:so MAY 2019. 9:d5AM LGeneral Footing File=llrilevaull4obs\OTHERR-111:1-103-2119-103-4\Ca•.cs1111033.eC6. SWM,are o0pytiol ENERCALC,INC.1903.2018,Build:10.18.12.13. 1.11f= Liceii-see ROBERT PREDDY Description: Alternate Spread Footinrl Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy;Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight - Yes Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.170 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = tl Min.Overlurning Safety Factor = 1.50 1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foal of depth Use ftg wl for stability,moments&shears Yes =when max. ksf Add Pedestal Wt for Soil Pressure No length or width is greater Than Use Pedestal wl for stability,mom&shear No = n Dimensions Width parallel to X-X Axis = 7.0 fi Length parallel to Z-Z Axis = 4.0 it Footing Thickness = 26.0 in I i � Pedestal dimensions... — px:parallel to X-X Axis = in — pz:parallel to Z-Z Axis = In ' Height in 1 I Rebartenterline to Edge of Concrete... ' at Bottom of fooling = 13.0 in Ar I � Reinforcing w Bars parallel to X-X Axis Number of Bars - 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 14 Reinforcing Bar Size = # 5 :_ •••u Bandwidth Distribution Check (ACI 15,4.4,2) i - Direction Requiring Closer Separation ...�.,,., Bars along Z-Z Axis It Bars required within zone 72.7% #Bars required on each side of zone 27.3% Applied Loads _ r D Lr L S W E H P:Column Load = 1.094 4.556 6.758 0,1690 k OB;Overburden = ksf M-xr, _ _ -- — 7.206 7,895 k-fl _ M-zz = 1.094 27,338 23.509 _ 8.882 k-11 V x - ---- ----— - ---- .. --••— --0.140 0.8770 V-z = 0,7110 0.7790 k Tille Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: lc! and then using the"Printing Project Descr: Title Block"selection. Title Block Line 6 Printed-30 MAY 2010, 9:45Arv1 General Footing File=lUdavardtlobsltl7NERR-1as•,o3-n1s.,o3-41CaIcs11s.1o33.ecG . Solhvare EMpighl ENLRCALC,INC.1983•Z018,Buttd:10,18.12.13 . Description: Alternate Spread Footing DESIGN SUMMARY __ • Min,Ratio Item Applled Capacity Governing Load Combination PASS 0.9784 Soil Bearing �1.775 ksf 1.814 ksf +D+0.7505+0,450W about Z-Z axis PASS 1,805 Overturning-X-X 6,708 k-tt 12.105 k-ft +0,60D+0.70E 1 PASS 1.720 Overturning-Z-Z 27,258 k-ft 46.887 k-fl +D+0.7505+0.5250E PASS 3.999 Sliding-X-X 0.6139 k 2.455 k +0,60D+0,70E PASS 5.797 Sliding-Z-Z 0,5453 k 3161 k +0.60D+0.70E PASS nla Uplift 0.0 k 0,0 k No Uplilt PASS 0.5125 Z Flexure(+X) 11.929 Wit 23.275 Oft +1.20D+1.605+0.50W PASS 0.06028 Z Flexure(-X) 1,403 k-ft/ft 23.276 k-fUff +0,90D-E PASS 0.05860 X Flexure(+Z) 1,364 k-ft/it 23.276 k-ft/ft +1,20D-j0.50S+Nr PASS 0.03591 X Flexure(•Z) 0,8358 k4t/ft 23.276 k-ftlfl +•1.20D+0,20S-E PASS 0.3902 1-way Shear(+X) 29.268 psi 75.0 psi +1,20D+1,60S+0,50W PASS 0,07894 1-way Shear(-X) 5.921 psi 75.0 psi +1.20D+1,605 PASS 0,05743 1-way Shear(+Z) 4,307 psi 75.0 psi +1.20D-t0.50S+W PASS 0.03791 1-way Shear(-Z_) 2,843 psi 75.0 psi +0.90D-E PASS 0,1222 2-way Punching 18,323 psi 150.0 psi +1.20D+1.605+0,50W ��� 301 ti 30�3 �� .�o i� d� ' � G� �� dp , 3b�°� �� ����� (�� � 32,�ti�S �V� �ti�a �„0 13(.,D . 3 21�Q CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417+Permit Center:360-403.3551 •- ��B�JIi:DIN�'rr�E_hM3'l' '- ; 17349 40th Avenue NE Permit#:9z16 Permit Expiration Date:'12/06/2020 Parcel#:31052100306900 Valuation: 100000.00 QwrrlElR .'jiIPP�I�J1I!i'�, .: . _ _ CQrITRACTOR AMWA CEDAR POINTE FUND LP AMWA Construction,Inc. AMWA Construction,Inc. 30141 AGOURA RD STE 100 30141 Agoura Rd,Suite 100 30141 Agoura Road,#100 AGOURA HILLS,CA 91301 Agoura Hills,CA 91301 Agoura Hills,CA 91301 206-713.9612 $18-706-0694 LIC:01WACCI824QG EXP:11/07/2020 MECHANICAL ggrRACTOR PLUMPING CONUACTOR LIC#: EXP: LIC#; EXP: JD!'< IaAF" PERMIT TYPE: Misc CODE YEAR: 2015 STORIES: 4 CONST.TYPE. DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: ]�PPWAPPI G AL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor,The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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 PEES 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_ 18CI I0/IRCI I0. ,SAI,t�i TAN NQJ'ICE:Sales tax relating to construction and construction materials in the City of Arlington trust be reported on your sales tax return form and coded City of Arlington#3I01. Z A " ;o grate a Print Name Date Roleasdd By Date CONDITIONS Adhere to approved plans.Approved job copy shall be onsite for inspections.Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THfl PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES 1 �ATY OF ARL1, 4GTON 19204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17309 40th Avenue NE Permit#:3216 Permit Expiration Date: 12/06/2020 Parcel#:31052100306900 Valuation: 100000.00 OWNER APPLICANT CONTRACTOR AMWA CEDAR POINTE FUND LP AMWA Construction,Inc. AMWA Construction,Inc. 30141 AGOURA RD STE 100 30141 Agoura Rd,Suite 100 30141 Agoura Road,#100 AGOURA HILLS,CA 91301 Agoura Hills,CA 91301 Agoura Hills,CA 91301 206-713-9612 818-706-0694 LIC:ArV1WACCI824QG EXP: 11/07/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: 2015 STORIES: 4 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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 of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. A. A CA i 1A )-O Signature Print Name Date Released By Date CONDITIONS Adhere to approved plans.Approved job copy shall be onsite for inspections. Call for inspections. THIS PERMIT AUTHORIZES 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 �- �� r I �, f 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 CommerclailMultl-Family Building Permit Appllcatlon. 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 Comm ercial/MuIti-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2)Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One(1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An Intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced@arlingtonwa.gov. I acknowledge that all Items designated above are included as part of this application. REV 1112019 Page 1 of 9 COMMERCIAL APPLICATION 4 PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE" Arlington,WA 98223" Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 110 miles per hour(Exposure B) Ground Snow Load: 25 pounds per square foot Seismic Zone: D1 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink,blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 1112019 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development P City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN- REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1 Specify model code information. 2 Construction Type. 3 Number of stories and total height in feet. 4 Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7 Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 118"minimum scale. Details a minimum Y,-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 1112019 Page 3 of 9 LIT Y Dj' COMMERCIAL APPLICATION f��T�, PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 118"minimum scale.Details a minimum %-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 11/2019 Page 4 of 9 Ltd Qo COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 11/2019 Page 5 of 9 68 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 RESIDENTb4L DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMTTAL CHECKLIST AND AN OCCUPANT S STATEMENT OF INTENDED USE. Name of Project Cedar Pointe Apartments Ukru� 7 Valuation: $100,000 Project Address: 17309 40th Ave N E Parcel ID#:31052100306300 Legal Description Lot 1, COA Short Plat No. MN-01-011-FSP Owner: AWMA Cedar Pointe Fund, LP Phone Number: 818-706-0694 Address: 30141 Agoura RD Suite 100 City:Agoura Hills State:CA Zip Code:91301 Engineer:CG Engineering Phone Number: 425-778-8500 Cell Phone. E-mail: inaltisha_(@cnennineerina_,c_o_m 250 4th Ave S Ste 200 Edmonds 98020 Address: City: State:WA Zip Code• General Contractor:AMWA Construction, Inc. Phone Number:818-706-0694 Cell Phone: 206-713-9612 E-mail: jbiegen@amwahousing.com Address-.30141 Agoura RD Suite 100 City:Agoura Hills State: CA Zip Code: 91301 Contractor's License Number:CC AMWACC1824QG Expiration:ll/7/2020 Contact Person: Jill Blegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail: iblegenPamwahousinq.com Address: 30141 Aaoura Road. Suite 100 City:Agoura Hills State:fig_ Zip Code: 91301 Proposed Scope of Work:Elevator#3 Deferred Submittal REV 11/2019 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development eP Y P City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant Elevator#3 Deferred Submittal for Cedar Pointe Apartments Site Address17309 40th Ave NE Bldg/Unit/Suite IBC Construction Type y-A IBC Occupancy Type R-2 Description of Use Senior Low Income Housing Building Square Footage 218,593 Number of Stories 4 Square Footage Per Floor55,000 WIII 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. Statement of Special Inspection REV 11/2019 Page 7 of 9 LIT Y 4� COMMERCIAL APPLICATION s • PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Elevator#3 Deferred Submittal Name of Project: _ _. 17309 40th Ave NE Project Address: Special Inspection Firm: NA-Deferred Submittal — Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( J Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( } Structural Masonry ( i Structural Steel and Welding ( ) High-Strength Bolting ( 1 Spray-Applied Fireproofing ( } Smoke-Control Systems ( } Other Specify All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports, on site,for review. REV 1112019 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL !� ./N C, O Department of Community& Economic Development eP Y P 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:Jill Blegen Date June 09, 2020 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 Jill Blegen June 09, 2020 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 11/2019 Page 9 of 9 i Y °� City of Arlington llgvvr�� Development ' rices ���tNG�o 238 N. Olympic • Arlington, WA 98223 DATE JOB NO. ❑Administration ❑Buildin ❑En ineerin 31(a g g g ATTENTION ❑Planning ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION c. ii II IZ 1�1 ft-k�C, THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS 7i i� —TD l G�1 COPY TO._ SIGNED: If enclosures are not as noted,kindly notify us at once. r . t 1� I !?}{ dd _ 3215' i ot CITY OF ARUNGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:36OA03-3417-Permit Center:360-403=3551 BUILDING PERMIT Permit#:3215 17309 40th Avenue ME Permit Expiration Date: 12/06/2020 i Parcel*31052.100306900 valuation: 100000.00 OAS APPLICANT. _ -CO N'�R_AACTUR AMWA CEDAR POINTE FUND LP AMWA Construction,Inc. AMWA Construction,Inc. 30141 AGOURA RD STE 100 30141 Agoura Rd,Suite 100 30141 Agoura Road,#100 i AGOURA HILLS,CA 91301 Agoura Hills,CA 91301 Agoura Hills,CA 91301 206-713-9612 819-706.0694 i LIC:AMRACCIS24QG EXY: t IM712M MECHANICAL CONTRACTOR PLUMBING CONTRACCOR 1 LIC#: EXP: LIC#: EXP; • d0>d D1t�9f�P'T1tUi�i PERMIT TYPE: Misc CODE YEAR: 2015 STORIES: 4 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow constnrction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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. IBCII0/[RC1I0. SALES TAX NOTICE:Sales tax relating ro construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. r ' JZ- Print-Na& Date Rtledsed 8y Date CONDITIONS Adhere to approved plans.Approved job copy shall be onsite for inspections.Call for inspections. THIS PERMIT AUTHORIZES 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 " �� � / * ° = " U n �. ' " ~ � ^ . — n — — .. . . CITY OF ARLI-LIGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 17309 40th Avenue NE Permit#: 3215 Permit Expiration Date: 12/06/2020 Parcel#:31052100306900 Valuation: 100000.00 OWNER APPLICANT CONTRACTOR AMWA CEDAR POINTE FUND LP AMWA Construction,Inc. AMWA Construction,Inc. 30141 AGOURA RD STE 100 30141 Agoura Rd, Suite 100 30141 Agoura Road,#100 AGOURA HILLS,CA 91301 Agoura Hills,CA 91301 Agoura Hills,CA 91301 206-713-9612 818-706-0694 LIC:AMWACCI824QG EXP: 11/07/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: 2015 STORIES: 4 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL -. The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this pen-nit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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. IBCl l0/IRCI10. SALES TAR NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. cL A,A,f I A Signature Print Name Date R le sed By Date CONDITIONS Adhere to approved plans.Approved job copy shall be onsite for inspections.Call for inspections. THIS PERMIT AUTHORIZES 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 1 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 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. 12 One (1) City of Arlington Comm erciaVMulti-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form 0 Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One(1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER INCOMPLETE 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@arlingtonwa.gov. I acknowledge that all Items designated above are Included as part of this application. REV 11/2019 Page 1 of 9 COMMERCIAL APPLICATION o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 110 miles per hour(Exposure B) Ground Snow Load: 25 pounds per square foot Seismic Zone: D1 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 1112019 Page 2 of 9 COMMERCIAL APPLICATION %l7Vr,'� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN— REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1 Design Professional in Responsible Charge 2 Architects 3 Structural Engineers 4 Owner 5 Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 11/2019 Page 3 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 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 11/2019 Page 4 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL JN C� Department of Community& Economic Development eP Y P City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 11/2019 Page 5 of 9 G1T Y 0 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 LWDER THE 1RC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBUTTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Cedar Pointe Apartments �pf,/ pp /- Valuation: $100,000 Project Address: 17309 40th Ave N E Parcel ID#: 31052100306300 Legal Description Lot 1, COA Short Plat No. MN-01-011-FSP Owner: AMWA Cedar Pointe Fund, LP Phone Number: 818-706-0694 Address: 30141 Agoura RD Suite 100 City:Agoura Hills State:CA Zip Code:91301 Engineer:CG Engineering Phone Number: 425-778-8500 Cell Phone: E-mail: ioalushaO cgenaineerina.c_o_m 250 4th Ave S Ste 200 Edmonds 98020 Address: City: State:V� Zip Code: General Contractor:AM WA Construction, Inc. Phone Number:818-706-0694 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousing.com Address:30141 Agoura RD Suite 100 City:Aaoura Hills State: CA Zip Code 91301 Contractor's License Number:CC AMWACC1824QG Expiration:11/7/2020 Contact Person: Jill Blegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail: iblegen@amwahousinq.com Address: 30141 Agoura Road, Suite 100 City:Agoura Hills State: CA Zip Code: 91301 Proposed Scope of Work:Elevator#2 Deferred Submittal REV 11/2019 Page 6 of 9 f COMMERCIAL APPLICATION )NG` PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant Elevator#2 Deferred Submittal for Cedar Pointe Apartments Site Address17309 40th Ave N E _Bldg/Unit/Suite IBC Construction Type y A IBC Occupancy Type R-2 Description of Use Senior Low Income Housing Building Square Footage _218,593 Number of Stories 4 Square Footage Per Floor55,000 WIII 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. Statement of Special Inspection REV 11/2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL V Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Elevator #2 Deferred Submittal for Cedar Pointe Apartments Name of Project: 17309 40th Ave NE Project Address: Special Inspection Firm: NA-Deferred Submittal Address: Contact Person: Phone: Email., Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 11/2019 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 have read and agree to comply with the terms and conditions of this agreement Owner:Jill Blegen Date:June 09, 2020 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 Jill Blegen June 09, 2020 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 11/2019 Page 9 of 9 i .� O�� ,32��1 CITY OF ARLE ,-GTON 19204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-401-3417-Permit Center:360403-3551 17309 40th Avenue NE Permit#:3214 Pon-nit Expiration Date: 12/0612020 Parcel.#:3 1 052 1003.06900 Valuation: l00000,0G O iR- _-�NX - R�P�F,ICAL�T _ C4>!IT[tAC'FOR; AMWA CEDAR POINTS FUND LP AMWA Construction,Inc. AMWA Construction,Inc. 30141 AGOURA RD STE 100 30141 Agoura Rd,Suite 100 30141 Agoura Road,#100 AGOURA HILLS,CA 91301 Agoura Hills,CA 91301 Agoura Hills,CA 91301 206-113-9612 818-706-0694 LIC:AMWACC18..24QG EXP;11/07/2020 NE'CHANICAI; TOR, ;PLt1M$f11IG;E0IYT)EtAeTOR LIC#: EXP: LTC#: EXP: PERMIT TYPE: Miso CODE YEAR: 2015 STORIES: 4 CONST.TYPE: DWELLING UNITS: OCC CrROUP BUILDINGS: OCC LOAD: P19:R1V�);APP�2AYA 1. The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal Iaw,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpectxd to allow construcdgn activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Govemor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of Che Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO CO-N2L'Y 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 1S 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. IBCI10/IRCI 10. SALES TAX=ICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. I r ` n zo S Print Na Date ` ktkosed By Date r CONDITIONS Adhere to approved plans.Approved job copy shall be onsite for inspections.Call for inspections. THIS PERMIT AUTHORIZES 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 SEPARArF-PERMISSION. PERMIT FEES CITY OF ARLI TGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center:360-403-3551 BU ILDiNG:PERMIT 17309 40th Avenue NE Permit#:3214 Permit Expiration Date: 12/06/2020 Parcel#: 31052100306900 Valuation: 100000.00 OWNER APPLICANT CONTRACTOR AMWA CEDAR POINTE FUND LP AMWA Construction,Inc. AMWA Construction,Inc. 30141 AGOURA RD STE 100 30141 Agoura Rd,Suite 100 30141 Agoura Road,#100 AGOURA HILLS,CA 91301 Agoura Hills,CA 91301 Agoura Hills,CA 91301 206-713-9612 818-706-0694 LIC:AMWACCI824Q13 EXP:11/07/2020 MECHANICAL CONTRACTOR PL1i11 WNG CONTRACTOR LIC#: EXP: LIC#: EXP: JUS DESCRIPTION PERMIT TYPE: Mise CODE YEAR: 2015 STORIES: 4 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. r—JUI �df IA r� ! Signature Print Name Date leased By Date CONDITIONS Adhere to approved plans.Approved job copy shall be onsite for inspections. Call for inspections. THIS PERMIT AUTHORIZES 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. PERMMIT FEES y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development eP Y P 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 Comm erciaVMulti-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An Intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced@arlingtonwa.gov. I acknowledge that all Items designated above are Included as part of this application. REV 11/2019 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 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 110 miles per hour(Exposure B) Ground Snow Load: 25 pounds per square foot Seismic Zone: D 1 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink,blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 1 1/2019 Page 2 of 9 LtT Y Off, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS I. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) S. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 11/2019 Page 3 of 9 G11� pit' COMMERCIAL APPLICATION '�►i PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3 ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. U SPECIAL INSPECTION 1 Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. _ _ D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 11/2019 Page 4 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 building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 11/2019 Page 5 of 9 GtC� Off, 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 COMMERCML STRUCTURES AND RESIDEN714L DWELLINGS NOT REGULATED 119YDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Cedar Pointe Apartments Valuation: $35M 100.()W Project Address: 17309 40th Ave N E Parcel ID#: 31052100306300 Legal Description Lot 1, COA Short Plat No. MN-01-011-FSP Owner: AMWA Cedar Pointe Fund, LP Phone Number: 818-706-0694 Address: 30141 Agoura RD Suite 100 City:Agoura Hills State:CA Zip Code:91301 Engineer:CG Engineering Phone Number: 425-778-8500 Cell Phone: E-mail: ibalushaOCoengineerina.co_m 250 4th Ave S Ste 200 Edmonds 98020 Address: City: State: Zip Cafe General Contractor:AMWA Construction, Inc. Phone Number:818-706-0694 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousing.com Address:30141 Aqoura RD Suite 100 City:Aaoura Hills State: CA.� Zip Code: 91301 Contractor's LicenseNumber:CC AMWACC1824QG Expiration:11/7/2020 Contact Person: Jill elegen Phone Number: 206-713-9612 Cell Phone: 206-713-9612 E-mail: jblegen@amwahousinq.com Address: 30141 Agoura Road. Suite 100 City:Agoura Hills State: CA Zip Code: 91301 Proposed Scope of Work:Elevator Deferred Submittals-Attached are L & I Approved Submittals REV 1112019 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development eP Y P City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant Elevator Deferred Submittals for Cedar Pointe Apartments Site Address17309 40th Ave N E Bldg/Unit/Suite IBC Construction Type y A IBC Occupancy Type R-2 Description of Use Senior Low Income Housing Building Square Footage 218,593 Number of Stories 4 Square Footage Per Floor55,000 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. Statement of Special Inspection REV 11/2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development �P Y P City of Arlington• 16204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Deferred Submittal for Elevators at Cedar Pointe Apartments Name of Project: 17309 40th Ave NE Project Address: Special Inspection Firm: N/A -Elevators inspected by L & I Address: Contact Person: Phone: Email.- Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed) ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( } Shotcrete ( } Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( } Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 11/2019 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:Jill Blegen Date June 01, 2020 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 Jill Blegen June 01, 2020 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 1112019 Page 9 of 9 �. I 300 , 30O 30 l5- , 30ILP , 30 n , 3o I B ,* 3oic� CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport I Permit#.3019 Parcel#:31052100306900 Valuation:31298.40 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Constriction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,#100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone:818-706-0694 LIC:AMWACC1824QG EXP: 11/07/2020 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: 2015 STORIES: 1 CONST.TYPE: `/B DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL 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. IBC l 10/IRC 110. SALES TAX NOTI E:Snlcs tax relating to construction and construction materials in the City of Arlington mush be reported on your sales tax return form and code .'t f ipgton 03101, tgnatt rc I Print Name Date eleascd By Date C ITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHOR1ZFS 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 02/19/2020 Building Permit Fee $692.92 02/19/2020 Processing/Technology Fee $25.00 02/19/2020 State Surcharge-Commercial $25.00 02/19/2020 Building Plan Review Fee $450.40 Total Due: $1,193.32 Total Payment: $0.00 Balance Due: $1,193.32 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 CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport H Permit#:3019 Parcel#:31052100306900 Valuation:46947.60 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,9100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone:8 l 8-706-0694 LIC:AMWACC1824QC EXP: 11/07/2020 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: 2015 STORIES: 1 CONST.TYPE: `IB DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL 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. IBC 1 10/IRC 110. SALES TAX NOTI :Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded AZZ 1. Sign turc Print Name Date elcased By <j Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHORIZES 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 02/19/2020 Building Permit Fee $921.52 02/19/2020 ProcessinglTechnology Fee $25.00 02/19/2020 State Surcharge-Commercial $25.00 02/19/2020 Building Plan Review Fee $598.99 Total Due: $1,570.51 Total Payment: $0.00 Balance Due: $1,570.51 CALL FOR INSPECTIONS BUILDING(360)403-3417 When tailing for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon :. 1 ., . � ;; j, .� �� CITY OF ARLINGTON 0 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport G Permit#:3017 Parcel#:31052100306900 Valuation:62596.80 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,#100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone:818-706-0694 LIC:AMWACCI824QG EXP: 11/07/2020 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: 2015 STORIES: I CONST.TYPE: VB DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL 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. IBC 1 l0/IRC110. SALES TAX NOTICE:Sales tax relating to constriction and construction materials in the City of Arlington mu be reported on your sales tax return form and coded "I of lington#3101, 1 2UZU /L ignature Print Name Daic Released ffy Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHORIZES 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 PER;WIISSION. PERMIT FEES Date Description Fee Amount 02/19/2020 Building Permit Fee $1,105.17 02/19/2020 Processing/Technology Fee $25.00 02/19/2020 State Surcharge-Commercial $25.00 02/19/2020 Building Plan Review Fee $718.36 Total Due: $1,873.53 Total Payment: S0.00 Balance Due: $1,873.53 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 ., T r W' CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport F Permit#:3016 Parcel#:31052100306900 Valuation:46947.60 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,#100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone;206-713-9612 Phone:818-706-0694 LIC:AMWACC1824QG EXP: 11/07/2020 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: 2015 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL 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. IBCl10ARCI I0. SALES TAX NOTICE:Sales lax relating to construction and constriction materials in the City of Arlington must be reported on your sales tax return form and coded Cit oI'Arl' ton#3101. Sig ture Print Name Date Ycleased By Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHORIZES 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 02119/2020 Building Permit Fee $921.52 02/19/2020 ProcessinglTechnology Fee $25.00 02/19/2020 State Surcharge-Commercial $25.00 02/19/2020 Building Plan Review Fee $598.99 Total Due: $1,570.51 Total Payment: $0.00 Balance Due: $1,570.51 CALL FOR INSPECTIONS BU ILDING(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 I CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport E Permit#:3015 Parcel#:3 10521 003 06900 Valuation:46947.60 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Compaay Address] Address:30141 Agoura Road,#100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone_818-706-0694 LIC:AMWACC1824QG EXP: I1/07/2020 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: 2015 STORIES: I CONST.TYPE: VB DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY IIAS BEEN GRANTED, IBC 110/1RC 110. SALES TAX NOTICE:Sales tax[elating to construction and construction materials in the City of Arlington must be reported on your sales tax return foam and coded Ci of •ington#3101. ' 'tuk , rs(� Zoe L ' atu Print Name Date Released By Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED,THIS PERMIT COVERS WORK TO BE DONE ON PRI VATF,PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 0 211 9/2 0 2 0 Building Permit Fee $921.52 02/19/2020 Processing/Technology Fee $25.00 02119/2020 State Surcharge-Commercial $25.00 02/19/2020 Building Plan Review Fee $589.99 Total Due: $1,561.51 Total Payment: $0.00 Balance Due: $1,561.51 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 1 I 1 �� 1 1 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport D Permit#:3014 Parcel#:31052100306900 Valuation:31298.40 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,#100 City,State"Zip:AGOURA FALLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone:81 8-706-0694 LIC:AMWACC1824QG EXP: 11/07/2020 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: 2015 STORIES: I CONST.TYPE: VB DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. Tl{IS 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. IBC 10/IRCI 10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded Ci of e tin ton#3101. nature Print Name Date Released By Date. �n CONDITIONS Adhere to approved plans. Call for inspections. T141S PERMIT AUTHORIZES 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 02/19/2020 Building Permit Fee $692 92 02/19/2020 Processing/Technology Fee $25.00 02/19/2020 State Surcharge-Commercial $25.00 0 2/1 9120 2 0 Building Plan Review Fee $450.40 Total Due: $1,193.32 Total Payment: S0.00 Balance Due: $1,193.32 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 i ,. �._ CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport C Permit#:3013 Parcel#:31052100306900 Valuation:62596.80 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,#100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone:818-706-0694 LIC:AMWACC1824QG EXP: 11/07/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Nance: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASH INGTON 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. IBC 110/IRC 110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington List be reported on your sales tax return form and coded City Arlington#3101. 1A'1\ 31L(12-� , o- i g ature Print Nate Date Refi sed By Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHORIZES 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 02/19/2020 Building Permit Fee $1,105.17 02/19/2020 Processing/Technology Fee $25.00 02/19/2020 State Surcharge-Commercial $25.00 02/19/2020 Building Plan Review Fee $718.36 Total Due: $1,873.53 Total Pavment: S0.00 Balance Due: $1,873.53 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the fullowing information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon - B CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport B Permit#:3012 Parcel#:31052100306900 Valuation:65784.60 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,#100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone:818-706-0694 LIC:AMWACC1824QG EXP: 11/07/2020 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: 2015 STORIES: 1 CONST.TYPE: ` B DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL 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. 1BCl]0/IRCI 10. 5 T NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and code i rlington#3101. -3 kjZb?-k3 r7AM Si atuTC Print Name Date Released By Date CONDITIONS Adhere to approved plans. Call for inspections, THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BF 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 02/19/2020 Building Permit Fee $1,137.00 0211912020 Processing/Technology Fee $25.00 02/19/2020 State Surcharge-Commercial $25.00 02/19/2020 Building Plan Review Fee $739.05 Total Due: $1,926.05 Total Payment: $0.00 Balance Due: $1,926.05 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 i i ri - • - - ==f CITY OF ARLINGTON \ ` 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17309 40th Ave NE Carport A Permit#:3011 Parcel#:31052100306900 Valuation:46947.60 OWNER APPLICANT CONTRACTOR Name:AMWA CEDAR POINTE FUND LP Name:[Company Name] Name:AMWA Construction,Inc. Address:30141 AGOURA RD STE 100 Address:[Company Address] Address:30141 Agoura Road,#100 City,State Zip:AGOURA HILLS,CA 91301 City,State Zip:Agoura Hills,CA 91301 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:206-713-9612 Phone:818-706-0694 LIC:AMWACC1824QG EXP: 11/07/2020 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: 2015 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: U BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL 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 of Arlington must be reported on your sales tax return form and c ed Cily of Arlington#3101, i ture Print Nam Date Released By 0 Date CONDITIONS ADHERE TO APPROVED PLANS. CALL FOR INSPECTIONS. THIS PERMIT AUTHORI7.FS 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 02/19/2020 Building Permit Fee $921.52 02/19/2020 Processing/Technology Fee $25.00 02/19/2020 State Surcharge-Commercial $25,00 02/19/2020 Building Plan Review Fee $598,99 Total Due: $1,570.51 Total Payment: S0.00 Balance Due: $1,570.51 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit#: 3019 Permit Date: 02/04/20 Permit Type: COMMERCIAL BUILDING Project Name: Cedar Point Apartments Applicant Name: AMWA Construction Applicant Address: 30141 Agoura Rd Suite 100 Applicant, City, State, Zip: Agoura Hills, CA 91301 Contact: Jill Blegen Phone: 206-713-9612 Email:jblegen@amwahousing.com Scope of Work: Carport Valuation: 31298.40 Square Feet: 648 Number of Stories: 1 Construction Type: VB Occupancy Group: ID Code: Permit Issued: 03/04/2020 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CITY OF ARL BSP 9418 31052100306900 17309 40TH AVENUE NE REC AFN 201808215006& AMWA CEDAR 110 Senior Citizen AMD BSP REC AFN POINTE FUND LP Exemption Residual 201811065001 Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONSTRUCTION Labor&AMWACC1824QG Inc. Road,#100 CONTRACTOR Industries Fees Fee Description Notes Amount Building Permit Table 4-1 $692.92 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $450.40 Total $1,193.32 Attached Letters Date Letter Description 02/19/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 03/04/2020 AMWA Check 1409 Raelynn Jones $1,193.32 Outstanding Balance $0.00 Uploaded Files Date File Name 02/04/2020 6199116-Cedar Point Carports Application.pdf