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Home My WebLink About427 S FRENCH AVE_BLD3465_2026 NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY ❑ APPROVED PERMIT#: 0,AM ❑ PM DATE: OB ADDRESS: �� -� "J' 1..`L�; LOT#: PROJECT: TYPE OF INSPECTION: OTHER: If4-� L;1 ;L �� ok� - 1 ��-, ��L?✓ l�� j ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION i . c" : ; i i � k'1A_- � r-�.: v i: �_ �,/J,•';;•j.-:''� mow- �. { {. L j, THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAY APPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE o ANNING O CIVIL 0 BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER I Cl PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY r n APPROVED I { PERMIT#: �.�"I I AmM M - } lj' DATE: JOB ADDRESS: P it. PROJECT. 1 1 TYPE OF INSPECTION: + OTHER: J ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION l 1 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Cl PLANNING Cl CIVIL 0 RUILn NG CITY OF ARLINGTON YNOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: d AM ❑ PM DATE: �Z- JOB ADDRESS: f LOT#: PROJECT: TYPE OF INSPECTION: OTHER:, ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT Cl CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$SO REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3SS1 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE / `r// S Cl PLANNING O CIVIL Cl BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 2fAPPROVED PERMIT#: L] Am ❑ PM DATE: JOB ADDRESS: LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 0 PLANNING Cl CIVIL BUILDING ,� CITY OF ARLINGTON %b"b£ _ £65;bZ/ Z04'8 2 S3OV=�aif1S ST101A?J3dWl a3S0d0tJd 1V101 133N$ "=fs L18'17 - kVM>-lV'M 1N0Jd/.1VM3nIJ4 VNIISIX3 � 51m-mZ dS 5Z9 OIl'vd J'd3J VNIAIX3 dS 89£'I 3r,"VID 9NI1SIX3 :ON 311: dS Z65'I = 1NIJd100=1 3Sf10H a3SOdONd aJDV'NEIA00 .L0'l (S3NOV 95")"3S £6EbZ V3NVI 101 -1'G'101 NV I3i..{—1� al 1 o ,k vwwns b a I� \Y/ m SSV 3AOG'V ,5£ '1HV13H'XVW %5£ :AVVN3AOO 101'XVW 8'NIW:>I0'V'913S kNVCINnoa 100'ZGI � ,0Z °>IOV913S 1NOJd CYN10 '3NOZ m :O=INI VNINO ----------------------->Oa9-LEIe ,a- 6 - - - ---- -------------� ----- I \\II I S >103a m3N r t__-'--------- -----; 03AOWMi 30013i niormuo 439VWVO aN]:l d0 3NIl 35 N NI£1 II 3N ----- "- 5££908589£« 130 JVd ND 111 CI a I .0-.5L � NO I ��1��S✓�CI �'V`�� , _ : : I ; ::a�sodo�d � I 13N1SV0W00&MNdH , £509-z04(SZb) N 9£086 VM'40OMNN k-1 ( f 74 (P 50Z 319 '"m 3AV Hl9£ 50161 CNVN031 SIJHO �l `tiid�:i-t M 15 193MHiNON GNVI93CI 3WOH I �II�S17C�'I. OL90-LI17(9(OZ) NUMMOM U 9£086 Vm COOMNN 11 I �NIlSIX3 r ^Z 50Z 311nG"M 3AV H19£ 50161 VM'N0IVNJ-TNV VrINOS3>I O>ISVd 3AV HON3Jd S LZb z rn JDNIZ133NIIDN3>0 11VCIN" 3OINiV39 rala"UNHIONVIR4 r—� 17T NO 1�'Q`1�l o�NI 10�WO�I� t D - � n � rn I I - YDN N >I I N M cDil ; I 0� �I , I b , E_ I 3r Zlb`s7 i _kVIMBAIz117 73nVNLD �NIlSIX3 l7 , D1> Lo I ' jIL--------------------------- 0.. (: !'VW )-,1INIOIA F 0!6 oe ' 00,z61 o r 3 r ■ ' M 4 •- 2gA M F �lr Ln " H m �I /1 � b' rn 'Uri ,, CITY OF ARLINGTON &7A 18204 59th Avenue NE,Arlington,WA 98223 qW INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 427 S FRENCH AVE Permit#:3465 Permit Expiration Date:04/04/2021 Parcel#:31051100101800 Valuation: 150000.00 OWNER APPLICANT CONTRACTOR RANDALL CHARLES&BEATRICE Paradise Construction,Inc. Paradise Construction,Inc. 427 S FRENCH AVE 14751 N Kelsey St.,#331 14751 N Kelsey St ARLINGTON,WA 98223 Monroe,WA 98272 Monroe,WA198272 425-422-1999 425-422-1999 LIC:PARADC1077PN EXP:09/22/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR l LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Residential Alteration CODE YEAR: 2015 STORIES: I CONST.TYPE: VB DWELLING UNITS: I OCC GROUP: R3 BUILDINGS: 1 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 decisions 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/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 City of Arlington#3101. ignatu Print Name Date Released By Date CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. DRAINAGE SHALL INFILTRATE PER CITY OF ARLINGTON STANDARD DETAIL SD-140-ATTACHED.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS.CALL FOR INSPECTIONS. I 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 10/19/2020 Budding Permit Fee $1,918.24 10/19/2020 Mechanical Base $25.00 10/19/2020 Proceasing/Technology Fee $25.00 10/19/2020 Beth/Shower or Shower Only $30.00 10/19/2020 Clothes Washer $15.00 10/19/2020 Hose Bib/Roof Drains $45.00 1011912020 Lavatory $30.00 10/19/2020 Plumbing Bass $25.00 10/19/2020 Plumbing Misc. $45.00 10119I2020 Sinks/Todets/Urinals/Dlsposal $30 00 10/19/2020 Water Heater $25.00 10/19/2020 State Building Code Surcharge Fee $6.60 10/19/2020 Building Plan Review Fee $1,246.86 TotalDue: $3,466.60 Total Payment: $0.00 Balance Due: $3,466.60 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections 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 18204 59th Avenue NE,Arlington,WA 98223 i INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 427 S FRENCH AVE Permit#:3465 Permit Expiration Date: 04/04/2021 Parcel#: 31051100101800 Valuation: 150000.00 OWNER APPLICANT CONTRACTOR RANDALL CHARLES &BEATRICE Paradise Construction,Inc. Paradise Construction,Inc. 427 S FRENCH AVE 14751 N Kelsey St.,#33.1 14751 N Kelsey St ARLINGTON,WA 98223 Monroe,WA 98272 Monroe,WA 98272 425-422-1999 425-422-1999 LIC:PARADC1077PN EXP:09/22/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Residential Alteration CODE YEAR: 2015 STORIES: 1 CONST. TYPE: VB DWELLING UNITS: I OCC GROUP: R3 BUILDINGS: 1 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. IBCI 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 City of Arlington#3101. Signature Print Name Date Released By Date CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. DRAINAGE SHALL INFILTRATE PER CITY OF ARLINGTON STANDARD DETAIL SD-140-ATTACHED.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUI—r ON AND INSPECTIONS.CALL FOR INSP--TIONS. THIS PERMIT AUTHORIZES ONLY AE WORK NOTED.THIS PERMIT COVER;. .ORK 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 10/19/2020 Building Permit Fee $1,918.24 10/19/2020 Mechanical Base $25.00 10/19/2020 Processing/Technology Fee $25.00 10/19/2020 Bath/Shower or Shower Only $30.00 10/19/2020 Clothes Washer $15.00 10/19/2020 Hose Bib/Roof Drains $45.00 10/19/2020 Lavatory $30.00 10/19/2020 Plumbing Base $25.00 10/19/2020 Plumbing Misc. $45.00 10/19/2020 Sinks/Toilets/Urinals/Disposal $30.00 10/19/2020 Water Heater $25.00 10/19/2020 State Building Code Surcharge Fee $6.50 10/19/2020 Building Plan Review Fee $1,246.86 Total Due: $3,466.60 Total Payment: $0.00 Balance Due: $3,466.60 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Aoin' Permit#: 3465 Permit Date: 10/06/20 Project Name: Randall Site Address: 427 S French Avenue Company/Applicant Name: Paradise Construction, Inc. Company/Applicant Address: 14751 N Kelsey St., #331 City, State, Zip: Monroe, WA 98272 Contact: Galen Holmquiest Phone: 425-422-1999 Email: holmquistl0@msn.com Permit Type: Commercial Alteration Valuation: 150000.00 Square Feet: 0 Number of Stories: 1 Type of Construction: VB Occupancy Type: R-3; Residential Scope of Work: Repair fire damage to SFR MIC/Opportunity Zone: Permit Issued: Permit Expires: 04/04/2021 DNU: Status: IN PROCESS Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning RANDALL I I I Single Family 31051100101300 427 S FRENCH AVE CHARLES& Residence- BEATRICE Detached Contractors Contractor Primary Contact Phone Address Contractor Type License License# Paradise Construction, Galen Holmquist 425-422-1999 14751 N Kelsey St OWNER Labor and PARADCI077PN Inc. Industries Plan Reviews Date Review Type Description Assigned To Review Status 10/06/2020 Residential Dwelling Building In Review ii L 0/06/2020 Residential Dwelling Josh Grandlienard In Review 10/06/2020 Residential Dwelling Nova Heaton In Review Fas Fee Description Notes Amount Building Permit Fee Table 4-1 $1,918.24 Mechanical Base Permit Fee $25.00 Processing/Technology Fee $25.00 Bath/Shower or Shower Only $30.00 Clothes Washer $15.00 Hose Bib/Roof Drains $45.00 Lavatory Toilet&Sink Only $30.00 Plumbing Base Permit Fee $25.00 Plumbing Misc. Not otherwise specified 2 water closets 1 dishwasher $45.00 Sinks/Toilets/Urinals/Disposal Sinks-Kitchen,Bar,Service,Bath, $30.00 Handwash Water Heater Tank or Tankless $25.00 State Building Code Surcharge Fee Residential- 1 st Unit $6.50 Building Plan Review Fee Table 4-2 $1,246.86 Total 53,466.60 Uploaded Files Date File Name 10/06/2020 7478501-3465 Application.pdf Permit#: 3482 Permit Date: 10/09/20 Project Name: Randall Company/Applicant Name: Paradise Construction, Inc. Company/Applicant Address: 14751 N Kelsey St., #331 City, State, Zip: Monroe, WA 98272 Contact: Galen Holmquiest Phone: 425-422-1999 Email: holmquistl0@msn.com Permit Type: ZON Valuation: 150000.00 Square Feet: 300 Number of Stories: 1 Type of Construction: VB Occupancy Type: R-3; Residential Scope of Work: Repair fire damage to SFR with addition MIC/Opportunity Zone: Permit Issued: Permit Expires: 04/04/2021 DNU: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning RANDALL 1 i 1 Single Family 31051100101800 427 S FRENCH AVE CHARLES& Residence- BEATRICE Detached Contractors Contractor Primary Contact Phone Address Contractor Type License License# Paradise Construction, Galen Holmquist 425-422-1999 14751 N Kelsey St OWNER Labor and PARADCI077PN Inc. Industries Plan Reviews Date Review Type Description. Assigned To Review Status 10/09/2020 ZON Josh Grandlienard Approved 10/09/2020 ZON Building In Review 10/09/2020 ZON ) Nova Heaton In Review 10/09/2020 ZON No comments,L. PW Admin Rev Approved 10/09/2020 ZON PW-Sew-Rev In Review 10/09/2020 ZON No comments for this review. PW-Wat-Rev Approved Gus Uploaded Files Date File Name 10/09/2020 7496813-3465 Application.pdf 10/09/2020 7496912-3465 Site Plan.pff 440. 6"", RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. 7 Project Address: 61 Plat: ❑ Single-family ❑ Duplex ❑ Townhouse Addition ❑ Accessory structure Proposed Area: 1st Floor: 2"d Floor: Garage: Total SF: QAscribe Proposal (include cross street): Fi� " Y t1F6VGt__ fff,G a live Ue (PeL Valuation: Owner: Aroma f Address:—7CI`14, a cc S��G City: State: Zip Code: Phone: � ,(� �p Email:�?�� "�("'�U Z. LD n, Applicant: rd"�el/ Address: �( E�SAY S T City:i�a e State: Zip Code? Phone: `q" ,33! Email: Contractor:� p Address: ` I J J City:td'zO-J State: Zip Codeq�d� Phone: 4 27 � I"I`1 Email: (� Contact Person: License Number: 9fin44t6io-1704 6/16LP Page 1 of 3 ' '' .� .� `i `^ . ' � • � � • • 1'� • ♦ •, �I r • 1 • � � � ' i 1 • 1 _ • in:. r . +' ` 1 , �' I � • �} ,/ � � _ � L �' 1 4C, Y ° RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 G Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x [ ' Sink (1.5) x Y"'Shower (2.0) x J('Lavatory (1.0) x Clothes Washer(4.0) x `'GNater Closet (2.5) x Dishwasher (1.5) x i Water Heater x U/'Hose Bibb (2.5) x Water Heater Model# T6P ❑ Other(list) x Plumbing Section Continued i'? ► i Proposed Water Piping Size: 'f Proposed DWV Material: I�� -. w �1 < Proposed Piping Material: (� 6-40 Proposed DWV Size: �J ©L PV G • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 IOU RESIDENTIAL PERMIT APPLICATION y Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: ❑ Furnace(80+) Model# AFUE Heat Pump Model# �� SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank QI Freestanding Stove ❑ Gas Piping ❑ Other Gas Piping Information Not Applicable: , Pipe Material: Pipe Size: Total BTU's of all Appliances Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: ` f / U i 5� Received SEP 3 0 2020 6/16LP 'b,(p Page 3 of 3 L&I regional offices are closed to public visits until further notice. Offices can still help you by phone from 8 a.m.to 5 p.m. weekdays (except state holidays). Use the phone number for your closest regional office (httnsJ/Ini•wa gov agency/contact/NoffSe locations), or you can call the Office of Information and Assistance at 360-902-5800. � wa:nmyrosnieoroaww. Labor&Industries(tps://In1.wa.gov). PARADISE CONSTRUCTION INC Owner or tradesperson 14751 N.Kelsey St.331 Principals MONROE,WA 98272 HOLMQUIST,GALEN D 360-799-1111 SNOHOMISH County ■ HOLMQUIST,M DENISE Doing business as PARADISE CONSTRUCTION INC WA UBI No Business type 601 491 337 Corporation Governing persons DENISE HOLMQUIST GALEN HOLMQUIST, License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. PARADC1077PN Effective—expiration 10/15/1993—09/22/2021 Bond Lexon Ins Co $12,000.00 Bond account no. 9814131 Received by L&I Effective date 09/1412012 09/23/2012 Expiration date Until Canceled American Contractors Indem CO $12,000.00 Bond account no 100138125 Received by L&I Effective date 09/14/2010 09/22/2010 Expiration date Until Canceled OLD REPUBLIC SURETY CO $12,000.00 Bond account no YL1261908 Received by L&I •� Effective date 1� 09/12/2006 09/22/2006 Expiration date Until Canceled Insurance American Hallmark Ins Co of To $1,000,000.00 Policy no 44CL440186 Received by L&I Effective date 07/30/2020 09/22/2012 Expiration date 09/2212021 Savin s No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent No active Washington registered apprentices exist for this business.Washington allows the use of apprentices registered with Oregon or Montana.Contact the Oregon Bureau of Labor&Industries or Montana Department of Labor &Industry to verify if this business has apprentices. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is in good standing. 036,731-00 Quarterly report received and is being processed. Doing business as PARADISE CONSTRUCTION INC Estimated workers reported Pending current quarter filing L&I account contact T5/JAVIER PAREDES(360)902-4639-Email:PAJB235@Ini.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—Effective July 1,2019 Needs to complete training. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace Safety & Health Check for any past safety and health violations found on jobsites this business was responsible for. No inspections during the previous 6 year period. Prescriptive Energy Code Complia,.-e for All Climate Zones in Washington Project Information Contact Information Randall Residence Home Designs Northwest 427 S French Ave Chris Leonard- (425)402-6053 Arlington, WA hdnw@comcast.net This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value' U-Factor' Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 050 Glazed Fenestration SHGC",' n/a n/a CeilingK 49 0 026 Wood Frame Wall9."'," 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 301 0.029 Below Grade Wall' 10/15/21 int+TB 0.042 Slab'R-Value&Depth 10,2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑ 2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area ❑ 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ 1b Efficient Building Envelope 1b 1.0 ❑ I Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 p 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 p 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ �:'. Received 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 ❑ SEP 3 0 2020 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ f�J 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions _ I Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm, ci .=continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. g Reserved. h Reserved. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. ' Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information Randall Residence Home Designs Northwest 427 S French Ave Chris Leonard- 425 402-6053 Arlington, WA hdnw@comcast.net Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq ft. max.) 1 0.01 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) L-0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Kitchen Door 3068 0.30 1 3 1 6 8 20.01 6.00 Kitchen Window 5040 0.30 1 5 1 4 20.01 6.00 Bed 2 Window 4020 0.30 1 4 1 2 8.0 2.40 Bed 2 Slider 60610 0.30 1 6 1 6 10 41.0 1230 Master Bath Window 2040 0.30 1 2 1 14 1 8.0 2.40 Master Bed Windows 3050 0.30 3 3 1 5 1 45.0 13.50 Master Bed Window 2850 0.30 1 2 8 5 13.3 4.00 Entry Door 3068 0.30 1 3 6 B 20.0 6.00 Family Windows 2050 0.30 3 2 5 30.0 9.00 Office Windows 2850 0.30 1 2 8 5 13.3 400 Office Windows 2050 0.30 3 2 5 30.0 9.00 Dining Windows 2050 0.30 3 2 5 30.0 900 Attic Windows 3026 0.30 2 3 2 8 15.0 4.50 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 000 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 CEP 3 0 20?_0 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 E0.00 1 o.0 0.00 Sum of Vertical Fenestration Area and UA 293.7 88.10 Vertical Fenestration Area Weighted U= UA/Area 0.30 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet inch Feet Inch Area UA 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U= UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 293.71 88.10 I Alterations Worksheet 2015 Washington State Energy Code ro!c,,:i Information Contact Information Randall Residence Home Designs Northwest 427 S French Ave Chris Leonard- (425)402-6053 Arlington, WA hdnw@coincast.net The Washington State Energy Code requirements for alterations are located in Chapter 5 Alterations (remodels) do not need to obtain energy credits from Table R406.2 Additions must meet the requirements for new construction. This includes nonconditioned space being altered to become conditioned space. Will the wall cavities be exposed? IT Yes F- No If yes: Exposed wall cavities must be insulated - 2 X 4 wall studs require R-15 insulation 2 X 6 wall studs require R-21 insulation Will the roof/ceiling framing cavities or attic be exposed? IT Yes F No If yes: Exposed roof/ceiling assemblies must be insulated - Vaulted ceilings: Insulate to the full depth of the framing member while allowing for the minimum 1" ventilated space Flat ceilings: Install R-49 insulation or what the attic space can accommodate based on the roof pitch Will the floor framing cavities be exposed? F Yes r-No If yes: Exposed floor cavities must be insulated to R-30 Are the windows and/or doors being replaced? F Yes F No (includes both window or door and frames) If yes: New windows and doors must have an area weighted average U-factor of<_0.30 Will the heating or cooling system be replaced? F Yes F- No If yes: New equipment must meet current requirements and ducts need to be tested Will the hot water system be altered? F Yes No If yes: New water heating equipment must meet current code requirements Are more than 50% of the light fixtures being changed? F Yes F No If yes: 75% of all lamps must be high efficacy Received (LED or CFL) SEP 3 0 Z020 _ _ � �I c R503.1.1 Building envelope.Building envelope assemblies that are part of the alteration shall comply with Section R402.1.1 or R402.1.4,Sections R402.2.1 through R402.2.11,R402.3.1,R402.3.2,R402.4.3 and R402.4.4. Exception:The following alterations need not comply with the requirements for new construction provided the energy use of the building is not increased: 1. Storm windows installed over existing fenestration. 2. Existing ceiling,wall or floor cavities exposed during construction provided that these cavities are filled with insulation.2x4 framed walls shall be insulated to a minimum of R-15 and 2x6 framed walls shall be insulated to a minimum of R-21. 3. Construction where the existing roof,wall or floor cavity is not exposed. 4. Roof recover. 5. Roofs without insulation in the cavity and where the sheathing or insulation is exposed during reroofing shall be insulated either above or below the sheathing. 6. Surface-applied window film installed on existing single pane fenestration assemblies to reduce solar heat gain provided the code does not require the glazing fenestration to be replaced. R503.1.1.1 Replacement fenestration.Where some or all of an existing fenestration unit is replaced with a new fenestration product,including sash and glazing,the replacement fenestration unit shall meet the applicable requirements for U-factor and SHGC in Table R402.1.1. R502.1.1.2 Heating and cooling systems.New heating,cooling and duct systems that are part of the addition shall comply with Sections R403.1,R403.2,R403.3,R403.5 and R403.6. Exception:The following need not comply with the testing requirements of Section R403.3.3: 1. Additions of less than 750 square feet. 2. Duct systems that are documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in WSU RS-33. 3. Ducts with less than 40 linear feet in unconditioned spaces. 4. Existing duct systems constructed,insulated or sealed with asbestos. R503.1.3 Service hot water systems.New service hot water systems that are part of the alteration shall comply with Section R403.4. R503.1.4 Lighting.New lighting systems that are part of the alteration shall comply with Section R404.1. Exception:Alterations that replace less than 50 percent of the luminaires in a space,provided that such alterations do not increase the installed interior lighting power. R503.2 Change in space conditioning.Any nonconditioned or low-energy space that is altered to become conditioned space shall be required to be brought into full compliance with this code. MIN. 4" PERFORATED PIPE ROOF INFILTRATION TRENCH DRAIN �.------------------------ -------.` I I I I `--------------------------------. YARD DRAIN DON PLAN VIEW 7SOLID PIPE ORR T D SECWONELBOW ROOF DRAIN GEOTEXTILE ON A TOP AND SIDES 4" PERFORATED PIPE 6" MIN ' 4" TEE —0.00%— —. . . . 2' MIN WASHED ROCK 1' MIN PLUG WITH 1/2" l 1' MIN 3/4"-1 1/2" 1' MIN CENTERED HOLE —� ,_�_________________ FINE MESH YARD DRAIN OR CB SCREEN SUMP W/SOLID LID 3' MIN MAX 100' 10' MIN A HIGH GROUNDWATER TABLE SECTION VIEW NOTES: GEOTEXTILE COMPACTED I. TRENCHES SHALL BE A MINIMUM OF 10' FROM BACKFILL BUILDING, PROPERTY LINES, AND EASEMENTS. 2. THE FOLLOWING MINIMUM LENGTH (LINEAR FEET) 6" MIN PER 1,000 SQUARE FEET OF ROOF AREA BASED MIN. 4" ON SOIL TYPE MAY BE USED FOR SIZING PERFORATED DOWNSPOUT INFILTRATION TRENCHES. PIPE COURSE SAND & COBBLES 20 LF 2' MIN WASHED ROCK MEDIUM SAND 30 LF 1' MIN 3/4"-1 1/2" FINE SAND, LOAMY SAND 75 LF SANDY LOAM 125 LF LOAM 190 LF 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH 2 WALLS MUST BE 6 FEET. 4. INFILTRATION TRENCHES SHALL NOT BE BUILT ON SECTION A A SLOPES GREATER THAN 25 PERCENT. 5. SLOPES GREATER THAN 25 PERCENT HAVE A MINIMUM SETBACK OF 50' FOR INFILTRATION TRENCHES. 140 APPROM ar L OLIVE DEPARTMENT OF PUBLJC WORIGS�' SATE 07/31/2008 STANDARD DETAIL STANNUMBERDARD ETAIL 0 REF SPAN SPEC RESIDENTIAL ROOF DRAIN INFILTRATION SD-140 TRENCH CK E rigineering LLC. 19105 3 6th Ave. W Lyr-i '� wood, WA 98036 205 P~o e: (206) 417-06 70 STRU CT Li RAL CALCULATIONS Partial Lc,teral & Gravity Design 20-035 N Co SAo OF S .A o s 44213 ST ssjoNA - 9/28/2020 Randall Residence 427 S French Ave Arlington, WA 98223 September 28, 2020 i� R� � • � _ - i` N �� 9/26/2020 ATC Hazards by Location 8TC Hazards by Location Search Information Address: 427 S French Ave,Arlington, WA 98223, USA Coordinates: 48.18811600000001,-122.1222479 - J Elevation: 173 ft Timestamp: 2020-09-26T1 7:38:31.27 1 Z Hazard Type: Wind K40 d ira @2020 Imagery Cc)2020,Maxar Technologies,U.S.Geological Report a map..error.. ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 74 mph MRI25-Year 79 mph MRI 50-Year 79 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category II 98 mph Risk Category II 110 mph Risk Category III 105 mph Risk Category III-IV 115 mph Risk Category IV ... 109 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation fines made during the builomg code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 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 wehsite fines not imnly annrnval by the onvPrnina huildina rode hodies resnnnsihlP for huildina rndP annrnval and internretation for the https://hazards.atcouncil.org/#/wind?lat=48.18811600000001&ing=-122.1222479&address=427 S French Ave%2C Arlington%2C WA 98223%2C USA 112 i ,�. 9/26/2020 ATC Hazards by Location building site described by latitude/longitude location in the report. https:Hhazards.atcouncil.org/#/wind?lat=48.18811600000001&Ing=-122 1222479&address=427 S French Ave%2C Arlington%2C WA 98223%2C USA 2/2 i 9/26/2020 ATC Hazards by Location ATC Hazards by Location Search Information '�► 1 Address: 427 S French Ave,Arlington,WA 98223, USA 173 ft i Coordinates: 48.18811600000001,-122.1222479 Elevation: 173 ft t Timestamp: 2020-09-26T17:40:46 461Z Hazard Type: Seismic (�^/y� Reference ASCE7-16 Mao d ita is;2020 Imagery @2020,Maxar Technologies,U.S..Geological Report a map.;W.rp.r Document: Risk Category: I Site Class: D-default Basic Parameters Name Value Description SS 1.034 MCER ground motion(period=0.2s) S1 0.369 MCER ground motion(period=1.Os) SMS 1.241 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.827 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 12 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.Os CRS 0.911 Coefficient of risk(0.2s) CR1 0.891 Coefficient of risk(1.0s) PGA 0.44 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.527 Site modified peak ground acceleration https://hazards.atcouncii.orgt#/seismic?lat=48.18811600000001&Ing=-122.1222479&address=427 S French Ave%2C Arlington%2C WA 98223%2C U... 1/2 9/26/2020 ATC Hazards by Location TL 6 Long-period transition period(s) SsRT 1.034 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.135 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.369 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.414 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) *See Section 11 A.8 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. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web SeFVIces. 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 location in the report https://hazards.atcouncil.org/#/seismic?lat=48.18811600000001&ing=-122.1222479&address=427 S French Ave%2C Arlington%2C WA 98223%2C LI... 2/2 i :, Randall Residence September 28, 2020 Job # 20-035 Design Criteria Scope of Work: Partial Lateral &Gravity Design Site Address: 427 S French Ave Arlington,WA 98223 Number of Stories: 1 Engineer: PK Roof Loading Roofing Composition 3.0 Sheathing 5/8" Plywood 1.8 Insulation Roll/Batt 3.0 Ceiling 5/8"GWB 2.8 Framing Trusses 2.2 Miscellaneous fixtures, mechanical, electrical, etc. 2.2 TOTAL DEAD LOAD: 15.0 psf ROOF SNOW LOAD: 25.0 psf Main Floor Loadin Floor Covering Carpet/Hardwood/Tile 3.0 Sheathing 3/4"T&G 2.3 Ceiling 1/2"GWB 2.2 Joists Solid Sawn @ 16"o/c 3.3 Beams 2.8 Miscellaneous fixtures, mechanical,electrical, etc. 1.4 TOTAL DEAD LOAD: 15.0 psf FLOOR LIVE LOAD: 40.0 psf Not Used Floor Covering Carpet/Hardwood/Tile 0.0 Sheathing 3/4"T&G 0.0 Ceiling 5/8" GWB 0.0 Joists I-Joists 0.0 Beams 4.2 Miscellaneous fixtures, mechanical, electrical, etc. 0.6 TOTAL DEAD LOAD: 4.8 psf FLOOR LIVE LOAD: 0.0 sf Soil Bearing Capacity: 1500 psf Frost Depth: 18 in i -- i - � �� - I.1• ' ON '• ' I 1 I 1 1 ' 1 .I 1- ter --I � . I �1 s / 1 I •;E jI Ju I I I 11 l I1 / C&"o i nu/s r.•oc M i� r..^___j1 i� n i I T4" 3'•S W, Lx 44 74 4 Mow IF.IW it ' ] ' � | Y--- ---~---- � . | . / --- � . ' ' | | | | | | � . ! � | 1' | / �� !-2 Ytl` :0'•f'E" E9'-t�' S'•a y/t° 3'•53:a° lit z.ggg — ------ — — RRap I � ' sw � a - t S le J 1 1 I 11 I 1 I 1 1 t �-TT I I --- t I i i Y•I II � I i _..._...._...__...__ . . .. _ �t I --—— Z 1 i e• (�•I J 3 a• �¢t .—......_...—_ M-w ..-� x Randall Residence September 28, 2020 Job # 20-035 1 Type of construction: I Remodeling Location: 427 S French Ave Applicable Building Codes: IBC 2015,ASCE 7/SEI 7-10 Arlington,WA 98223 Work performed : Partial Lateral & Gravity Design WIND DESIGN PS = XVI 30K�t Exposure:� Wind Exposure Category as set forth in Section 26.7 of ASCE 7-10 Wind Speed= BS MPH Basic Wind Speed(LRFD)as used in Figure 28.6 of ASCE 7-10 and converted to(ASD) Ps30= Simplified design wind pressure for Exposure B,at h=30 feet and for I= 1.0,from Figure 28.6-1 Iw= 1 Importance factor as defined in Table 1.5-2 of ASCE 7-10 X= 1.21 Adjustment factor for building height and exposure from Figure 28.6-1 of ASCE 7-10 Kn= 1.00 Adjustment factor for increased wind speed due to a hill or escarpment from Section 26.8 of ASCE 7-10 Roof slope : rise run Front/Rear tan-t ( 5 / 12 ) = 22.6 degrees Number of floors: �1 Left/Right tan ( 5 / 12 = 22.6 degrees 14 ft Mean Elevation 0 Average uplift(F/R)= 8.5 psf Based on wind zones'G and'H' Average uplift(R/L)= -8.5 psf Based on wind zones'G'and'H' End zone of wall- Front/Rear End zone of roof Left/Right Front/Rear Leff/Right Ps30= A= 15.1 psf 15.1 psf B = -0.8 psf -0.8 psf Ps = 18.3 psf 18.3 psf -1.0 psf -1.0 psf Interior zone of wall Interior zone of roof �' e Front/Rear Left/Right Front/Rear Left/Right Ps30 C = 10.5 psf 10.5 psf D = 0.2 psf 0.2 psf Ps = 12.7 psf 12.7 psf 0.2 psf 0.2 psf Transverse WIND LOAD CALCULATIONS FRONT REAR ZV MAIN FLOOR= WIND ZONE B D A C AVE. HEIGHT 6 6 4.5 4.5 AVE.WIDTH 8 43 8 40 Ps 0.00 0.20 18.29 12.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 51 658 2286 0 0 0 0 0 0 0 0 TOTAL L5,220 Ibs (Minimum net pressure controls. The calc. pressure is less than the min. net pressure,equal to 16psf(A-C),and 8psf(B-D)applied over the entire area. (ASCE 7-10 28.6.4) NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL Olbs NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 Ibs __� Randall Residence September 28, 2020 Job# 20-035 2 WIND LOAD CALCULATIONS LEFT RIGHT FV MAIN FLOOR= WIND ZONE B D A C AVE. HEIGHT 6 6 4.5 4.5 AVE.WIDTH 7 36 7 33 Ps 0.00 0.20 18.29 12.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 43 576 1886 0 0 0 0 0 0 0 0 TOTAL 4,380 Ibs_ Minimum net pressure controls. The calc. pressure is less than the min. net pressure, equal to 16psf(A-C), and 8psf(B-D)applied over the entire area. (ASCE 7-10 28.6.4) NOT USED WIND ZONE AVE. HEIGHT ,AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL Olbs NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0lbs _J ---------------- p CALCS: MAIN FLOOR FLOOR CALCULATIONS: Plate Height: 9.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 8.50 ft Total Area: 2.0 Length of Shortest Segment within Shear Line: 4.00 ft Length of Longest Segment in Shear Line: 4.50 ft p =L -- � _ _J ASCE 7-10 12.3.4.2 a NOT USED: Plate Height: 10.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 7.00 ft Total Area 2.0 Length of Shortest Shearwall within Shear Line: 3.00 ft Length of Longest Wall in Shear Line: 4.00 ft p =1 _ NA_ NOT USED: Plate Height: 8.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 8.00 ft Total Area: 2.0 Length of Shortest Shearwall within Shear Line: 8.00 ft Length of Longest Wall in Shear Line: 8.00 ft p = NA I I :.• I Randall Residence September 28, 2020 Job# 20-035 1 3 _-------- All loads in pounds per square foot S_EIS_MIC__DESIGN: I WALL DEAD LOAD= 10 psf ROOF DEAD LOAD = 15.0 psf E Eh + E FLAT ROOF SNOW LOAD = 25 sf UPPER FLOOR D.L. = 15.0 psf E= PQE+ 2SDSD QE =V= C,W RED.S.L.(20%*S.L.) - 0 LOWER FLOOR D.L. = 4.8 psf FLOOR LIVE LOAD= 40.0 sf p= 1.00 Site Class = C When the Site Class is not specified by Geotech, D will be assumed IE= 1 Importance factor as defined in Table 1 1.5-1 R= 6.5 hn= 16 Total height of structure V= 0.7SDSIEW/R SDS=2/3 SMs Ss = 103.4% SMs = 124.1% V= r---�10.089 IW Vm�= 5111EW/T.R SMs = (Fa)(Ss) Fa = 1.20 SDs = 82.7% E= r0.089 IW Ta = 0.02h °�s SD, = 2/3 SM, S, = 36.9% SM, = 55.4% T.= 0.16 s SM, = (Fv)(S,) Fv= 1.50 SD, = 36.9% Cs= f-1 � L----I MAIN FLOOR DIAPHRAGM LOADING: NOT APPLICABLE W(ROOF) = LENGTH WIDTH LOAD TOTAL W(ROOF) = LENGTH WIDTH LOAD TOTAL 52 44 15.0 34320 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 1 0 1 1 1 15.0 1 0 Area = 2288 Sub-Total= 34320 Area = 0 Sub-Total= 0 W(FLOOR) = LENGTH WIDTH LOAD TOTAL W(FLOOR) = LENGTH WIDTH LOAD TOTAL 36 11 15.0 5940 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 1 1 1 15.0 1 0 Area = 396 Sub-Total= 5940 Area = 0 Sub-Total= 0 W(WALL) = LENGTH TRIB. HT. LOAD TOTAL W(WALL)= LENGTH TRIB. HT. LOAD TOTAL 100 4.5 10.0 4500 10.0 0 80 4.5 10.0 3600 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 1 0 Area = 810 Sub-Total= 8100 Area = 0 Sub-Total= 0 TOTAL= 48360 Ib TOTAL= Ib NOT APPLICABLE W(ROOF) = LENGTH WIDTH LOAD TOTAL V(MAIN FLOOR) _ .089 x 48360 lb = 4308 Ibs 15.0 0 V() _ .089 x lb = Ibs 15.0 0 V() _ .089 x lb = Ibs 15.0 0 ------ REDISTRIBUTE------- 15.0 0 15.0 0 Area = 0 Sub-Total= 0 IV x P height IV x height W(FLOOR) = LENGTH WIDTH LOAD TOTAL 4308 lb 9 38773 4.8 0 lb 0 4.8 0 lb 0 4.8 0 TOTAL= 4308 Ib TOTAL = 38773 4.8 0 4.8 1 0 1 E(MAIN) IV x height x IV TOTAL - 4308 Ibs Area = 0 Sub-Total= 0 FV x height TOTAL W(WALL) = LENGTH TRIB. HT. LOAD TOTAL 10.0 0 E 0 _ NOT USED 0 Ibs 10.0 0 10.0 0 10.0 0 E O _ NOT USED - 0 Ibs 10.0 1 0 Area = 0 Sub-Total= 0 TOTAL= lb I I I I Randall Residence September 28, 2020 Job# 20-035 4 i--------SUMMARY.--------i ---------------=--------- WIND (front-rear) WIND(left-right) SEISMIC IV(MAIN) = 5220 Ibs 4380 Ibs 4308 Ibs NOT APLICABLE 0 Ibs 0 Ibs 0 Ibs NOT APPLICABLE 0 Ibs 0 Ibs 0 Ibs TOTAL= 5220 Ibs 4380 Ibs 4308 Ibs --------------------------- DIAPHRAGM SHEAR: -----� 240 PLF Total diaphragm length = 50.0 Sub-diaphragm length = 50.0 Diaphragm width = 39.0 ft NOT APPLICABLE 5,600 Ibs V = EV(roof) = 5600 lb = 72 PLF 0.0 ft (2)(width) 78 ft f-- 19.5 h r� IBC Table 2306.3.1 —► 240 PLF USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING w/8d AT 6 in o/c(PANEL EDGE), END 8d AT 12in o/c(PANEL FIELD) — CHORD --� Sub-diaphragm length = 50.0 ft Total-diaphragm length = 50.0 ft Sub-diaphragm width = 39.0 ft T — M — IV x(diaphragm length) 5600 x 50 ft — 898 Ibs B 8 x(diaphragm width) 8 x 39 ft Top Plate Size: 2x4 Species/Grade: HF#2 Area = 5.25 in-2 F, = 525 psi Load duration (CD) = 1.33 T.11—bie = Area x Cp x Ft = 3,666 Ibs :_.€ Ihan T t7(-pi€ed, OK. SHEAR CAPACITY OF 1 Od COMMON NAIL = 102 Ibs 102 x Cd x p = 136 Ibs 2015 NDS #OF NAILS PER 4 FT SPLICE = 898 Ibs = 7 136 Ibs USE 2x4 HF #2 TOP PLATE W/ (8) 10d COMMON NAILS PER SPLICE. e ' * ~ . . | / | | � � . . Randall Residence September 28, 2020 Job# 20-035 5 iLateral Calculation Key i P2 V V= Shear, plf H = Height of shearwall L= Length of shearwall P1 = Weight of shearwall and connected framing IPl P2 = Weight of adjacent wall TI #C T=V x H -0.5P1 -P2 =Tension reaction to be resisted by holdown i I C =V x H + 0.5P1 = Compression reaction ------------------------- IASD Basic Load Combinations---I For calculation of tension and compression forces in compliance with ASCE 7-70 2.4.7 Tension Equations (Uplift) 7. 0.6D +W 8. (0.6-0.145ps)D + E 10 0.48 D + E *8. (0.6-0.14Sps)D + 2.5E 0.48D + 2.5E Compression Equations 5. D +W 5. (1 + 0.14Sp3)D + E 1.12 D + E 6. D + 0.75W+ 0.75L+ 0.75S 6. (1.0 + 0.105Sps)D + 0.75E + 0.75L+ 0.75S 1.09 D + 0.75 E + 0.75 L+0.75 S *5. (1 + 0.14Sps)D + ME 1.12 D + 2.5E *6. (1.0 + 0.105Sps)D + 1.875E + 0.75L + 0.75S 1.09 D +1.875 E + 0.75 L+ 0.75 S *Equations include overstrength factor. Note:The 0.7 factor for Earthquake loading has already been incorporated into the calculation of the lateral design force Eh,but not E,. Therefore this factor has been omitted from equations 5,6 and 8 where appropriate. i Randall Residence I September- 28, 2020 Job # 20-035 6 MAIN FLOOR REAR SHEARWALL WIND SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main Floor) Main Floor Level,e.g.Upper,Main,Lower F 6.0 tributory width 6.0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear 39.0 total width 39.0 total area (For Left Wall,Use Front-Rear Load Direction) Not Used Not Used CDX Sheathing type 1.0 tributary width F 1.0 Irbutory area Values in accordance with AF&PA SDPWS-2015 r 2.0 total width F 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 8.00 ft Total Length of Shearwalls 1 2.0 total width 2.0 total area V(from upper)= 4380 lb 4308 lb Height of Shearwall= 9.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= B.0 ft Tributary width for dead load- 2.0 fi V(from lower)= 0 lb 0 lb „o�< :o': Length of adjoining wall E(Wind)= 4,380 lb E(Smc)= 4,308 Ib Use alternate R+factor for seismic? No V = 84 PLF y = 83 PLF SDPWS,Table 4.3A - 0.93 x 260= 242 PLF USE SW6 G>CTOTAL= (floor above)+(this floor)= + 758 Ibs 758Ibs Wind controls TTOTAL= (floor above)+(this floor)= + 455 Ibs = 455 Ibs Load case 8 controls-Seismic __ _ _ _ ___ Where overstrength factor is applicable,use this NO HOLDOWNS REQUIRED C1K value for E in equations 5,6,and 8: E=746 Ibs MAIN FLOOR MID SHEARWALL WIND SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main Floor) Main Floor Level,e.g.Upper,Main,Lower 1.0 tributary width 1.0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear 2.0 Ilotal width r 2.0 10101 area (For Left Wall,Use Front-Rear Load Direction) Not Used Not Used CDX Sheathing type 1.0 bibutory width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 lri'bufary area 20.00 ft Total Length of Shearwalls 1 2.0 total width 1 2.0 Itolol area V(from upper)= 4380 lb 4308 lb Height of Shearwall=1 9.0 ftl Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall- 8.0 ft Tributary width for dead load= 2.0 fi V(from lower)= 0 lb 0 lb pe::<Ke;;'tK. Length of adjoining wall= 1.0 fi E(Wind)= 4,380 lb E(Smc)= 4,308 lb Use alternate R factor for seismic? No V = 110 PLF V = 108 PLF SDPWS,Table 4.3A0 0.93 x 260= 242 PLF -� USE z3tE;{,ir'•a•C�rf Cii•,>}tff'r CTOTAL= (floor above)+(this floor)= + 986 Ibs a 986 Ibs Wind controls TTOTAL= (floor above)+(this floor)= + 679 Ibs - 679 Ibs Load case 8 controls-Seismic Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: C514 -- value for E in equations 5,6,and 8: E=969 Ibs OR AT FOUNDATION/INTERIOR WALLS USE: I LSTHD8/RJ MAIN FLOOR FRONT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main Floor) Main I Floor Level,e.g.Upper,Main,Lower 1.0 tributary width 1.0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Not Used Not Used CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 tolal area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 8.50 fl Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 4380 lb 4308 lb Height of Shearwall= 9.0 ft Weight of'he"-a"= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= 4.0 ft Tributary width for dead load V(from lower)= 0 lb 0 lb r Length of adjoining wall E(Wind)= 4,380 lb E(Smc)= 4,308 lb Use alternate R factor for seismic? No y = 258 PLF y = 253 PLF SDPWS,Table 4.3A ► (2w/h) x 0.93 x 380= 314 PLF USE SW se?smk-.^CnN-r is L7rW-i it design CTOTAL= (floor above)+(this floor)= + 2319 Ibs t 2319 Ibs Wind controls TTOTAL= (floor above)+(this floor)= + 2145 Ibs = 2145 Ibs Load case 8 controls-Wind Where overstrength factor is applicable,use this ; USE SIMPSON DESIGNED HOLDOWN: CS14 value for E in equations 5,6,and 8: E=2281 Ibs_J OR AT FOUNDATION/INTERIOR WALLS USE: 11 STHD10/RJ M�. Randall Residence I September 28, 2020 Job # 20-0351 7 MAIN FLOOR LEFT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main Floor) Main Floor Level,e.g.Upper,Main,Lower 1.0 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g. Left-Right,Front-Rear 2.0 total width r 2.0 total area (For Lett Wall,Use Front-Rear Load Direction) Not Used Not Used CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 11olol area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 Iributary area 1 1.00 ft Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 5220 lb 4308 lb Height of Shearwall= 9.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= 5.0 ft Tributary width for dead load= 2.0 fl V(from lower)= 0 lb 0 lb ,, s c>ate°.i 0K Length of adjoining wall= 1.0 ft E(Wind)= 5,220 Ib E.(Smc)= 4,308 lb Use alternate R factor for seismic? No V = 237 PLF V 196 PLF SDPWS,Table 4.3A - 0.93 x 260=242 PLF USE yx�:St Yti.. ,.,.i "'_ SI CTOTAL= (floor above)+(this floor)= + 2135 Ibs = V2135 Ibs Wind controls TTOTAL= (floor above)+(this floor)= + 1919 Ibs = 1919 Ibs Load case 8 controls-Wind t..,irx;>,{=a cE:* .1r: HDU2 Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN:11 CS14 value for E in equations 5,6,and 8: E=1762 Ibs OR AT FOUNDATION/INTERIOR WALLS USE: 11 LSTHD8/RJ MAIN FLOOR RIGHT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main Floor) Main Floor Level,e.g.Upper,Main,Lower 1.0 tributary width F 1.0 tributary area r-t-Rr Load Direction,e.g. Left-Right,Front-Rear 2.0 Ilotal width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Not Used Not Used CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 Iribvtary area 19.00 ft Total Length of Shearwalls 1 2.0 total width 1 2.0 total area V(from upper)= 5220 lb 4308 lb Height of Shearwall= 9.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= 19.0 ft Tributary width for dead load=1 2.0 ft V(from lower)= 0 lb 0 lb Aspe, F,.:tlo;:?;:, Length of adjoining wall E(Wind)= 5,220 lb E(Smc)= 4,308 lb Use alternate R factor for seismic? No V = 137 PLF V 113 PLF SDPWS,Table 4.3A 0.93 x 260= 242 PLF USE SW6 o.niF'+Jr 5;`i<?L7'✓.'L1i `,. C16?�CT?1 CTOTAL= (floor above)+(this floor)= + 1236 Ibs = 1236 Ibs Wind controls TTOTAL= (floor above)+(this floor)= + 588 Ibs = 588 Ibs Load case 8 controls-Wind [Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: CS14 value for E in equations 5 6,and 8: E= 1020 Ibs OR AT FOUNDATION/INTERIOR WALLS USE: LSTHD8/RJ I Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,11:40AM Wood Beam File:20�3T�GraviCy.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 O.;O•. DESCRIPTIO GIRDER TRUSS (REACTIONS ONLY) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 • Material Properties Analysis MethoAllowable Stress Design Fb+ 2,400 0 psi E:Modulus of Elasti Load CombinatiASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800 Oksi Fc-Prll 1,650.0 psi Eminbend-x 950.Oksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade 24F-V4 Fv 265 0 psi Eminbend-y 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.09)L(0 18) a D(0.21)S(0.35) o 1 3.125x24 Span=250ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.0150, S=0.0250 ksf, Tributary Width = 14.0 ft, (ROOF) Uniform Load : D=0.0150, L=0.030 ksf, Tributary Width =6.0 ft, (FLOOR) DESIGN SUMMARY + Maximum Bending Stress Ratio = 0.820 1 Maximum Shear Stress Ratio = 0.484 : 1 Section used for this span 3.125x24 Section used for this span 3.125x24 fb: Actual = 2,179.69psi fv:Actual = 147.65 psi Fb: Allowable = 2,659.00psi Fv:Allowable = 304 75 psi Load Combination +D+O 750L+0.750S+H Load Combination +D+O 750L+0.750S+H Location of maximum on span = 12 500ft Location of maximum on span = 23.084ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.477 in Ratio= 628>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0,952 in Ratio= 315>=240 Max Upward Total Deflection 0.000 in Ratio= 6<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 000 000 0.00 Length=25.0 ft 1 0 451 0.266 0.90 0 963 1.00 1.00 1 00 1.00 1.00 23.44 937.50 2080.96 3.18 63.50 238,50 +D+L+H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.649 0.383 1.00 0.963 1.00 1.00 1.00 1.00 1.00 37.50 1,500.00 2312.17 508 101.61 265,00 +D+Lr+H 0.963 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.324 0.192 1.25 0.963 1.00 1.00 1.00 1.00 1.00 23.44 937.50 2890.22 3.18 63.50 331.25 +D+S+H 0.963 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.764 0.451 1.15 0.963 1.00 1.00 1.00 1.00 1.00 50.78 2,031.25 2659.00 6.88 137.59 304.75 +D+0.750Lr+0.750L+H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.470 0.278 1.25 0 963 1.00 1.00 1.00 1.00 1.00 33.98 1,359.38 2890.22 4.60 92.08 331.25 +D+0.750L+0.750S+H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.820 0.484 1.15 0.963 1.00 1.00 1.00 1.00 1.00 54.49 2,179 69 2659 00 7.38 147.65 304.75 +D+0.60W+H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 i I Project Title: Engineer: Project ID: Project Descr: Prinled:26 SEP 2020,11:40AM Wood Beam File:20�36ravify.ec6 ' Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.17 i.00 . DESCRIPTIO GIRDER TRUSS (REACTIONS ONLY) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=25.0 ft 1 0.253 0.150 1.60 0.963 1.00 1 00 1.00 1.00 1.00 23.44 937.50 3699.48 3.18 63.50 424.00 +D+0.750Lr+0.750L+0.45OW 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.367 0.217 1.60 0.963 1.00 1.00 1.00 1,00 1.00 33.98 1,359.38 3699 48 4.60 92.08 424.00 +D+0.750L+0.750S+0.450W4 0.963 1.00 1.00 1.00 1.00 1.00 0.00 000 0,00 0.00 Length=25.0 ft 1 0.589 0.348 1.60 0.963 1.00 1.00 1.00 1.00 1.00 54.49 2,179.69 3699.48 7.38 14T65 424.00 +0.60D+0.60W+0.60H 0.963 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=25.0 ft 1 0.152 0.090 1.60 0.963 1.00 1.00 1.00 1.00 1.00 14.06 562.50 3699.48 1 91 38.10 424.00 +D+0.70E+0.60H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 000 Length=25.0 ft 1 0.253 0.150 1.60 0.963 1.00 1.00 1.00 1.00 1.00 23.44 937 50 3699 48 3.18 63.50 424.00 +D+0.750L+0.750S+0.5250E- 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.589 0.348 1.60 0.963 1.00 1.00 1.00 1.00 1.00 54.49 2,179.69 3699.48 7.38 147.65 42400 +0.60D+0.70E+H 0.963 1.00 1.00 1.00 1.00 1,00 0.00 0.00 000 000 Length=25.0 ft 1 0.152 0.090 1.60 0.963 1.00 1.00 1.00 1.00 1.00 14.06 562 50 3699.48 1.91 38.10 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.9516 12.591 0.0000 0 000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXIMUM 8.719 8.719 Overall MINimum 4.375 4.375 +D+H 3.750 3.750 +D+L+H 6.000 6.000 +D+Lr+H 3.750 3.750 +D+S+H 8125 8.125 +D+0.750Lr+0 750L+H 5 438 5.438 +D+0.750L+0.750S+H 8 719 8.719 +D+0.60W+H 3.750 3.750 +D+0.750Lr+0.750L+0.450W+H 5.438 5.438 +D+0.750L+0.750S+0 450W+H 8.719 8.719 +0.60D+0.60W+0.60H 2.250 2.250 +D+0.70E+0 60H 3.750 3 750 +D+0.750L+0 750S+0.5250E+H 8 719 8.719 +0.60D+0.70E+H 2.250 2.250 D Only 3.750 3.750 L Only 2 250 2.250 S Only 4.375 4.375 H Only � . - .. � x | | | / Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,11:30AP Wood Beam - - fine:20-035 Graviry.ec6 ' Software copyright ENERCALC,INC.1983-2020,Build:12 20.6.17 0:00: DESCRIPTIO BM#1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis MethoAllowable Stress Design Fb+ 2,400.0 psi E:Modulus of E/asti Load CombinatiASCE7-16 Fb- 1,850.0psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-x 950 Oksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600 0ksi Wood Grade 24F-V4 Fv 265 0 psi Eminbend-y 850.Oksi Ft 1,1000psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(O.09)L(0.24) D(0.21 V110.35) 5.5x9 Span=10Oft Applied Loads Service loads entered.Load Factors will be applied for calculations, Uniform Load : D=0 0150, S=0.0250 ksf, Tributary Width = 14.0 ft, (ROOF) Uniform Load : D=0 0150, L=0.040 ksf, Tributary Width =6.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0,543 1 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 1,500.00psi fv:Actual = 96.08 psi Fb: Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+O 750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 5 000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 132 in Ratio= 9 ..> 360 Max Upward Transient Deflection 0.000 in Ratio= C<360 Max Downward Total Deflection 0 279 in Ratio= 429> 240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t C L M fb F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.281 0.163 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.75 606.06 2160 00 1.28 38.82 238.50 +D+L+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0,00 Length=10 0 ft 1 0,455 0.264 1.00 1.000 1.00 1.00 1 00 1.00 1.00 6.75 1,090,91 2400.00 2.31 69.87 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length= 10 0 ft 1 0202 0.117 1.25 1 000 1.00 1.00 1.00 1.00 1.00 3.75 606.06 3000.00 1.28 38.82 331,25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length=10.0 ft 1 0.476 0.276 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.13 1,313.13 2760.00 2.78 84.11 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 100 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length=10,0 ft 1 0 323 0.188 1.25 1.000 1.00 1 00 1 00 1.00 1.00 6.00 969.70 3000.00 2.05 62.11 331.25 +D+0.75OL+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 000 000 0,00 Length= 10.0 ft 1 0.543 0.315 1.15 1.000 1.00 1.00 1.00 1.00 1.00 928 1,500.00 2760.00 3.17 96.08 304.75 +D+&60W+H 1-000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 i Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,11:30AM Wood Beam File:=15Gravity.ec6 ' Software copyright ENERCALC.INC.1983-2020,Build:12.20.8.17 0.00• DESCRIPTIO BM#1 Load Combination Max Stress Ratios Moment Values_ Shear Values Segment Length Span# M V Cd C F/V C i Cr Cm C t C L M fb F'b V fv F'v Length= 10.0 ft 1 0.158 0.092 1.60 1 000 1.00 1.00 1.00 1.00 1.00 3.75 606.06 3840 00 128 38.82 424.00 +D+0.750Lr+0.750L+0.45OW- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.253 0,146 1.60 1.000 1 00 1 00 1,00 1.00 1.00 6.00 969.70 3840.00 2.05 62.11 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.391 0.227 1.60 1.000 1.00 1 00 1.00 1.00 1.00 9.28 1,500.00 384000 3.17 96.08 424.00 +0.60D+0.60W+0.60H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length= 10.0 ft 1 0.095 0.055 1.60 1 000 1.00 1.00 1.00 1.00 1.00 2.25 36364 384000 077 23.29 424.00 +D+0.70E+0.60H 1.000 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.158 0.092 1.60 1.000 1.00 1 00 1.00 1.00 1 00 3.75 606.06 3840.00 1.28 3882 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length= 10.0 ft 1 0.391 0.227 1.60 1 000 1.00 1.00 1.00 1.00 1.00 9,28 1,500,00 3840,00 3,17 96.08 424.00 +0.60D+0.70E+H 1.000 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 ft 1 0.095 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.25 363.64 3840.00 0.77 23.29 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.7501-+0.750S+0.5250E+1-1 1 0.2794 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAX1mum 3.713 3.713 Overall MINimum 1.750 1.750 +D+H 1.500 1.500 +D+L+H 2,700 2.700 +D+Lr+H 1.500 1.500 +D+S+H 3.250 3.250 +D+0.750Lr+0.750L+H 2.400 2.400 +D+0.750L+0.750S+H 3.713 3.713 +D+0.60W+H 1.500 1.500 +D+0.750Lr+0.750L+0.450W+H 2.400 2 400 +D+0.750L+0,750S+0.450W+H 3.713 3 713 +0.60D+0.60W+0.60H 0.900 0.900 +D+0.70E+0.60H 1.500 1.500 +D+0.750L+0.750S+0.5250E+H 3 713 3.713 +0.60D+0.70E+11 0.900 0.900 D Only 1.500 1.500 L Only 1.200 1.200 S Only 1.750 1.750 H Only i Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:'34AM FiFe: rav .ecg Wood Beam Software copyright ENERCALC.INC.1983.2020,Build 12 20.8 17 o.;0'- DESCRIPTIO BM#2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis MethoAllowable Stress Design Fb+ 850 psi E:Modulus of Elasti Load CombinatiASCE 7-16 Fb- 850 psi Ebend-xx 1300ksi Fc-Prll 1300 psi Eminbend-x 470ksi Wood Species Hem Fir Fc-Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 26 84 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling �to.us)Lro.2a) 6 �- 0(0.21)S(0.35) y 4A Span=4.50 ft ATR1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.0150, S =0.0250 ksf, Tributary Width= 14.0 ft, (ROOF) Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width=6.0 ft, (FLOOR) DESIGN SUMMARY = • Maximum Bending Stress Ratio = tt.579. 1 Maximum Shear Stress Ratio = 0.422 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 735.56psi fv:Actual = 72.81 psi Fb:Allowable = 1,270.75psi Fv:Allowable = 172.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.250ft Location of maximum on span = 3.909ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 022 in Ratio= 2402>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.048 in Ratio= 1132>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces S Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF/V C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 000 0.00 Length=4.50 ft 1 0.299 0.218 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.76 297.20 994.50 0.50 29.42 135.00 +D+L+H 1.300 1.00 1.00 100 1.00 100 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.484 0.353 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.37 534.95 1105.00 0.90 5295 150.00 +D+Lr+H 1.300 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.215 0.157 1.25 1.300 1.00 1.00 1 00 1 00 1 00 0.76 297.20 1381.25 0.50 29.42 187.50 +D+S+H 1.300 1.00 1.00 100 100 100 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.507 0.369 1.15 1.300 1.00 1.00 1.00 1 00 1 00 1.65 643.93 1270.75 1 08 6374 17250 +D+0.750Lr+0 750L+H 1.300 1.00 1.00 1.00 1.00 1 00 0.00 0.00 0.00 0.00 Length=4 50 ft 1 0.344 0.251 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.22 475.52 1381.25 0.80 47.07 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.579 0.422 1.15 1.300 1.00 1.00 1 00 1.00 1 00 1.88 735.56 1270.75 1.23 72.81 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1 00 000 000 0.00 0.00 i Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,1 1:34AN1,, File:�t�3�ravity.ec6 Wood Beam ' Software copyright ENERCALC,INC.1983-2020,Build: i.DO• DESCRIPTIO BM#2 Load Combination Max Stress Ratios _Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=4.50 ft 1 0.168 0.123 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.76 297.20 1768 00 0.50 29.42 240.00 +D+0.750Lr+0.750L+0.45OW- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.269 0.196 1.60 1.300 1 00 1 00 1.00 1.00 1.00 1.22 47552 1768.00 0.80 47.07 240.00 +D+0.750L+0.750S+0.450W+ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.416 0.303 1.60 1,300 1.00 1.00 1.00 1.00 1,00 1.88 735.56 1768.00 1,23 7281 240.00 +0.60D+0.60W+0.60H 1.300 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.101 0.074 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 178.32 1768.00 0.30 17.65 240.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1 00 0.00 0,00 000 000 Length=4.50 ft 1 0.168 0.123 1 60 1.300 1 00 1.00 1.00 1.00 1.00 076 297.20 1768.00 050 29.42 240.00 +D+0.750L+0.750S+0.5250E- 1.300 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.416 0.303 1.60 1.300 1.00 1.00 1,00 1.00 1.00 1.88 73556 1768,00 1.23 72.81 240.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 000 Length=4.50 ft 1 0.101 0.074 1.60 1.300 1.00 1.00 1.00 1.00 1.00 046 178.32 1768.00 0.30 17.65 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0477 2.266 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1 671yt Overall MINimum 0.788 0 788 +D+H 0.675 0.675 +D+L+H 1.215 1.215 +D+Lr+H 0.675 0 675 +D+S+H 1.463 1.463 +D+0.750Lr+0.750L+H 1.080 1.080 +D+0.750L+0.750S+H 1.671 1.671 +D+0.60W+H 0.675 0.675 +D+0.750Lr+0.750L+0.450W+H 1.080 1 080 +D+0.750L+0.750S+0.450W+H 1.671 1.671 +0.60D+0.60W+0.60H 0.405 0.405 +D+0.70E+0.60H 0.675 0.675 +D+0.750L+0.750S+0.5250E+H 1.671 1.671 +0.60D+0.70E+H 0.405 0.405 D Only 0.675 0.675 L Only 0.540 0.540 S Only 0.788 0.788 H Only r Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:36AN41 File: .ec1 Wood Beam ' Software copyright ENERCALC,INC.1983-2020,Build:12 l2 20 8.17 KW.06009431 CK Engineering LLC DESCRIPTIO BM#3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis MethoAllowable Stress Design Fb+ 850 0 psi E:Modulus of Elasti Load CombinatiASCE 7-16 Fb- 850.0 psi Ebend-xx 1,300.Oksi Fc-Prll 1,300.0 psi Eminbend-x 470 Oksi Wood Species Hem Fir Fc-Perp 405.0 psi Wood Grade No.2 Fv 150 0 psi Ft 525.0 psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(U_105)L(0.28) 4x8 a L Span=4.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width =7.0 ft, (FLOOR) DESIGN SUMMARY ' • Maximum Bending Stress Ratio = 0,34& 1 Maximum Shear Stress Ratio = 0.2 2 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 381.40psi fv:Actual = 37.75 psi Fb:Allowable = 1,105.00psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.250ft Location of maximum on span = 3.909ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 3002-360 Max Upward Transient Deflection 0 000 in Ratio= Q<360 Max Downward Total Deflection 0 025 in Ratio= 2183>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=4 50 ft 1 0.105 0.076 0.90 1.300 1 00 1.00 1.00 1.00 1 00 027 104.02 994.50 0.17 10.30 135.00 +D+L+H 1.300 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0 345 0 252 1 00 1 300 1.00 1.00 1.00 1 00 1.00 0.97 381.40 1105.00 0.64 37.75 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.075 0.055 1.25 1.300 1.00 1.00 1 00 1.00 1.00 027 104.02 1381.25 0.17 10.30 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0 082 0 060 1.15 1.300 1.00 1.00 1.00 1 00 1 00 027 104.02 127075 0.17 10.30 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1 00 000 0.00 000 0.00 Length=4.50 ft 1 0.226 0.165 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.80 312.06 1381 25 052 3089 18T50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1 00 1 00 0.00 0.00 000 000 Length=4.50 ft 1 0.246 0.179 1.15 1.300 1.00 1 00 1.00 1.00 1 00 080 312.06 1270.75 0.52 30.89 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 Length=4.50 ft 1 0.059 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 104.02 1768.00 0.17 10.30 240.00 r Project Title Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1 :36AW1 Wood Beam File;20-035Zravlty.ec6 ' Software copynght ENERCALC,INC.1983-2020,Build:12.20.8.17 Mi Engineering LLC DESCRIPTIO BM43 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+0.450W- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.177 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1,00 0.80 312 06 1768.00 0.52 30.89 24000 +D+0.750L+0.750S+0.450W4 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.177 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 31206 1768.00 0.52 30.89 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length=4.50 ft 1 0.035 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 62.41 1768.00 0.10 6.18 240.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.059 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 10402 1768.00 0.17 1030 240.00 +D+0.750L+0.750S+0.5250E- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.177 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 312.06 1768.00 0.52 30.89 240.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 000 Length=4.50 ft 1 0.035 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 016 6241 1768.00 0.10 618 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0247 2.266 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 verall MAXImum 0.866 0.866 Overall MINimum 0.630 0.630 +D+H 0.236 0.236 +D+L+H 0.866 0.866 +D+Lr+H 0.236 0.236 +D+S+H 0.236 0.236 +D+0.750Lr+0.750L+H 0.709 0,709 +D+0.750L+0.750S+H 0.709 0.709 +D+0.60W+H 0.236 0.236 +D+0.750Lr+0.750L+0.450W+H 0.709 0.709 +D+0.750L+0.750S+0.450W+H 0.709 0.709 +0.60D+0.60W+0.60H 0.142 0.142 +D+0.70E+0.60H 0.236 0.236 +D+0.750L+0.750S+0.5250E+H 0 709 0.709 +0.60D+0.70E+H 0142 0.142 D Only 0.236 0.236 L Only 0.630 0.630 H Only i Project Title: Engineer: Project ID: Project Descr: Printed:26 SE?2020, 11: 8AM File-2 35_GraviEy.ec6 Wood Beam ' Software copyright ENERCALC.INC.1983-2020,Build:12.20.8.17 ,.•00•. DESCRIPTIO BM#4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis MethoAllowable Stress Design Fb+ 850 0 psi E: Modulus of Elasti Load CombinatiASCE 7-16 Fb- 850.0 psi Ebend-xx 1,300.Oksi Fc-Prll 1,300.0 psi Eminbend-x 470 Oksi Wood Species Hem Fir Fc-Perp 405.0 psi Wood Grade No.2 Fv 150 0 psi Ft 525.0 psi Density 26 840pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling UtC;.U�j L(U.31 i 4x8 j Span=4 50 ft J Applied Loads Service loads entered.Load Factors vrili be ap plied for calculations Uniform Load : D =0.0150, L=0 060 ksf, Tributary Width=6.0 ft, (DECK) DESIGN SUMMARY h� Maximum Bending Stress Ratio = 0,403 1 Maximum Shear Stress Ratio = O1 294 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 445.80psi fv:Actual = 44 12 psi Fb:Allowable = 1,105 OOpsi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2 250ft Location of maximum on span = 3.909ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0,023 in Ratio= 2335>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.029 in Ratio= 1868>=240 Max Upward Total Deflection 0,000 in Ratio= G.<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.090 0.065 090 1.300 1.00 1.00 1.00 1.00 1.00 0.23 89.16 994.50 0.15 8.82 135.00 +D+L+H 1300 1.00 100 1.00 100 100 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.403 0.294 1 00 1 300 1.00 1.00 1.00 1.00 1.00 1.14 445.80 1105.00 0.75 44.12 150.00 +D+Lr+H 1.300 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.065 0 047 1,25 1.300 1.00 1.00 1.00 1,00 1 00 0.23 89.16 1381.25 0.15 8.82 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=4.50 ft 1 0.070 0.051 1 15 1.300 1.00 1.00 1.00 1.00 1.00 0.23 89.16 1270.75 0.15 8.82 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.258 0.188 1 25 1.300 1 00 1 00 1 00 1.00 1.00 0.91 356.64 1381.25 0.60 35.30 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=4.50 ft 1 0.281 0.205 1 15 1.300 1.00 1.00 1.00 1.00 1.00 0.91 35664 1270.75 0.60 3530 172.50 +D+0.60W+H 1300 1.00 100 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=4.50 ft 1 0 050 0.037 1 60 1 300 1.00 1 00 1.00 1.00 1.00 0.23 8916 1768.00 0.15 8.82 240.00 i Project Title: Engineer: Project ID: Project Descr Printed:26 SEP 2020, 11:38A.PI Wood Beam File:203'-Gravity.ec6 ' Software copyright ENERCALC.INC.1983-2020.Build:12.20.8.17 Lk:cKwA0943i DESCRIPTIO BM#4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C Fn/ C i Cr Cm C t C L M fb F'b V fv F'v +D+0.750Lr+0.750L+0.450W- 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.202 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.91 356.64 1768.00 060 35.30 240.00 +D+0.750L+0.750S+0.450W+ 1.300 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.202 0.147 1.60 1.300 1.00 1.00 1 00 1,00 1.00 0.91 356.64 1768.00 0.60 3530 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 Length=4.50 ft 1 0.030 0.022 1.60 1.300 1,00 1.00 1.00 1.00 100 0.14 53.50 1768.00 0.09 5.29 240.00 +D+0.70E+0.60H 1.300 1.00 1.00 1 00 1.00 100 0.00 0.00 000 0.00 Length=4.50 ft 1 0.050 0.037 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0.23 89.16 1768.00 015 8.82 240.00 +D+0.750L+0.750S+0.5250E- 1.300 1.00 1,00 1.00 1.00 1.00 0.00 000 0.00 0.00 Length=4.50 ft 1 0.202 0.147 1.60 1 300 1.00 1.00 1.00 1.00 1 00 0.91 356.64 1768.00 0.60 3530 240.00 +0.60D+0.70E+H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.030 0.022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 53.50 1768.00 0.09 5.29 240.00 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max.°+"Defl Location in Span +D+L+H 1 0.0289 2.266 0.0000 0.000 Vertical Reactions Support notation :Far left is# Values in KIPS Load Combination Support 1 Support 2 vera I -imum 1.013 1.013 Overall MINimum 0.810 0 810 +D+H 0203 0.203 +D+L+H 1.013 1.013 +D+Lr+H 0.203 0.203 +D+S+H 0.203 0.203 +D+0.750Lr+0.750L+H 0.810 0 810 +D+0.750L+0.750S+H 0.810 0.810 +D+0.60W+H 0.203 0.203 +D+0.750Lr+0.750L+0.450W+H 0.810 0.810 +D+0.750L+0.750S+0.450W+H 0,810 0.810 +0.60D+0.60W+0.60H 0,122 0.122 +D+0.70E+0.60H 0.203 0.203 +D+0.750L+0.750S+0.5250E+H 0.810 0.810 +0.60D+0.70E+H 0.122 0.122 D Only 0.203 0.203 L Only 0.810 0.810 H Only Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1 t:41AF rile.2M35 vravity.ec6 General Footing ' Software copynght ENERCALC,INC.1983-2020,Buil&12 20.8,17 r.rr• DESCRIPTIO FTNG#1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Valens fc: Concrete 28 day strength = 250 ksi Allowable Soil Beari = 1 50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 150.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0 250 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 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 = 1.0 : 1 Min Sliding Safety Factor = 1.0 : 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 = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 10.0 in Pedestal dimensions... Y px: parallel to X-X Axis = in pz: parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis -- Number of Bars = 30 M Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15AA. 2) A—J Direction Requiring Closer Separatio Y.)aetlwr.LOW,rq s-2 l[iiN�Ar. n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 3.750 2.0 4.350 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k r� 1 .. � 1 Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:41MA General Footing File:2MMGravity.ecs 9 ' Software copyright ENERCALC,INC.1983-2024,BuiId:12.20.8.17 0.00• 05 DESCRIPTIO FTNG#1 DESIGN SUMMARY a z . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9887 Soil Bearing 1.483 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0 0 k-ft 0 0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3431 Z Flexure(+X) 1.683 k-ft/ft 4.904 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.3431 Z Flexure(-X) 1.683 k-ft/ft 4.904 k-ft/ft +1.20D+L+1.60S+1.60H 'ASS 0.3431 X Flexure(+Z) 1.683 k-ft/ft 4.904 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.3431 X Flexure(-Z) 1.683 k-ft/ft 4.904 k-ft/ft +1.20D+L+1 60S+1.60H PASS 0.2307 1-way Shear(+X) 17.306 psi 75.0 psi +1.20D+L+1 60S+1 60H PASS 0.2307 1-way Shear(-X) 17.306 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.2307 1-way Shear(+Z) 17.306 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.2307 1-way Shear(-Z) 17.306 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.4315 2-way Punching 64 718 psi 150.0 psi +1.20D+L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.7208 0.7208 n/a n/a 0 481 X-X, +D+L+H 1.50 n/a 0.0 1.041 1,041 n/a n/a 0.694 X-X, +D+Lr+H 1.50 n/a 0.0 0.7208 0.7208 n/a n/a 0481 X-X, +D+S+H 1.50 n/a 0.0 1 417 1.417 n/a n/a 0 945 X-X, +D+O 750Lr+0 750L+H 1.50 n/a 0.0 0.9608 0.9608 n/a n/a 0.641 X-X, +D+O 750L+0.750S+H 1.50 n/a 0.0 1 483 1,483 n/a n/a 0.989 X-X, +D+0.60W+H 1.50 n/a 0.0 0.7208 0.7208 n/a n/a 0.481 X-X, +D+0.750Lr+0.750L+0.450V1 1.50 n/a 0.0 0.9608 0.9608 n/a n/a 0.641 X-X, +D+0.750L+0.750S+0.450\N 1.50 n/a 0.0 1.483 1.483 n/a n/a 0.959 X-X, +0.60D+0 60W+0.60H 1.50 n/a 0.0 0,4325 0.4325 n/a n/a 0 288 X-X, +D+0.70E+0.60H 1.50 n/a 00 0,7208 0.7208 n/a n/a 0 A81 X-X, +D+O 750L+0.750S+0.52501 1.50 n/a 0.0 1.483 1 483 n/a n/a 0.989 X-X, +0.60D+0 70E+H 1.50 n/a 00 0.4325 04325 n/a n/a 0.288 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.7208 0.7208 0481 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.041 1.041 C.694 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.7208 0.7208 0.481 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 1.417 1.417 0.945 Z-Z, +D+O 750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 09608 0.9608 0.641 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.483 1 483 0.989 Z-Z, +D+O 60W+H 1.50 &0 n/a n/a n/a 07208 07208 0.481 Z-Z, +D+0.750Lr+0.750L+0.450V\ 1.50 &0 n/a n/a n/a 09608 0.9608 0.641 Z-Z, +D+0.750L+0.750S+0.450W 1.50 0.0 n/a n/a n/a 1.483 1.483 0.989 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4325 04325 0.288 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 07208 0.7208 0 481 Z-Z, +D+0.750L+0.750S+0.5250E 1.50 &0 n/a n/a n/a 1.483 1.483 0.989 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 04325 0,4325 0.288 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding i; :1 , I I I Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,11::41Ah General Footing -File:-2U3t;Gravity.ec6' Sottware copyright ENERCALC,INC.1983.2020,Bufld:1220.8.17 i.00•. DESCRIPTIO FTNG#1 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi`Mn Status k-ft Surface inA2 InA2 inA2 k-ft X-X, +1.40D+1.60H 0.6563 +Z Bottom 0.2160 Min Temp% 0.240 4.904 OK X-X, +1.40D+1.60H 0.6563 -Z Bottom 0.2160 Min Temp% 0.240 4.904 OK X-X, +1.20D+0.50Lr+1.60L+1.60F 0.9625 +Z Bottom 0.2160 Min Temp% 0.240 4.904 O X-X, +1 20D+0.50Lr+1.60L+1.601 0.9625 -Z Bottom 0.2160 Min Temp% 0.240 4 904 OK X-X, +1.20D+1.60L+0 50S+1 60H 1.234 +Z Bottom 0.2160 Min Temp% 0 240 4.904 OK X-X, +1.20D+1.60L+0.50S+1 60H 1.234 -Z Bottom 0.2160 Min Temp% 0.240 4.904 Oil X-X, +1.20D+1.60Lr+L+1.60H 0.8125 +Z Bottom 0.2160 Min Temp% 0.240 4.904 O X-X, +1.20D+1 60Lr+L+1.60H 08125 -Z Bottom 0.2160 Min Temp% 0,240 4.904 Oft X-X, +1.20D+1.60Lr+0.50W+1.60 05625 +Z Bottom 02160 Min Temp% 0.240 4 904 O X-X, +1 20D+1.60Lr+0.50W+1.60 0.5625 -Z Bottom 0.2160 Min Temp% 0.240 4.904 OK X-X, +1.20D+L+1.60S+1 60H 1 683 +Z Bottom 0.2160 Min Temp% 0.240 4.904 O X-X, +1.20D+L+1.60S+1.60H 1 683 -Z Bottom 0.2160 Min Temp% 0.240 4 904 Off( X-X, +1.20D+1.60S+0.50W+1.601 1.433 +Z Bottom 0.2160 Min Temp% 0.240 4.904 OTC X-X, +1.20D+1.60S+0 50W+1.601 1 433 -Z Bottom 0.2160 Min Temp% 0 240 4.904 OK X-X, +1.20D+0.50Lr+L+W+1.60H 08125 +Z Bottom 0.2160 Min Temp% 0 240 4.904 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.8125 -Z Bottom 0.2160 Min Temp% 0.240 4.904 Oil X-X, +1 20D+L+0.50S+W+1.60H 1.084 +Z Bottom 0.2160 Min Temp% 0.240 4.904 OTC X-X, +1 20D+L+0.50S+W+1.60H 1.084 -Z Bottom 0,2160 Min Temp% 0.240 4.904 O X-X, +0.90D+W+1 60H 0.4219 +Z Bottom 0.2160 Min Temp% 0 240 4.904 OK X-X, +0.90D+W+1.60H 0.4219 -Z Bottom 0.2160 Min Temp% 0.240 4 904 OTC X-X, +1.20D+L+0.20S+E+1.60H 0.9213 +Z Bottom 0.2160 Min Temp% 0.240 4.904 OK X-X, +1.20D+L+0.20S+E+1 60H 0.9213 -Z Bottom 0.2160 Min Temp% 0.240 4.904 OK X-X, +0.90D+E+0.90H 0.4219 +Z Bottom 0.2160 Min Temp% 0.240 4.904 O X-X, +0.90D+E+0.90H 0.4219 -Z Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1.40D+1.60H 0-6563 -X Bottom 0.2160 Min Temp% 0.240 4.904 O Z-Z, +1.40D+1 60H 0.6563 +X Bottom 0.2160 Min Temp% 0.240 4.904 O Z-Z, +1.20D+0 50Lr+1.60L+1.60F 0.9625 -X Bottom 0.2160 Min Temp% 0.240 4.904 O Z-Z, +1.20D+0 50Lr+1.60L+1 601- 0.9625 +X Bottom 0.2160 Min Temp% 0.240 4.904 O Z-Z, +1.20D+1.60L+0.50S+1.60H 1.234 -X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.234 +X Bottom 0.2160 Min Temp% 0.240 4.904 O Z-Z, +1.20D+1.60Lr+L+1 60H 0.8125 -X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1.20D+1.60Lr+L+1 60H 0.8125 +X Bottom 0.2160 Min Temp% 0.240 4 904 Oil Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.5625 -X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 05625 +X Bottom 0.2160 Min Temp% 0.240 4.904 Olt Z-Z, +1.20D+L+1.60S+1.60H 1.683 -X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1.20D+L+1.60S+1.60H 1.683 +X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1.20D+1.60S+0.50W+1.601 1.433 -X Bottom 0,2160 Min Temp% 0.240 4.904 OK Z-Z, +1.20D+1.60S+0.50W+1.601 1.433 +X Bottom 0.2160 Min Temp% 0.240 4 904 O Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.8125 -X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1 20D+0 50Lr+L+W+1 60H 0.8125 +X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +1.20D+L+0.50S+W+1 60H 1 084 -X Bottom 0.2160 Min Temp% 0.240 4.904 O Z-Z, +1.20D+L+0.50S+W+1.60H 1.084 +X Bottom 0.2160 Min Temp% 0.240 4 904 OK Z-Z, +0.90D+W+1.60H 04219 -X Bottom 0,2160 Min Temp% 0.240 4.904 OK Z-Z, +0.90D+W+1.60H 0.4219 +X Bottom 0.2160 Min Temp% 0.240 4 904 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.9213 -X Bottom 0.2160 Min Temp% 0.240 4 904 O Z-Z, +1 20D+L+0.20S+E+1.60H 0.9213 +X Bottom 0.2160 Min Temp% 0.240 4.904 OK Z-Z, +0.90D+E+0.90H 04219 -X Bottom 0.2160 Min Temp% 0.240 4.904 O Z-Z, +0.90D+E+0.90H 04219 +X Bottom 0.2160 Min Temp% 0.240 4.904 O One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 6.75 psi 6.75 psi 6.75 psi 6.75 psi 6 75 psi 75.00 psi 0.09 OK +1.20D+0.50Lr+1.60L+1.60H 9.90 psi 9.90 psi 9 90 psi 9.90 psi 9 90 psi 75 00 psi 0.13 OK +1.20D+1.60L+0.50S+1.60H 12.70 psi 12.70 psi 12.70 psi 12.70 psi 12 70 psi 75.00 psi 0.17 OK +1.20D+1.60Lr+L+1.60H 8.36 psi 8.36 psi 8.36 psi 8.36 psi 8 36 psi 75.00 psi 0.11 Oil +1.20D+1.60Lr+0.50W+1.60H 5 79 psi 5.79 psi 5.79 psi 5.79 psi 5.79 psi 75.00 psi 0.08 OIL +1.20D+L+1.60S+1.60H 17 31 psi 17.31 psi 17.31 psi 17.31 psi 17.31 psi 75.00 psi 0.23 OK +1.20D+1.60S+0.50W+1.60H 14.73 psi 14.73 psi 14.73 psi 14.73 psi 14.73 psi 75.00 psi 020 OK +1.20D+0.50Lr+L+W+1.60H 8.36 psi 8 36 psi 8.36 psi 8.36 psi 8.36 psi 75.00 psi 0.11 OK +1.20D+L+0 50S+W+1.60H 11.15 Psi 11 15 psi 11.15 psi 11.15 psi 11 15 psi 75.00 psi 0.15 OK +0.90D+W+1.60H 4.34 psi 4.34 psi 4.34 psi 4.34 psi 4.34 psi 75.00 psi 006 Old +1.20D+L+0 20S+E+1 60H 9 48 Psi 9.48 psi 9.48 psi 9.48 psi 9.48 psi 75.00 psi 0.13 OK I Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,11:41Atr1 Re:20-035Gravify.-ec6' General Footing ' Software copyright ENERCALC,INC.1983-2020,Buld:12-20.8.17 0.00 DESCRIPTIO FTNG#1 One Way Shear Load Combination... Vu -X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 4.34 psi 4.34 psi 4.34 psi 4.34 psi 4.34 psi 75.00 psi 0.06 Oil Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 25.24 psi 150.00psi 0.1683 OK +1.20D+0.50Lr+1.60L+1.60H 37.02 psi 150.00psi 02468 OK +1.20D+1.60L+0.50S+1.60H 47.48 psi 150.00psi 0.3165 OK +1.20D+1.60Lr+L+1.60H 31.25 psi 150.00psi 0.2084 O +1.20D+1.60Lr+0.50W+1.60H 21.64 psi 150.00psi 0.1442 OK +1.20D+L+1.60S+1.60H 64.72 psi 150.00psi 0.4315 OK +1.20D+1.60S+0.50W+1.60H 55.10 psi 150.00psi 0.3673 O +1.20D+0.50Lr+L+W+1.60H 31.25 psi 150.00psi 02084 OK +1.20D+L+0.50S+W+1.60H 41.71 psi 150.00psi 0.2781 O +0.90D+W+1.60H 16.23 psi 150.00psi 0.1082 OK +1.20D+L+0.20S+E+1.60H 35.44 psi 150.00psi 0.2362 O +0.90D+E+0.90H 16.23 psi 150.00psi 0.1082 OK Project Title: Engineer: Project ID: Project Descr: Priri'.ed:26 SEP 2020,1 :45AN11. File:26-035 Gravity.ec6 General Footing ' Software copyright ENERCALC.INC.1983-2020,Build:12 20-8.17 1.11' DESCRIPTIO FTNG#2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Valdes fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 150.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff = 0 250 rp Values Flexure = 0.90 Shear = 0 750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 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 = 1.0 1 Min Sliding Safety Factor = 1.0 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 = 2 0 ft Length parallel to Z-Z Axis = 2 0 ft Footing Thickness = 10 0 in Pedestal dimensions... px: parallel to X-X Axis = in 4 pz: parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - -- i : g Reinforcing _ram Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 30 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4a2) Maw. T ., Direction Requiring Closer Separatio n/a X-X S�, .n Looking Ic+Z #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ D Lr L S W E H P : Column Load = 1.50 1.20 1.750 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z - k Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:45A 1 General Footing - - File:20-05-GraVity.e�6 ' Software copyright ENERCALC,INC.1983-2020,Suld:12.20.6.17 0.00•. DESCRIPTIO FTNG#2 DESIGN SUMMARY - Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6993 Soil Bearing 1.049 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H E PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1191 Z Flexure(+X) 0.7250 k-ft/ft 6.088 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.1191 Z Flexure (-X) 0.7250 k-ft/ft 6 088 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.1191 X Flexure(+Z) 0.7250 k-ft/ft 6.088 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.1191 X Flexure(-Z) 0.7250 k-ft/ft 6 088 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.09667 1-way Shear(+X) 7.250 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.09667 1-way Shear(-X) 7 250 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.09667 1-way Shear(+Z) 7 250 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.09667 1-way Shear(-Z) 7 250 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.1795 2-way Punching 26.929 psi 150 0 psi +1.20D+L+1.60S+1.60H Detailed Results Soil Hearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1 50 n/a 0.0 0.4958 0.4958 n/a n/a C.331 X-X, +D+L+H 1 50 n/a 0.0 0.7958 0.7958 n/a n/a 0,531 X-X, +D+Lr+H 1 50 n/a 0.0 0.4958 0.4958 n/a n/a 0.331 X-X, +D+S+H 1 50 n/a 0.0 09333 0.9333 n/a n/a 0.622 X-X, +D+O 750Lr+0.750L+H 1.50 n/a 0 0 07208 0.7208 n/a n/a 0481 X-X, +D+0750L+0.750S+H 1.50 n/a 0 0 1.049 1.049 n/a n/a 0.699 X-X, +D+0.60W+H 1.50 n/a 0.0 0.4958 0.4958 n/a n/a 0.331 X-X, +D+0.750Lr+0.750L+0 450V1 1.50 n/a 0.0 0.7208 0.7208 n/a n/a 0.481 X-X, +D+0.750L+0 750S+0 450" 1.50 n/a 0.0 1.049 1.049 n/a n/a 0.699 X-X, +0 60D+0 60W+0.60H 1.50 n/a &0 02975 0.2975 n/a n/a 0 198 X-X, +D+0.70E+0.60H 1.50 n/a 0.0 0.4958 0.4958 n/a n/a 0_331 X-X, +D+0.750L+0.750S+0.5250E 1.50 n/a 0.0 1.049 1.049 n/a n/a 0.699 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.2975 0.2975 n/a n/a 0."98 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.4958 04958 0,331 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.7958 0.7958 0.531 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.4958 0.4958 0.331 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.9333 0,9333 0.622 Z-Z, +D+O 750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.7208 0.7208 0.4811 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1,049 1.049 0 599 Z-Z, +D+O 60W+H 1.50 0.0 n/a n/a n/a 04958 04958 0.331 Z-Z, +D+O 750Lr+0.750L+0 450V\ 1.50 0.0 n/a n/a n/a 0.7208 0.7208 0.481 Z-Z, +D+0.750L+0.750S+0.450W 1.50 0 0 n/a n/a n/a 1.049 1.049 0.699 Z-Z, +0.60D+0 60W+0.60H 1.50 0.0 n/a n/a n/a 02975 0.2975 0.'198 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 04958 0.4958 0 331 Z-Z, +D+0.750L+0 750S+0.5250E 1.50 0.0 n/a n/a n/a 1.049 1.049 0.699 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2975 0.2975 0."98 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding t I ,.: V Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1 1:45AF General FootingFile:204WGravi.ec6- Software copyright ENERCALC,INC.1983-2020,Build:12.20,8.17 i iO Engineering LLM DESCRIPTIO FTNG#2 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in12 inA2 inA2 k-ft X-X, +1.40D+1.60H 0.2625 +Z Bottom 02160 Min Temp% 0.30 6.088 OK X-X, +1.40D+1.60H 0.2625 -Z Bottom 0.2160 Min Temp% 0.30 6 088 OK X-X, +1 20D+0.50Lr+1.60L+1.60F 0.4650 +Z Bottom 02160 Min Temp% 0.30 6.088 OK X-X, +1.20D+0.50Lr+1.60L+1.60F 0.4650 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.5744 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1 20D+1 60L+0.50S+1 60H 0.5744 -Z Bottom 02160 Min Temp% 030 6.088 Olt X-X, +1.20D+1.60Lr+L+1 60H 0.3750 +Z Bottom 0.2160 Min Temp% 030 6.088 Ott X-X, +1.20D+1.60Lr+L+1.60H 0.3750 -Z Bottom 0.2160 Min Temp% 0.30 6.088 O X-X, +1.20D+1.60Lr+0.50W+1.60 0.2250 +Z Bottom 0.2160 Min Temp% 030 6.088 Oft X-X, +1.20D+1.60Lr+0 50W+1.60 0.2250 -Z Bottom 0.2160 Min Temp% 0.30 6.088 Olt X-X, +1.20D+L+1 60S+1.60H 07250 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+L+1.60S+1.60H 0.7250 -Z Bottom 02160 Min Temp% 0.30 6.088 Ott X-X, +1 20D+1.60S+0.50W+1.601 0.5750 +Z Bottom 0.2160 Min Temp% 0,30 6.088 Olt X-X, +1.20D+1.60S+0.50W+1.601 0.5750 -Z Bottom 0.2160 Min Temp % 0.30 6.088 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.3750 +Z Bottom 0.2160 Min Temp% 030 6.088 OK X-X, +1 20D+0 50Lr+L+W+1.60H 0.3750 -Z Bottom &2160 Min Temp% 0.30 6.088 Ott X-X, +1.20D+L+0.50S+W+1.60H 0.4844 +Z Bottom 0.2160 Min Temp% 0.30 6 088 Ott X-X, +1.20D+L+0.50S+W+1.60H 04844 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +0.90D+W+1.60H 01688 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +0.90D+W+1.60H 0.1688 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+L+0.20S+E+1.60H 04188 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+L+0.20S+E+1.60H 0.4188 -Z Bottom 0.2160 Min Temp% 0.30 6.088 O X-X, +0.90D+E+0.90H 0.1688 +Z Bottom 0.2160 Min Temp% 0.30 6 088 Olt X-X, +0.90D+E+0 90H 0.1688 -Z Bottom 0,2160 Min Temp% 0.30 6.088 OK Z-Z, +1.40D+1.60H 0.2625 -X Bottom 0.2160 Min Temp% 0.30 6.088 Olt Z-Z, +1.40D+1.60H 02625 +X Bottom 0,2160 Min Temp% 0.30 6.088 Ott Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4650 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4650 +X Bottom 0.2160 Min Temp % 0.30 6 088 O Z-Z, +1.20D+1 60L+0.50S+1.60H 0.5744 -X Bottom 0,2160 Min Temp % 030 6.088 OK Z-Z, +1.20D+1.60L+0.50S+1 60H 0.5744 +X Bottom 0.2160 Min Temp% 030 6.088 OK Z-Z, +1.20D+1.60Lr+L+1.60H 03750 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+1.60Lr+L+1.60H 03750 +X Bottom 0.2160 Min Temp% 0,30 6.088 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.2250 -X Bottom 0.2160 Min Temp% 030 6.088 Old Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.2250 +X Bottom 0.2160 Min Temp% 030 6.088 Oft Z-Z, +1.20D+L+1.60S+1.60H 0.7250 -X Bottom 0.2160 Min Temp% 030 6.088 OK Z-Z, +1.20D+L+1.60S+1.60H 0.7250 +X Bottom 0.2160 Min Temp% 0.30 6.088 Olt Z-Z, +1.20D+1 60S+0.50W+1.601 0.5750 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.5750 +X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3750 -X Bottom 0.2160 Min Temp % 0.30 6.088 O Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3750 +X Bottom 0.2160 Min Temp % 0.30 6.088 O Z-Z, +1.20D+L+0.50S+W+1.60H 0.4844 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.4844 +X Bottom 0.2160 Min Temp% 030 6.088 OK Z-Z, +0.90D+W+1.60H 0.1688 -X Bottom 0.2160 Min Temp% 0.30 6 088 Ott Z-Z, +0.90D+W+1.60H 0.1688 +X Bottom 02160 Min Temp% 030 6.088 OK Z-Z, +1.20D+L+0.20S+E+1 60H 0.4188 -X Bottom 0.2160 Min Temp% 030 6.088 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.4188 +X Bottom 0.2160 Min Temp% 0.30 6 088 O Z-Z, +0.90D+E+0 90H 0.1688 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +0.90D+E+0.90H 0.1688 +X Bottom 0.2160 Min Temp% 0.30 6.088 Ott One Way Shear Load Combination... Vu @-X V_u_@+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 2.63 psi 2 63 psi 2,63 psi 2.63 psi 2.63 psi 75 00 psi 0,04 Olt +1.20D+0.50Lr+1 60L+1.60H 4.65 psi 4.65 psi 4.65 psi 4 65 psi 4.65 psi 75.00 psi 0,06 Ott +1.20D+1.60L+0.50S+1.60H 5.74 psi 5.74 psi 5 74 psi 5.74 psi 5.74 psi 75.00 psi 0.08 0K +1.20D+1.60Lr+L+1.60H 3.75 Psi 3.75 psi 3.75 psi 3.75 psi 3.75 psi 75.00 psi 0.05 OK +1.20D+1.60Lr+0.50W+1.60H 2,25 psi 2 25 psi 2.25 psi 2.25 psi 2.25 psi 75.00 psi 0.03 Olt +1.20D+L+1.60S+1.60H 7 25 psi 7.25 psi 7 25 psi 7.25 psi 7.25 psi 75.00 psi 0.10 OK +1.20D+1.60S+0.50W+1.60H 5.75 psi 5.75 psi 5.75 psi 5.75 psi 5.75 psi 75.00 psi 0.08 Oft +1.20D+0.50Lr+L+W+1 60H 3.75 psi 3.75 psi 3.75 psi 3.75 psi 3 75 psi 75.00 psi 0.05 Ott +1.20D+L+0.50S+W+1.60H 4 84 psi 4.84 psi 4 84 psi 4.84 psi 4.84 psi 75 00 psi 0.06 OK +0.90D+W+1 60H 1 69 psi 1.69 psi 1.69 psi 1 69 psi 1 69 psi 75.00 psi 0,02 OK +1.20D+L+0.20S+E+1 60H 4 19 psi 4.19 psi 4.19 psi 4.19 psi 4.19 psi 75.00 psi 0.06 Oft i Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:45AM General Footing - -Re:IM35-Gravity.ecI5 g .� Software copyright ENERCALC.INC.1983.2020,Build, 0.ii•, DESCRIPTIO FTNG#2 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 1.69 psi 1.69 psi 1.69 psi 1.69 psi 1.69 psi 75.00 psi 0.02 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 9.75 psi 150.00psi 0.065 OK +1.20D+0.50Lr+1.60L+1.60H 17.27 psi 150,00psi 0.1151 OK +1.20D+1.60L+0.50S+1.60H 21.33 psi 150.00psi 0.1422 O +1.20D+1.60Lr+L+1.60H 13.93 psi 150.00psi 0.09286 OK +1.20D+1.60Lr+0.50W+1.60H 8.36 psi 150.00psi 0.05571 OK +1.20D+L+1.60S+1.60H 26.93 psi 150.00psi 0.1795 OK +1.20D+1.60S+0.50W+1.60H 21.36 psi 150.00psi 01424 O +1.20D+0.50Lr+L+W+1.60H 13.93 psi 150.00psi 0.09286 O +1.20D+L+0.50S+W+1.60H 17.99 psi 150.00psi 0.1199 O +0.90D+W+1.60H 6.27 psi 150.00psi 0.04179 OK +1.20D+L+0.20S+E+1.60H 15.55 psi 150.00psi 0.1037 OK +0.90D+E+0.90H 6.27 psi 150.00psi 0.04179 OK Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:47ARA File:20-035 Gravlty.ec6 General Footing ' Software copyright ENERCALC,INC.1983-2020.Build:12 20.8 17 t:0t DESCRIPTIO FTNG#3 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 250 ksi Allowable Soil Bead = 1,50 ksf fy : Rebar Yield = 400 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 150.0 pcf Concrete Density = 1450 pcf Soil/Concrete Friction Coeff. = 0,250 Values Flexure = 090 Shear = 0.750 Increases based on footing Depth Analysis Settings - Footing base depth below soil surface = ft Min Steel /o 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 0 1 Min Sliding Safety Factor = 1 0 : 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 = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 10.0 in Pedestal dimensions. . X I px: parallel to X-X Axis = in pz: parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete at Bottom of footing = 3.0 in L S Reinforcing Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 s .,aa. a Reinforcing Bar Size = # 4 - Bandwidth Distribution Check (ACI 15.4.4.2) ` Direction Requiring Closer Separatio n/a X-X Solon Looking to+Z Z-z aw•�,a.x # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1 350 1.080 1.580 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k I +r• Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020. 11:47A.« General Foolingraln .e`,�' Software copyright ENERCALC,INC.1983.2020,Build: 20.8 17 0.00•. DESCRIPTIO FTNG#3 DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6381 Soil Bearing 0.9571 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H e PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0 0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0 0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1073 Z Flexure(+X) 0.6535 k-ft/ft 6.088 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.1073 Z Flexure(-X) 0.6535 k-ft/ft 6.088 k-ft/ft +1.20D+L+1.60S+1.60H MASS 01073 X Flexure(+Z) 0.6535 k-ft/ft 6.088 k-ft/ft +1.20D+L+1.60S+1 60H PASS 0.1073 X Flexure(-Z) 0 6535 k-ft/ft 6.088 k-ft/ft +1 20D+L+1.60S+1.60H PASS 0.08713 1-way Shear(+X) 6.535 psi 75.0 psi +1 20D+L+1 60S+1.60H PASS 008713 1-way Shear(-X) 6.535 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.08713 1-way Shear(+Z) 6.535 psi 75 0 psi +1.20D+L+1.60S+1 60H PASS 008713 1-way Shear(-Z) 6.535 psi 75.0 psi +1.20D+L+1 60S+1.60H PASS 01618 2-way Punching 24.273 psi 150.0 psi +1.20D+L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.4583 0.4583 n/a n/a 0.306 X-X, +D+L+H 1.50 n/a 0.0 0.7283 0.7283 n/a n/a 0.486 X-X, +D+Lr+H 1.50 n/a 0.0 0.4583 0.4583 n/a n/a 0.300 X-X, +D+S+H 1.50 n/a 0.0 0.8533 0.8533 n/a n/a 0.569 X-X, +D+0.750Lr+0 750L+H 1.50 n/a 0.0 0.6608 0.6608 n/a n/a 0 441 X-X, +D+O 750L+0.750S+H 1.50 n/a 0.0 0.9571 0,9571 n/a n/a 0.638 X-X, +D+0.60W+H 1.50 n/a 0.0 0.4583 0.4583 n/a n/a 0.306 X-X, +D+0.750Lr+0 750L+0.450Ut 1.50 n/a 0.0 0.6608 0.6608 n/a n/a 0.4441 X-X, +D+0.750L+0.750S+0.450W 1.50 n/a 0.0 0.9571 0.9571 n/a n/a 0.638 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2750 0.2750 n/a n/a O. 8:3 X-X, +D+O 70E+0 60H 1.50 n/a 0.0 0.4583 0.4583 n/a n/a 0.306 X-X, +D+O 750L+0 750S+0.5250E 1.50 n/a 0.0 0.9571 09571 n/a n/a 0.638 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.2750 02750 n/a n/a 0.183 Z-Z, +D+H 1.50 00 n/a n/a n/a 04583 0.4583 0.306 Z-Z, +D+L+H 1.50 00 n/a n/a n/a 07283 0.7283 0.186 Z-Z, +D+Lr+H 1.50 00 n/a n/a n/a 04583 0.4583 0.306 Z-Z, +D+S+H 1.50 00 n/a n/a n/a 0.8533 08533 0.569 Z-Z, +D+0.750Lr+0.750L+H 1.50 00 n/a n/a n/a 0.6608 0.6608 0.441 Z-Z, +D+0.750L+0.750S+H 1.50 00 n/a n/a n/a 0.9571 0.9571 0 638 Z-Z, +D+0.60W+H 1.50 00 n/a n/a n/a 0.4583 0.4583 0.306 Z-Z, +D+0.750Lr+0.750L+0.450V\ 1.50 00 n/a n/a n/a 0.6608 0.6608 0.441 Z-Z, +D+0.750L+0.750S+0.45OW 1.50 00 n/a n/a n/a 09571 0.9571 0.638 Z-Z, +0.60D+0.60W+0.60H 1.50 00 n/a n/a n/a 0.2750 0.2750 0.163 Z-Z, +D+0.70E+0 60H 1 50 00 n/a n/a n/a 0.4583 0.4583 0'306 Z-Z, +D+0.750L+0 750S+0.5250E 1.50 00 n/a n/a n/a 0.9571 0.9571 0.0u8 Z-Z, +0.60D+0 70E+H 1 50 00 n/a n/a n/a 0.2750 02750 0.133 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding i .; :t, Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 111:47M General Footing FiTe:2b-836GraQy.ec6 9 ' Software copyright ENERCALC.INC.1983-2020,Build: 000• DESCRIPTIO FTNG#3 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D+1.60H 0.2363 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.40D+1.60H 0.2363 -Z Bottom 0.2160 Min Temp% 0 30 6.088 O X-X, +1.20D+0.50Lr+1 60L+1.60F 0.4185 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+0.50Lr+1.60L+1.60F 0.4185 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.5173 +Z Bottom 0.2160 Min Temp% 030 6.088 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.5173 -Z Bottom 0.2160 Min Temp% 0.30 6.088 Oil X-X, +1 20D+1 60Lr+L+1.60H 0.3375 +Z Bottom 0.2160 Min Temp% 0.30 6 088 O X-X, +1.20D+1.60Lr+L+1 60H 0.3375 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1 20D+1 60Lr+0.50W+1.60 02025 +Z Bottom 0.2160 Min Temp% 0.30 6 088 OFF X-X, +1.20D+1.60Lr+0.50W+1.60 02025 -Z Bottom 0.2160 Min Temp% 0.30 6 088 OK X-X, +1.20D+L+1.60S+1.60H 0.6535 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OFF X-X, +1.20D+L+1 60S+1.60H 0.6535 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1 20D+1.60S+0 50W+1.601 0.5185 +Z Bottom 0.2160 Min Temp% 0.30 6.088 O X-X, +1.20D+1.60S+0.50W+1 601 0.5185 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+0.50Lr+L+W+1 60H 0.3375 +Z Bottom 0.2160 Min Temp% 0.30 6.088 O X-X, +1.20D+0.50Lr+L+W+1.60H 0.3375 -Z Bottom 0.2160 Min Temp% 0.30 6.088 O X-X, +1.20D+L+0.50S+W+1.60H 0.4363 +Z Bottom 0.2160 Min Temp% 0.30 6 088 OK X-X, +1.20D+L+0.50S+W+1.60H 0.4363 -Z Bottom 0.2160 Min Temp% 0.30 6 088 Oil X-X, +0.90D+W+1.60H 0.1519 +Z Bottom 0.2160 Min Temp% 030 6.088 OK X-X, +0.90D+W+1.60H 0.1519 -Z Bottom 0.2160 Min Temp% 0.30 6.088 O X-X, +1.20D+L+0.20S+E+1.60H 0.3770 +Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +1.20D+L+0.20S+E+1.60H 0.3770 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK X-X, +0.90D+E+0.90H 0.1519 +Z Bottom 0.2160 Min Temp% 030 6.088 Oil X-X, +0.90D+E+0.90H 0.1519 -Z Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.40D+1.60H 0.2363 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.40D+1.60H 0.2363 +X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+0.50Lr+1 60L+1 601- 0.4185 -X Bottom 0.2160 Min Temp% 0.30 6.088 O Z-Z, +1.20D+0.50Lr+1.60L+1 601- 0.4185 +X Bottom 0.2160 Min Temp% 0.30 6.088 O€( Z-Z, +1.20D+1.60L+0.50S+1 60H 0.5173 -X Bottom 0.2160 Min Temp% 0.30 6.088 O Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5173 +X Bottom 0.2160 Min Temp% 0.30 6.088 O Z-Z, +1.20D+1.60Lr+L+1.60H 0.3375 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+1.60Lr+L+1 60H 0.3375 +X Bottom 0.2160 Min Temp% 0.30 6.088 OIL Z-Z, +1.20D+1.60Lr+0.50W+1 60 0.2025 -X Bottom 0.2160 Min Temp% 0.30 6.088 Oil Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.2025 +X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+L+1.60S+1.60H 0.6535 -X Bottom 0.2160 Min Temp% 0.30 6.088 O ' Z-Z, +1.20D+L+1.60S+1.60H 06535 +X Bottom 0.2160 Min Temp% 0.30 6 088 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.5185 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.5185 +X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1 20D+0.50Lr+L+W+1.60H 03375 -X Bottom 0.2160 Min Temp% 0.30 6 088 O Z-Z, +1 20D+0.50Lr+L+W+1.60H 03375 +X Bottom 0.2160 Min Temp% 0.30 6 088 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.4363 -X Bottom 0.2160 Min Temp% 030 6.088 OK Z-Z, +1.20D+L+0.50S+W+1 60H 0.4363 +X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +0.90D+W+1.60H 0.1519 -X Bottom 0.2160 Min Temp% 0.30 6.088 Oil Z-Z, +0.90D+W+1.60H 0.1519 +X Bottom 0.2160 Min Temp% 030 6.088 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.3770 -X Bottom 0.2160 Min Temp% 0.30 6.088 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.3770 +X Bottom 0.2160 Min Temp% 0.30 6.088 O Z-Z, +0.90D+E+0.90H 0.1519 -X Bottom 0.2160 Min Temp% 030 6.088 OK Z-Z, +0.90D+E+0.90H 0.1519 +X Bottom 0.2160 Min Temp% 030 6.088 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 2.36 psi 2.36 psi 2.36 psi 2.36 psi 2.36 psi 75.00 psi 0.03 Oil +1.20D+0.50Lr+1 60L+1 60H 4.19 psi 4.19 psi 4.19 psi 4.19 psi 4.19 psi 75.00 psi 0.06 OFF +1.20D+1 60L+0 50S+1.60H 5.17 psi 5.17 pSi 5.17 psi 5.17 psi 5.17 psi 75.00 psi 0.07 OK +1.20D+1.60Lr+L+1.60H 3.38 psi 3.38 psi 3.38 psi 3.38 psi 3.38 psi 75.00 psi 0.05 OK +1.20D+1.60Lr+0.50W+1.60H 2.03 psi 2.03 psi 2.03 psi 2.03 psi 2.03 psi 75.00 psi 0.03 OK +1.20D+L+1.60S+1 60H 6.54 psi 6.54 psi 6.54 psi 6.54 psi 6.54 psi 75.00 psi 0.09 nv +1.20D+1.60S+0.50W+1.60H 5.19 psi 5.19 psi 5.19 psi 5.19 psi 5.19 psi 75.00 psi 0.07 +1.20D+0.50Lr+L+W+1.60H 3.38 psi 3.38 psi 3.38 psi 3 38 psi 3.38 psi 75.00 psi 0.05 +1.20D+L+0.50S+W+1.60H 4.36 psi 4.36 psi 4 36 psi 4.36 psi 4.36 psi 75.00 psi 0.06 +0.90D+W+1 60H 1.52 psi 1.52 psi 1.52 psi 1.52 psi 1.52 psi 75 00 psi 0.02 +1 20D+L+0 20S+E+1.60H 3.77 psi 3.77 psi 3 77 psi 3.77 psi 3.77 psi 75.00 psi 0.05 •i Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,11:47AM General Footin -File:20-036 Gravity.ec6 9 Software copyright ENERCALC.INC.1983-2020.Build:12.20.8.17-1 i:ii DESCRIPTIO FTNG#3 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 1.52 psi 1.52 psi 1.52 psi 1.52 psi 1.52 psi 75.00 psi 0.02 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status_ +1.40D+1.60H 8.78 psi 150.00psi 0.0585 OK +1.20D+0.50Lr+1.60L+1.60H 15.54 psi 150.00psi 0.1036 Oil +1.20D+1.60L+0.50S+1.60H 19.21 psi 150.00psi 0.1281 OK +1.20D+1.60Lr+L+1.60H 12.54 psi 150.00psi 0.08357 Oil +1.20D+1.60Lr+0.50W+1.60H 7.52 psi 150.00psi 0,05014 OK +1.20D+L+1.60S+1.60H 24.27 psi 150.00psi 0.1618 O +1.20D+1.60S+0.50W+1.60H 19.26 psi 150.0opsi 0.1284 O +1.20D+0.50Lr+L+W+1.60H 12.54 psi 150.00psi 0.08357 OK +1.20D+L+0.50S+W+1.60H 16.20 psi 150.00psi 0.108 O +0.90D+W+1.60H 5.64 psi 150.00psi 0.03761 OTC +1.20D+L+0.20S+E+1.60H 14.00 psi 150.00psi 0.09335 Oil +0.90D+E+0.90H 5.64 psi 150.00psi 0.03761 OK F 1 Project Title Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:51AM General FootingF1te�635Crav1'ty.ecfi Software copynghl ENERCALC,INC.1983-2020,Build:1Z20A17 DESCRIPTIO FTNG#4 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Saul Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bead = 1.50 ksf fy: Rebar Yield = 400 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 150.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0 250 �P Values Flexure = 090 Shear = 0.750 Increases based on footing Depth Analysts Settings Footing base depth below soil surface = It Min Steel% Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf = 0.00180 when footing base is below = It Min Overturning Safety Factor = 1 0 : 1 Min. Sliding Safety Factor = 1 0 : 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability, mom&shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Footing Thickness = 10.0 in Pedestal dimensions... px: parallel to X-X Axis - in pz: parallel to Z-Z Axis in Height - in Rebar Centerline to Edge of Concrete. at Bottom of footing = 30 in Reinforcing Bars parallel to X-X Axis Number of Bars = 2 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis z..<enro Number of Bars = 2 2-94 Bars Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio - n/a #Bars required within zone n/a X-X Section Looking to+Z Z-Z Section Looking to+X #Bars required on each side of zone n/a Applied Loads D _Lr L S W E H P : Column Load = 0.6750 0.540 0.790 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k I ,: Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1`•:51A.M Fife:2U36Gravfty.ec6 General Footing Software wpyn0ht ENERCALC.INC.1983.2020,Build!12.20.8.17 MO• DESCRIPTIO FTNG#4 DESIGN SUMMARY 1111111111111111111Z • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5761 Soil Bearing 0.8642 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H s PASS n/a Overturning-X-X 00 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0 0 k-ft No Overturning PASS n/a Sliding-X-X 0 0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0 0 k 0.0 k No Uplift PASS 0.06015 Z Flexure(+X) 0.3268 k-ft/ft 5.433 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.06015 Z Flexure(-X) 0.3268 k-ft/ft 5.433 k-ft/ft +1 20D+L+1 60S+1.60H PASS 0.06015 X Flexure(+Z) 0.3268 k-ft/ft 5.433 k-ft/ft +1 20D+L+1.60S+1 60H PASS 0,06015 X Flexure(-Z) 0.3268 k-ft/ft 5.433 k-ft/ft +1.20D+L+1 60S+1.60H PASS 0.03043 1-way Shear(+X) 2 282 psi 75.0 psi +1.20D+L+1 60S+1.60H PASS 0.03043 1-way Shear(-X) 2.282 psi 75 0 psi +1.20D+L+1.60S+1.60H PASS 0.03043 1-way Shear(+Z) 2.282 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.03043 1-way Shear(-Z) 2 282 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.07607 2-way Punching 11.411 psi 150.0 psi +1.20D+L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.4208 0.4208 n/a n/a 0 28 i X-X, +D+L+H 1.50 n/a 0.0 0.6608 &6608 n/a n/a 0.441 X-X, +D+Lr+H 1.50 n/a 0.0 0.4208 0.4208 n/a n/a 0.281 X-X, +D+S+H 1.50 n/a 0.0 0.7719 0.7719 n/a n/a 0.515 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.6008 0.6008 n/a n/a 0 401 X-X, +D+0.750L+0 750S+H 1.50 n/a 0.0 0.8642 &8642 n/a n/a 0.5576 X-X, +D+O 60W+H 1.50 n/a 00 0.4208 0.4208 n/a n/a 0.281 X-X, +D+0.750Lr+0.750L+0.450V1 1,50 n/a 0.0 0.6008 0.6008 n/a n/a 0.401 X-X, +D+0.750L+0.750S+0.450W 1.50 n/a 0.0 0.8642 0.8642 n/a n/a 0.576 X-X, +0.60D+0.60W+0.60H 1,50 n/a 0.0 0.2525 0.2525 n/a n/a L '68 X-X, +D+0.70E+0.60H 1.50 n/a 0.0 0.4208 0,4208 n/a n/a 0.281 X-X, +D+0.750L+0.750S+0.5250E 1.50 n/a 0.0 0.8642 0.8642 n/a n/a 0.516 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.2525 0.2525 n/a n/a 0.168 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.4208 0.4208 0.281 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.6608 0.6608 0.441 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.4208 04208 0.281 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.7719 07719 0.515 Z-Z, +D+0.750Lr+O 750L+H 1.50 0.0 n/a n/a n/a 0.6008 0.6008 0.401 Z-Z, +D+O 750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8642 08642 L 576 Z-Z, +D+0.60W+H 1,50 0.0 n/a n/a n/a 0.4208 0.4208 0.281 Z-Z, +D+0.750Lr+0.750L+0.450V\ 1.50 0.0 n/a n/a n/a 0.6008 0.6008 0.401 Z-Z, +D+0.750L+0.750S+0.450W 1.50 0.0 n/a n/a n/a 0.8642 08642 0.576 Z-Z, +0.60D+0.60W+0 60H 1.50 0.0 n/a n/a n/a 0.2525 0.2525 0 68 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4208 0.4208 0 281 Z-Z, +D+O 750L+0.750S+0.5250E 1.50 0.0 n/a n/a n/a 0.8642 0.8642 0.870 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2525 0.2525 0. 68 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding _ ,,. I I Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:51ARA Fire:2"a5Gra%6ty.ec6 General Footing ' Software copyright ENERCALC,INC.1983.2020,Budd:12.20A17 0.00•. DESCRIPTIO FTNG#4 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D+1.60H 0.1181 +Z Bottom 0.2160 Min Temp% 0.2667 5.433 OK X-X, +1 40D+1.60H 0.1181 -Z Bottom 0,2160 Min Temp% 0.2667 5.433 O X-X, +1.20D+0.50Lr+1 60L+1.60F 0.2093 +Z Bottom 0,2160 Min Temp% 0.2667 5 433 O X-X, +1.20D+0.50Lr+1.60L+1.60F 0.2093 -Z Bottom 0.2160 Min Temp% 02667 5.433 O X-X, +1 20D+1.60L+0.50S+1.60H 0.2586 +Z Bottom 0.2160 Min Temp% 0.2667 5.433 Oro X-X, +1.20D+1 60L+0.50S+1 60H 0.2586 -Z Bottom 0.2160 Min Temp% 0.2667 5.433 OK X-X, +1.20D+1.60Lr+L+1.60H 0.1688 +Z Bottom 0,2160 Min Temp% 0.2667 5.433 O X-X, +1.20D+1.60Lr+L+1.60H 0.1688 -Z Bottom 0.2160 Min Temp% 0.2667 5 433 O X-X, +1.20D+1 601-r+0 50W+1.60 0.1013 +Z Bottom 0.2160 Min Temp% 0,2667 5 433 O X-X, +1.20D+1.60Lr+0.50W+1.60 0.1013 -Z Bottom 0.2160 Min Temp% 0.2667 5.433 OF4 X-X, +1 20D+L+1 60S+1.60H 0.3268 +Z Bottom 0.2160 Min Temp% 0.2667 5.433 OK X-X, +1.20D+L+1.60S+1.60H 0,3268 -Z Bottom 0.2160 Min Temp% 0.2667 5.433 OK X-X, +1.20D+1.60S+0.50W+1.601 0.2593 +Z Bottom 0.2160 Min Temp% 0.2667 5 433 O X-X, +1.20D+1.60S+0.50W+1 601 0.2593 -Z Bottom 0,2160 Min Temp% 0.2667 5.433 OK X-X, +1 20D+0.50Lr+L+W+1 60H 0.1688 +Z Bottom 02160 Min Temp% 0.2667 5 433 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.1688 -Z Bottom 0.2160 Min Temp% 02667 5.433 O X-X, +1.20D+L+0.50S+W+1.60H 0.2181 +Z Bottom 0.2160 Min Temp% 0.2667 5.433 OK X-X, +1.20D+L+0.50S+W+1.60H 0.2181 -Z Bottom 0.2160 Min Temp% 0.2667 5.433 OK X-X, +0.90D+W+1.60H 0.07594 +Z Bottom 0.2160 Min Temp% 0.2667 5.433 Oro X-X, +0.90D+W+1.60H 0.07594 -Z Bottom 0.2160 Min Temp% 02667 5.433 O X-X, +1.20D+L+0.20S+E+1.60H 0.1885 +Z Bottom 0.2160 Min Temp% 02667 5.433 OK X-X, +1.20D+L+0.20S+E+1.60H 0.1885 -Z Bottom 0,2160 Min Temp% 0.2667 5.433 OK X-X, +0 90D+E+0.90H 0.07594 +Z Bottom 0,2160 Min Temp% 0.2667 5.433 O X-X, +0.90D+E+0.90H 0.07594 -Z Bottom 0.2160 Min Temp% 0.2667 5 433 OK Z-Z, +1.40D+1.601-1 0.1181 -X Bottom 0.2160 Min Temp% 0.2667 5 433 OK Z-Z, +1.40D+1.60H 0.1181 +X Bottom 0,2160 Min Temp% 0.2667 5.433 O Z-Z, +1.20D+0 50Lr+1 60L+1.60F 0.2093 -X Bottom 0.2160 Min Temp% 0.2667 5.433 O Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.2093 +X Bottom 0.2160 Min Temp% 0.2667 5.433 OK Z-Z, +1.20D+1 60L+0.50S+1 60H 0.2586 -X Bottom 02160 Min Temp% 0.2667 5.433 OK Z-Z, +1.20D+1.60L+0 50S+1 60H 0.2586 +X Bottom 0.2160 Min Temp% 0.2667 5 433 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.1688 -X Bottom 02160 Min Temp% 0.2667 5.433 O Z-Z, +1.20D+1.60Lr+L+1.60H 01688 +X Bottom 0.2160 Min Temp% 0.2667 5.433 OK Z-Z, +1 20D+1.60Lr+0.50W+1 60 0.1013 -X Bottom 0,2160 Min Temp% 0.2667 5.433 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 0,1013 +X Bottom 0.2160 Min Temp% 0.2667 5,433 OK Z-Z, +1.20D+L+1.60S+1.60H 0.3268 -X Bottom 02160 Min Temp% 0.2667 5 433 OK Z-Z, +1.20D+L+1.60S+1.60H 0.3268 +X Bottom 0,2160 Min Temp% 0.2667 5.433 OK Z-Z, +1.20D+1.605+0.50W+1.601 0.2593 -X Bottom 0.2160 Min Temp% 02667 5.433 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.2593 +X Bottom 0,2160 Min Temp% 0.2667 5.433 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1688 -X Bottom 0,2160 Min Temp% 0,2667 5.433 O Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1688 +X Bottom 02160 Min Temp% 0.2667 5.433 0K Z-Z, +1.20D+L+0.50S+W+1 60H 0.2181 -X Bottom 0.2160 Min Temp% 0.2667 5.433 O Z-Z, +1.20D+L+0.50S+W+1.60H 0.2181 +X Bottom 0.2160 Min Temp% 0.2667 5,433 OFF Z-Z, +0.90D+W+1.60H 0.07594 -X Bottom 0.2160 Min Temp% 0.2667 5.433 OK Z-Z, +0.90D+W+1.60H 007594 +X Bottom 0.2160 Min Temp% 0.2667 5.433 OTC Z-Z, +1.20D+L+0.20S+E+1.60H 0.1885 -X Bottom 0.2160 Min Temp% 02667 5 433 Obi Z-Z, +1.20D+L+0.20S+E+1.60H 0.1885 +X Bottom 0.2160 Min Temp% 0.2667 5.433 OFF Z-Z, +0.90D+E+0 90H 0.07594 -X Bottom 0.2160 Min Temp% 0.2667 5.433 OK Z-Z, +0.90D+E+0.90H 0.07594 +X Bottom 0.2160 Min Temp% 0.2667 5 433 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1 60H 0.83 psi 0.83 psi 0.83 psi 0,83 psi 0.83 psi 75.00 psi 0.01 OK +1.20D+0.50Lr+1.60L+1.60H 1 46 psi 1.46 psi 1.46 psi 1.46 psi 1 46 psi 75.00 psi 0.02 OFF +1.20D+1.60L+0.50S+1.60H 1.81 psi 1.81 psi 1.81 psi 1,81 psi 1 81 psi 75.00 psi 0.02 OK +1.20D+1 60Lr+L+1.60H 1.18 psi 1.18 psi 1.18 psi 1.18 psi 1.18 psi 75.00 psi 0.02 OFF +1.20D+1.60Lr+0.50W+1.60H 0 71 psi 0.71 psi 0.71 psi 0.71 psi 0-71 psi 75.00 psi 001 Off +1.20D+L+1.60S+1.60H 2.28 psi 2.28 psi 2.28 psi 2.28 psi 2 28 psi 75.00 psi 0.03 OK +1.20D+1.60S+0.50W+1.60H 1 81 psi 1.81 psi 1.81 psi 1.81 psi 1.81 psi 75.00 psi 0.02 OFF +1.20D+0 50Lr+L+W+1.60H 1.18 psi 1 18 psi 1.18 psi 1.18 psi 1 18 psi 75.00 psi 0.02 OK +1.20D+L+0 50S+W+1.60H 1.52 psi 1 52 psi 1.52 psi 1.52 psi 1 52 psi 75 00 psi 0.02 OK +0.90D+W+1.60H 0.53 psi 0.53 psi 0.53 psi 0.53 psi 0.53 psi 75.00 psi 0.01 OK +1.20D+L+0.20S+E+1.60H 1.32 psi 1.32 psi 1 32 psi 1.32 psi 1 32 psi 75 00 psi 0.02 OFF .,, I I I Project Title Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1::51AM General Footing � FIIe:��i7 ,�ravlCy.ec� Software copyright ENERCALC,INC.1983.2020,9uAd:12.20.8.17 I o.:;• i LLC DESCRIPTIO FTNG#4 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi"Vn Status +0.90D+E+0.90H 0.53 psi 0.53 psi 0.53 psi 0.53 psi 0.53 psi 75.00 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 4.13 psi 150.00psi 0.0275 OK +1.20D+0.50Lr+1.60L+1.60H 7.31 psi 150.00psi 0.04872 OK +1.20D+1.60L+0.50S+1.60H 9.03 psi 150 00psi 0.06021 OK +1.20D+1.60Lr+L+1.60H 5.89 psi 150 00psi 0.03929 O +1.20D+1.60Lr+0.50W+1.60H 3.54 psi 150 00psi 0.02357 Off{ +1.20D+L+1.60S+1.60H 11.41 psi 150 00psi 0.07607 Oil +1.20D+1.60S+0.50W+1.60H 9.05 psi 150.00psi 0.06036 OK +1.20D+0.50Lr+L+W+1.60H 5.89 psi 150.00psi 003929 OTC +1.20D+L+0.50S+W+1.60H 7.62 psi 150.00psi 0.05078 OK +0.90D+W+1.60H 2.65 psi 150.00psi 0.01768 OK +1.20D+L+0.20S+E+1.60H 6.58 psi 150.00psi 004389 Off +0.90D+E+0.90H 2.65 psi 150.00psi 0.01768 OK I Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1 i:52r'.M General Footing . :12. Software copyright ENERCALC,INC.1983-2020,Build: i.00 . DESCRIPTIO FTNIG#5 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used:ASCE 7-16 General Information Material Properties Soil Design Values fc: Concrete 28 day strength - 2.50 ksi Allowable Soil Bead = 1.50 ksf fy : Rebar Yield = 400 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,1220 ksi Soil Passive Resistance(for Sliding) = 150.0 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 = ft /o 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 = 1.0 : 1 Min Sliding Safety Factor = 1.0: 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 = 1.50 ft Length parallel to Z-Z Axis = 1 50 ft Footing Thickness = 8.0 in Pedestal dimensions px: parallel to X-X Axis = in pz: parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 20 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis 2.4 4 Wr` 717 Number of Bars = 2.0 2 a Bars b Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15,4.4.2) Direction Requiring Closer Separatio n/a #Bars required within zone n/a X-x Section Looking to+2 Z-Z Section Looking to+A #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.350 1.080 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k .i :r� Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1`::52AM File:M035 Gravlty.ec6 General FootingI Software copyright ENERCALC,INC.1983-2020,Build: r.0i• DESCRIPTIO FTNG#5 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7847 Soil Bearing 1.177 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0 0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0 0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0 0 k No Uplift PASS 0.1092 Z Flexure(+X) 0.4185 k-ft/ft 3.833 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1092 Z Flexure(-X) 0.4185 k-ft/ft 3.833 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1092 X Flexure(+Z) 0.4185 k-ft/ft 3.833 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,1092 X Flexure(-Z) 0.4185 k-ft/ft 3.833 k-ft/ft +1.20D+0 50Lr+1.60L+1.60H PASS 0 1091 1-way Shear(+X) 8.184 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1091 1-way Shear(-X) 8.184 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1091 1-way Shear(+Z) 8.184 psi 75.0 psi +1 20D+0.50Lr+1.60L+1.60H PASS 0.1091 1-way Shear(-Z) 8.184 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2057 2-way Punching 30.855 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.6967 0.6967 n/a n/a 0 465 X-X, +D+L+H 1.50 n/a &0 1.177 1.177 n/a n/a 0.785 X-X, +D+Lr+H 1.50 n/a 00 0.6967 0.6967 n/a n/a 0.465 X-X, +D+S+H 1.50 n/a &0 0.6967 0.6967 n/a n/a 0.465 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.057 1.057 n/a n/a 0 705 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 1 057 1.057 n/a n/a 0.705 X-X, +D+0.60W+H 1.50 n/a 00 0.6967 06967 n/a n/a 0.465 X-X, +D+0.750Lr+0.750L+0.450\P 1.50 n/a 00 1.057 1.057 n/a n/a 0.705 X-X, +D+0.750L+0.750S+0.45M 1.50 n/a 00 1.057 1.057 n/a n/a 0.705 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4180 0.4180 n/a n/a 0.279 X-X, +D+0.70E+0.60H 1.50 n/a 0.0 06967 0.6967 n/a n/a 0465 X-X, +D+0.750L+0.750S+0.5250E 1.50 n/a 00 1.057 1.057 n/a n/a 0.70 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.4180 0.4180 n/a n/a 0.279 Z-Z, +D+H 1.50 00 n/a n/a n/a 06967 0.6967 0 465 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.177 1.177 0.7K, Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.6967 0.6967 0.465 Z-Z, +D+S+H 1.50 00 n/a n/a n/a 06967 0.6967 0.465 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.057 1.057 0-7 05 Z-Z, +D+O 750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.057 1.057 0 705 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 06967 0.6967 0.465 Z-Z, +D+0.750Lr+0.750L+0.450V\ 1.50 0.0 n/a n/a n/a 1.057 1.057 0.705 Z-Z, +D+0.750L+0 750S+0.450W 1 50 0.0 n/a n/a n/a 1.057 1.057 0.705 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4180 0.4180 0 279 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.6967 0.6967 0.465 Z-Z, +D+0.750L+0.750S+0.5250E 1.50 0.0 n/a n/a n/a 1.057 1.057 G.7 05 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.4180 0.4180 0.2119 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding i Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 11:52AM -Fite:2U�WG`avity.ed- General Footing ' Software copyrightENERCALC,INC.1983-2020,BuAd:12.20.8.17 OO DESCRIPTIO FTNG#5 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D+1.60H 0.2363 +Z Bottom 0,1728 Min Temp% 0.2667 3.833 OK X-X, +1.40D+1.60H 0.2363 -Z Bottom 0.1728 Min Temp % 0.2667 3.833 OFF X-X, +1 20D+0 501-r+1 60L+1 601 0.4185 +Z Bottom 0,1728 Min Temp % 0.2667 3.833 OK X-X, +1.20D+0 501-r+1 60L+1.60F 04185 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +1.20D+1.60L+0.50S+1.60H 0.4185 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.4185 -Z Bottom 0,1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1 60Lr+L+1 60H 03375 +Z Bottom 0.1728 Min Temp% 0,2667 3.833 O X-X, +1.20D+1.60Lr+L+1.60H 0.3375 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1 60Lr+0.50W+1.60 0.2025 +Z Bottom 0,1728 Min Temp% 0,2667 3.833 O X-X, +1.20D+1.60Lr+0 50W+1 60 0.2025 -Z Bottom 0,1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+L+1.60S+1.60H 0.3375 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 Oil X-X, +1.20D+L+1.60S+1.60H 0.3375 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1.60S+0.50W+1 601 0.2025 +Z Bottom 0.1728 Min Temp % 0.2667 3.833 O X-X, +1.20D+1.60S+0.50W+1.601 0.2025 -Z Bottom 0.1728 Min Temp % 0.2667 3.833 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.3375 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.3375 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +1.20D+L+0.50S+W+1.60H &3375 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +1.20D+L+0.50S+W+1.60H 0.3375 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +0.90D+W+1.60H 0.1519 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +0.90D+W+1.60H 0 1519 -Z Bottom 0.1728 Min Temp% 02667 3.833 Oil X-X, +1.20D+L+0.20S+E+1.60H 0.3375 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+L+0.20S+E+1.60H 0.3375 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +0.90D+E+0.90H 0.1519 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +0.90D+E+0.90H 0.1519 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.40D+1.60H 0.2363 -X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.40D+1.60H 0.2363 +X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4185 -X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4185 +X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.4185 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.4185 +X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+1.60Lr+L+1.60H 0.3375 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.3375 +X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.2025 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1.60Lr+0.50W+1 60 0.2025 +X Bottom 0.1728 Min Temp% 0.2667 3.833 OFF Z-Z, +1 20D+L+1 60S+1 60H 0.3375 -X Bottom 0.1728 Min Temp% 02667 3.833 OK Z-Z, +1.20D+L+1 60S+1.60H 0.3375 +X Bottom 0 1728 Min Temp% 0.2667 3.833 O Z-Z, +1 20D+1.60S+0.50W+1.601 0.2025 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.2025 +X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3375 -X Bottom 01728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3375 +X Bottom 01728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.3375 -X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+L+0.50S+W+1.60H 0.3375 +X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +0.90D+W+1.60H 0.1519 -X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +0.90D+W+1.60H 0.1519 +X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.3375 -X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+L+0.20S+E+1.60H 0.3375 +X Bottom 01728 Min Temp% 0.2667 3.833 Oil Z-Z, +0.90D+E+0.90H 0.1519 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +0.90D+E+0.90H 0.1519 +X Bottom 0.1728 Min Temp% 0.2667 3.833 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 4.62 psi 4.62 psi 4.62 psi 4.62 psi 4.62 psi 75.00 psi 0.06 OK +1.20D+0.50Lr+1.60L+1.60H 8.18 psi 8.18 psi 8.18 psi 8 18 psi 8.18 psi 75.00 psi 0.11 OFF +1.20D+1 60L+0.50S+1 60H 8.18 psi 8.18 psi 8.18 psi 8.18 psi 8.18 psi 75.00 psi 0.11 OK +1.20D+1.60Lr+L+1.60H 6.60 psi 6.60 psi 6.60 psi 6.60 psi 6.60 psi 75 00 psi 0.09 OK +1.20D+1.60Lr+0.50W+1.60H 3 96 psi 3.96 psi 3.96 psi 3.96 psi 3.96 psi 75.00 psi 0.05 OFF +1.20D+L+1.60S+1.60H 6.60 Psi 6.60 psi 6.60 psi 6 60 psi 6,60 psi 75.00 psi 009 OK +1.20D+1 60S+0 50W+1 60H 3.96 psi 3.96 psi 3.96 psi 3.96 psi 3.96 psi 75 00 psi 0.05 OK +1.20D+0.50Lr+L+W+1.60H 6 60 psi 6.60 psi 6 60 psi 6.60 psi 6.60 psi 75.00 psi 0.09 OK +1.20D+L+0.50S+W+1.60H 6 60 Psi 6.60 psi 6.60 psi 6.60 psi 6.60 psi 75.00 psi 0.09 Obi +0 90D+W+1.60H 2 97 psi 2.97 psi 2 97 psi 2 97 psi 2,97 psi 75.00 psi 004 OK +1.20D+L+0.20S+E+1.60H 6 60 psi 6.60 psi 6 60 psi 6.60 psi 6.60 psi 75.00 psi 0.09 OK Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 1 1:52APF General Footing FiTe:2a35_Gra%*.-ec6 ' g Software oopyright ENERCALC.INC.1983-2020,Budd:1220.8.17 0.00•. DESMPTIO FTNG#5 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 2.97 psi 2.97 psi 2.97 psi 2.97 psi 2.97 psi 75.00 psi 0.04 OFF Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 17.42 psi 150.00psi 0.1161 OK +1.20D+0.50Lr+1.60L+1.60H 30.86 psi 150.00psi 0.2057 OFF +1.20D+1.60L+0.50S+1.60H 30.86 psi 150.00psi 0.2057 O +1.20D+1.60Lr+L+1.60H 24.88 psi 150.00psi 0.1659 OIL +1.20D+1.60Lr+0.50W+1.60H 14.93 psi 150.00psi 0.09953 O +1.20D+L+1.60S+1.60H 24.88 psi 150.00psi 0.1659 OK +1.20D+1.60S+0.50W+1.60H 14.93 psi 150.00psi 0.09953 O +1.20D+0.50Lr+L+W+1.60H 24.88 psi 150.00psi 0.1659 OK +1.20D+L+0.50S+W+1.60H 24.88 psi 150.00psi 0.1659 O +0.90D+W+1.60H 11.20 psi 150.00psi 0.07465 OK +1.20D+L+0.20S+E+1.60H 24.88 psi 150.00psi 0.1659 O +0.90D+E+0.90H 11.20 psi 150,00psi 0.07465 OTC i i Project Title Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 12:01 PM - raves General Footing Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.17 0.00• DESCRIPTIO FTNG#6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 1.50 ksf fy : Rebar Yield = 400 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,1220 ksi Soil Passive Resistance(for Sliding) = 150.0 pcf Concrete Density - 1450 pcf Soil/Concrete Friction Coeff. = 0.250 Values Flexure = 090 Shear = 0 750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 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 = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 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 = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Footing Thickness = 8.0 in Pedestal dimensions. px: parallel to X-X Axis - in pz : parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 20 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 y z•xaBar� Reinforcing Bar Size = # 4 m �i Bandwidth Distribution Check (ACI 15.4A.2) -- Direction Requiring Closer Separatio n/a X-X Section Looking to+Z 7 #Bars required within zone n/a Z-_SectionLookineto<x #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 0.50 1.620 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k ,, I Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020,12:01PM File:-2"36-Gravlty.ecfi General Footing Software copynght ENERCALC.INC.1983-2020,Build:1220.8.17 KW-0600MI CK Engineering LL DESCRIPTIO FTNG#6 DESIGN SUMMARY P Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6927 Soil Bearing 1,039 ksf 1.50 ksf +D+L+H about Z-Zaxis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1041 Z Flexure(+X) 0.3990 k-ft/ft 3 833 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1041 Z Flexure(-X) 0.3990 k-ft/ft 3.833 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1041 X Flexure(+Z) 0.3990 k-ft/ft 3.833 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1041 X Flexure(-Z) 0.3990 k-ft/ft 3.833 k-ft/ft +1.20D+0.50Lr+1.60L+1 60H PASS 0.1040 1-way Shear(+X) 7.803 psi 75.0 psi +1.20D+0 50Lr+1 60L+1 60H PASS 0.1040 1-way Shear(-X) 7.803 psi 75.0 psi +1.20D+0.50Lr+1 60L+1 60H PASS 0.1040 1-way Shear(+Z) 7.803 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1040 1-way Shear(-Z) 7.803 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1961 2-way Punching 29.417 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a &0 0.3189 0.3189 n/a n/a 0 213 X-X, +D+L+H 1.50 n/a 00 1 039 1.039 n/a n/a 0.69" X-X, +D+Lr+H 1.50 n/a 00 0.3189 0.3189 n/a n/a 0.213 X-X, +D+S+H 1.50 n/a 00 0.3189 0.3189 n/a n/a 0.213 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 00 0.8589 0.8589 n/a n/a Oi 573 X-X, +D+0.750L+0.750S+H 1.50 n/a &0 0.8589 0.8589 n/a n/a 0 573 X-X, +D+0.60W+H 1.50 n/a 0.0 0.3189 0.3189 n/a n/a 0.213 X-X, +D+0.750Lr+0.750L+0.450V 1.50 n/a 00 0.8589 0.8589 n/a n/a 0.573 X-X, +D+0.750L+0.750S+0.450W 1.50 n/a 0.0 0.8589 0,8589 n/a n/a 0.573 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1913 0.1913 n/a n/a 0 23 X-X, +D+0.70E+0.60H 1.50 n/a 00 0.3189 0.3189 n/a n/a 0.21"1X-X, +D+0.750L+0.750S+0.5250E 1.50 n/a 0.0 0.8589 0.8589 n/a n/a 0.5 3 X-X, +0.60D+0.70E+H 1.50 n/a 00 0.1913 0.1913 n/a n/a 0.128 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.3189 0.3189 0.213 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1 039 1.039 0.693 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.3189 03189 0.21 u Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.3189 0.3189 0.213 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.8589 0.8589 0.573 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8589 08589 0 573 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.3189 0.3189 0.213 Z-Z, +D+0.750Lr+0.750L+0.450V\ 1.50 0.0 n/a n/a n/a 0.8589 0.8589 0.5 r3 Z-Z, +D+O 750L+0 750S+0.450W 1.50 0.0 n/a n/a n/a 0.8589 0.8589 0.573 Z-Z, +0.60D+0 60W+0.60H 1.50 0.0 n/a n/a n/a 0.1913 0.1913 0 'i 28' Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 03189 0.3189 0 213 Z-Z, +D+0.750L+0.750S+0.5250E 1.50 0.0 n/a n/a n/a 0.8589 08589 0.57u Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 01913 0.1913 0.128 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 12:01PIA Fife:2a•oI&'Grav'ty.ec6 General Footing Software copyright ENERCALC,INC.1983-2020.Build:12 20-8.17 DESCRIPTIO FTNG#6 Footing Flexure As Reu Side Tension d Gvrn.As Actual As PhiMn Flexure Axis&Load Combination M 4� * Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D+1.60H 0.08750 +Z Bottom 0,1728 Min Temp% 0.2667 3.833 OK X-X, +1.40D+1.60H 008750 -Z Bottom 0.1728 Min Temp% 0.2667 3 833 OK X-X, +1.20D+0.50Lr+1.60L+1.601 0.3990 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+0.50Lr+1.60L+1.601 0.3990 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +1.20D+1.60L+0.50S+1.60H 03990 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.3990 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 Oft X-X, +1.20D+1.60Lr+L+1.60H 0.2775 +Z Bottom 0,1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1.60Lr+L+1.60H 0.2775 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OTC X-X, +1.20D+1.60Lr+0.50W+1.60 0.0750 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1.60Lr+0.50W+1.60 0.0750 -Z Bottom 0,1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+L+1.60S+1.60H 02775 +Z Bottom 0.1728 Min Temp% 0.2667 3 833 OK X-X, +1.20D+L+1.60S+1.60H 0.2775 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+1.60S+0.50W+1.601 0.0750 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +1.20D+1.60S+0.50W+1 601 0.0750 -Z Bottom 0.1728 Min Temp% 0.2667 3 833 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.2775 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 Oft X-X, +1.20D+0.50Lr+L+W+1.60H 0.2775 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+L+0.50S+W+1.60H 0.2775 +Z Bottom 0.1728 Min Temp% 02667 3.833 OTC X-X, +1.20D+L+0.50S+W+1 60H 02775 -Z Bottom 0.1728 Min Temp% 02667 3 833 O X-X, +0 90D+W+1.60H 005625 +Z Bottom 0,1728 Min Temp% 02667 3.833 OK X-X, +0.90D+W+1.60H 0.05625 -Z Bottom 0,1728 Min Temp% 0.2667 3.833 Oft X-X, +1.20D+L+0.20S+E+1 60H 0.2775 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK X-X, +1.20D+L+0.20S+E+1 60H 02775 -Z Bottom 0,1728 Min Temp% 02667 3.833 OK X-X, +0.90D+E+0.90H 005625 +Z Bottom 0.1728 Min Temp% 0.2667 3.833 O X-X, +0.90D+E+0.90H 0.05625 -Z Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.40D+1.60H 0.08750 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.40D+1.60H 0.08750 +X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+0.50Lr+1 60L+1.60F 03990 -X Bottom 0,1728 Min Temp% 0.2667 3.833 OIL Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.3990 +X Bottom 0.1728 Min Temp% 0.2667 3.833 Olt Z-Z, +1.20D+1.60L+0 50S+1.60H 0.3990 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1.60L+0 50S+1.60H 0.3990 +X Bottom 0,1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1 60Lr+L+1.60H 0.2775 -X Bottom 0,1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+1 60Lr+L+1 60H 0.2775 +X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+1 60Lr+0.50W+1.60 0.0750 -X Bottom 0.1728 Min Temp% 0.2667 3 833 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.0750 +X Bottom 0.1728 Min Temp% 0.2667 3.833 Ott Z-Z, +1.20D+L+1.60S+1.60H 0.2775 -X Bottom 0.1728 Min Temp% 0.2667 3.833 Oft Z-Z, +1.20D+L+1.60S+1.60H 0.2775 +X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+1.60S+0.50W+1.601 0.0750 -X Bottom 0.1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.0750 +X Bottom 0,1728 Min Temp% 0.2667 3.833 OK Z-Z, +1 20D+0.50Lr+L+W+1.60H 0.2775 -X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+0.50Lr+L+W+1 60H 0.2775 +X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+L+0.50S+W+1.60H 0.2775 -X Bottom 0.1728 Min Temp% 0.2667 3 833 O Z-Z, +1.20D+L+0.50S+W+1.60H 0.2775 +X Bottom 0.1728 Min Temp% 0.2667 3.833 Oft Z-Z, +0.90D+W+1.60H 0.05625 -X Bottom 0.1728 Min Temp% 0.2667 3.833 O Z-Z, +0.90D+W+1.60H 0.05625 +X Bottom 01728 Min Temp% 0.2667 3.833 O Z-Z, +1.20D+L+0.20S+E+1.60H 0.2775 -X Bottom 0,1728 Min Temp% 0.2667 3.833 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.2775 +X Bottom 0,1728 Min Temp% 0.2667 3.833 OK Z-Z, +0.90D+E+0 90H 005625 -X Bottom 0,1728 Min Temp% 0.2667 3 833 O Z-Z, +0.90D+E+0.90H 0.05625 +X Bottom 0,1728 Min Temp% 0.2667 3 833 Oft One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1 40D+1 60H 1.71 psi 1.71 psi 1 71 psi 1.71 psi 1.71 psi 75.00 psi 0.02 +1.20D+0.50Lr+1.60L+1.60H 7.80 psi 7.80 psi 7.80 psi 7.80 psi 7.80 psi 75.00 psi 0.10 +1.20D+1.60L+0.50S+1.60H 7.80 psi 7.80 psi 7.80 psi 7.80 psi 7 80 psi 75.00 psi 0.10 +1.20D+1 60Lr+L+1 60H 5.43 psi 5 43 psi 5 43 psi 5.43 psi 5.43 psi 75.00 psi 0.07 +1.20D+1.60Lr+0.50W+1 60H 1 47 psi 1.47 psi 1.47 psi 1.47 psi 1.47 psi 75.00 psi 0.02 +1.20D+L+1.60S+1.60H 5.43 psi 5.43 psi 5.43 psi 5.43 psi 5.43 psi 75.00 psi 0.07 +1.20D+1.60S+0.50W+1.60H 1 47 psi 1.47 psi 1.47 psi 1.47 psi 1.47 psi 75.00 psi 0.02 +1.20D+0.50Lr+L+W+1.60H 5 43 psi 5.43 psi 5 43 psi 5.43 psi 5 43 psi 75.00 psi 0.07 +1 20D+L+0 50S+W+1 60H 5.43 psi 5 43 psi 5 43 psi 5 43 psi 5 43 psi 75.00 psi 0.07 +0.90D+W+1.60H 1.10 psi 1.10 psi 1.10 psi 1.10 psi 1.10 psi 75.00 psi 0.01 +1.20D+L+0.20S+E+1.60H 5.43 psi 5.43 psi 5.43 psi 5.43 psi 5.43 psi 75.00 psi 0.07 Project Title: Engineer: Project ID: Project Descr: Printed:26 SEP 2020, 12:01PM General Footing File:Z4-035 Gravlty.ec6 g I Software copyright ENERCALC,INC.1983.2020,Build: 0.i0 . DESCRIPTIO FTNG#6 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 1.10 Psi 1.10 psi 1.10 psi 1.10 psi 1.10 psi 75.00 psi 0.01 OFF Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 6.45 psi 150.00psi 0.04301 OK +1.20D+0.50Lr+1.60L+1.60H 29.42 psi 150.00psI 0.1961 O +1.20D+1.60L+0.50S+1.60H 29.42 psi 150.00psi 01961 OK +1.20D+1.60Lr+L+1.60H 2O.46 psi 150.00psi 0.1364 O +1.20D+1.60Lr+0.50W+1.60H 5.53 psi 150.00psi 0.03686 OK +1.20D+L+1.60S+1.60H 2O.46 psi 150.00psi 0.1364 OK +1.20D+1.60S+0.50W+1.60H 5.53 psi 150.00psi 0.03686 O +1.20D+0.50Lr+L+W+1.60H 2O.46 psi 150.00psi 0.1364 OTC +1.20D+L+0.50S+W+1.60H 2O.46 psi 150.00psi 01364 OK +0.90D+W+1.60H 4.15 psi 150.00psi 0.02765 OK +1.20D+L+0.20S+E+1.60H 2O.46 psi 150,OOpsi 0.1364 OK +0.90D+E+0.90H 4.15 psi 150.00psi 0.02765 O i ;. ' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development y �l j ,SO City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: i lJ Plat: ❑ Single-family Duplex ❑ Townhouse �Sj�'Addition ❑ Accessory structure Proposed Area: 1 It Floor: 2"d Floor: Garage: Total SF: D scribe Proposal (include cross street): �- 019 -to �i� (� ',�d�e,,.'oti u✓. � r '� C�creme-f F&t,t AG e IIV4 cut p4a. f�, c /� S Valuation: ��--,� t.. Owner: f}GG Address: jC, a City: State: Zip Code: Phone: 4-9, ,(,�z��.�26 � Email:Z�4h J q t)z,� Low-. Applicant: �i9L-�i� A��N vu f S Address: 14�-J,�( rk EL.SC S T city:/'sa a State: Zip Codeq Phone: `'G'vZ� 33! Email: 0�- QGtGI Contractor: IN' 15L�,®.�'�/1-y o•� G Address: + ` IW4LSI.5✓ City:tAzo �� State: Zip Code. - - x')-- Phone: ` t '�� l Email: "ll �fin6j 0Contact Person: License Number: ation: 6, o 6/16LP Page 1 of 3 4�41NGVS RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x �ySink (1.5) x V/; Shower (2.0) x �vatory (1.0) x Clothes Washer(4.0) x ter Closet(2.5) x Dishwasher (1.5) x ellwater Heater x 1 I �ose Bibb (2.5) x Water Heater Model # T6P U] Other(list) x Plumbing Section Continued 41 1 Proposed Water Piping Size: �14- Proposed DWV Material: I�� .� V LG Proposed Piping Material: —P eb� Proposed DWV Size: i Df- PV�40L • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 S illy ° RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 1t * City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: ❑ Furnace(80+) Model# AFUE Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood Lj Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ! Outdoor BBQ ❑ Storage Tank Q, Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: Pipe Material: Pipe Size. Total BTU's of all Appliances: Distance from Meter to Furthest Appliance • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: �� `r Print Applicants Name: 6/16LP Page 3 of 3 9dl oLn3 W Q _ LLI 192.00' 5' SETBACK 20' DISPERSION --------------- ----- -- ------ TRENCH w/ 25' FLOW ---- PATH 25--0„ --Go`gle ------------ I — 2 T' VICINITI' MAP ci e I NTS I I I _ ---- I---- ---- —-_ -r-1— W w I i i i i I 4 L-------------GI---ram II EXISTING GARAGE— TO BE DEMOLISHED EXISTING GRAVEL DRIVEWAY r " 1 f° m I 1�aA r --�-- — ------5 3 U zz la w0 z I a PROPOSED u I m I I A.D.U.-- C------ARA --- — J; I� U mI � j L---- ---- ----- ------ I- ill — �I r----- -----------z--- 1 I PROJECT INFORMATION d; . t I PI00PERTY QUI�R I ' ' ` / i BEATRICE RANDAL- CK ENGINEERING 421 S FRENCH AVE PASKO KESOvIJA /ExlJtIN�2 // I . • I ARLINGTON,WA 19105 36TH AVE W.,SUITE 205 LYNNWOOD,WA 9803ro I i SIDENCE ! / I I s+mr��e�-r naav_.r. (206)417-m6�m HOME DESIGNS NORTHWEST ,Z• CHRIS LEONARD U �l 19105 36TH AVE W,STE 205 LYNNWOOD,WA 58036 /� 3m'_m° I j / �/ / I -..• r .••.. m I (425)402-6053 W !L a Lu LEGAL DESCRIPTION ADDITION - PARCEL "3885505335 ----- --- ---- 1----J NE 11 T31N R 5E L.J_———___ fiR 5TRUCTURE TO BE REMOVED I e NEW DECK AREA G A L U G U L A T I ON S .4 19 UIL 2.m0� ZONING INFO: BD ".IEN° Q ZONE: OTRD APf. d FRONT SETBACK: 20' cArE 71f BOUNDARY SETBACK: MIN.5' uh MAX.LOT COVERAGE: 35 0 �- MAX.HEIGHT: 35'ABOVE A.B.E. �� a AREA SUMMARY , L 5 f TE FLAN TOTAL LOT AREA = 24,393 S.F.(36 ACRES) PROPOSED LOT COVERAGE SGALE: P 10'-0" -I EXISTING HOUSE FOOTPRINT 1,592 S.F. PROPOSED GARAGE 1,144 SF. TOTAL LOT COVERAGE = 2136 /24,3-J3 SF. = 112% PROPOSED IMPERVIOUS SURFACE EXISTING HOUSE FOOTPRINT = 1,552 SF Received FILE NO: PROPOSED G--ARAGE = 1,144 SF, MAY 26 Z3n' 22-003 EXISTING REAR 'ATIO = 625 Sr-. P0D44 EXISTING DRIVEWAY /FRONT WALKWAY = 5,161 S.F. SI-IFFY PROPOSED A.D.U.WALKWAY = 151 S.F. TOTAL PROPOSED IMPERVIOUS SUFJ--AGES =*•"8 +#'7"Z79 355q I Plan Review TE By City of Arlington NOTES: 11 � 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM \ �"�J C478 (AASHTO M 199) &C890 UNLESS OTHERWISE SHOWN ON U I PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. L-9 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR,WELDED WIRE OrN FABRIC HAVING A MIN.AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497 (AASHTO M 221). WIRE FABRIC ' n 0 FRAME AND GRATE, SHALL NOT BE PLACED IN KNOCKOUTS. {J 1 q I?SEE APPLICABLE STANDARD DETAILS 3. APPLY NON-SHRINK GROUT TO INSIDE AND OUTSIDE OF ALL JOINTS, BOO RINGS, RISERS AND FRAMES. m 6 s• 4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR r a KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS ro OF 2" MIN. ALL PIPE SHALL BE INSTALLED IN FACTORY r s• PROVIDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT. Q 5, KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER Q ✓a \{ DIAM. PLUS CATCH BASIN WALL THICKNESS. 6. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX. DIAM. OF 20". KNOCKOUTS MAY BE EITHER ROUND OR "D"SHAPE. 6"RISER SECTION 7. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS 4'-0'. 8. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. e s• Jo• 9. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE S^ WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL BE s• FINISHED TO ASSURE NON ROCKING FITWITH ANY COVER POSITION. y 1 10. VERTICAL EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" �I FROM VERTICAL EDGE OF CATCH BASIN WALL. 112"" 1 L1•I N T N 12"RISER SECTIONLL Q ill Ld F Lu � v4 PRECAST BASE SECTION TITLE TOP THE 0 OF BASE) CATCH BASIN TYPE I JANUARY 2021 NO SCALE NO. I OUTSIDE OF RDW OR EASEMENT BuiL➢ING ❑ PLAN VIEW ROOF GUTTER STRUCTURE WALL NO SCALE _ 1 TO APPROVED TYPE 1 CATCH BASIN - __ - FINISHE DRAINAGE IN ROADWAY OR GRADE 36' MIN. OUTFALL RESIDENTIAL YARD GRAIN SOLID WALL PVC PIPERATED SEE NOTE 5. \\ (SDRV35)IPE. (SEE NOTE 3'MIN. C.D. PIPE MID-STATES 6'M777AAX, DIAMETER PLASTIC BOX } 4' 1 MSBCF-111 -16XL \ W 10'MIN. IA _ = 2 Z I (NOTE 4) - __J W UP PERMIT CAP WITHOUT COMPACT GRAVEL BASE. 1D MIN �-INFILTRATION INSPECTION GASKET L- (NOTE 4) TRENCH u RIGHT-OF-WAY OR EASEMENT V/ Q ROOF DOWNSPOUT D W PAVED UNPAVED w iL DRAIN PIPE PAVEMENT FINISHE➢ 10'MIN. 4' q• GRADE COVER-HERRINGBONE 1 (NOTE 4) GRATE OR EQUAL \� 3'MIN, A 4"PVC(SDR 35) :.• 6'MAX. 4"PERFORATED PVC PIPE 3000 P.S.I.CONCRETE \ CLASS 'C' Z 11-MIN. COLLAR,CAST-IN-PLACE .\/ CONCRETE LEVEL 3 MIN. TYPE 1 CATCH BASIN ...... .............. IN ROADWAY OR 1'MIN. RESIDENTIAL YARD P.V.C. SLEEVE MIN. 12' LON DRAIN FOR SLEEVE DIAMETER SEE CAP WITHOUT -- 5'MIN. TABLE GASKET WASHED ROCK 3/4"-1 1/2" 1/2" HARDWARE C.D. PIPE RING AND COVER P.V.0 S_LE_E_VlE FILL WITH SAND OR CLOTH SCREENING, DIAMETER DIAMETER DIAMETER CRUSHED SURFACING �--A LEVEL BOTTOM ONLY 4' 12' 12' TOP COURSE MATERIAL •• VARIES,10'MIN. 10'MIN. RISER W PROFILE VIEW COMPACTED BACKFILL NO SCALE 6' OR 8' STORM 1. TRENCH SHALL NOT BE LOCATED WITHIN 100' OF A WELL OR 30'FROM ANY PART OF A SEPTIC PIPE \ SYSTEM.. V IF CLEANOUT IS AT THE W COMPACTED 2. CENTER PERE.PIPE HORIZONTALLY IN TRENCH. HEAD OF THE SYSTEM, INSTALL GASKETED CAP O FILTER FABRIC BACKFILL 3. NOT TO BE USED IN CRITICAL AREA BUFFERS (3 SIDES) OR STEEP SLOPES>259 NOTES, 4"DIA. PERE. 6"MIN. 4. DIMENSION VARIES PER SETBACK REQUIREMENTS. 1. BOLT-LOCKING CAST IRON RING AND COVER SHALL BE USED IN RIGHT-OF-WAY AND EASEMENTS AND MUST TOP SOIL BE RATED HS-20 IF USED IN PAVED AREAS. SEE TABLE FOR SIZES. PVC PIPE W/ 5. MAXIMUM 5,000 SF.ROOF AREA PER 10'OF 2. MID-STATES PLASTIC BOX OR E0_A. MAY BE USED IF C.D. IS OUTSIDE OF RIGHT-OF-WAY OR EASEMENT. TEE t PERFORATED PIPE SEE TABLE FOR SIZES. THE CEV_.. OR THE PLASTIC BOX SHALL BE DUCTILE IRON AND READ '➢RAIN' OR r'�E NO: WASHED ROCK BE BLANK (NO LABEL). 3/4"-1 1/2" 3. CAST :RL'N CGVEF SHALL READ 'DRAIN' 4. LOCKIN:i BOLTS SHALL BE 5/8'-1.' N.C. 304 22-003 STAINLESS STEEL SOCKET.(ALLEN) HEAD, 2 LONG, SHEET 5. 14' BOLT-LOCKING CAST IRON COVER SHALL 2'MIN. TITLE BE EQUAL TO INLAND FOUNDRY NUMBER 209,TITLE OR 210, RESIDENTIAL ROOF DOWNSPOUT 6. SPECIAL 'DECORATIVE' CASTING MAY BE SECTION A-A PERFORATED PIPE CONNECTION USED IF PREAPPROVED BY CITY. CLEANII"*F*** 5 E1"*DE**x JANUARY 2021 NO SCALE NO. 3 JANUARY 2021 NO SCALE Plan Review NO.By 2 City of Arlington WA,5H iNTON STATE ENE RG COD E / GENERAL NOTES zLD � APPLIC:A5LE CODES MECHANICAL VENTiLATION 2018 INTERNIATIONAL BUILDING CODE(IBC) 4.AT OPENINGS AROUND VENTS,PIPES,DUCTS CABLES AND WIRES AT CEILING AND FLOOR LEVEL,WITH AN APPROVED MATERIAL R3035.1 INTAKE OPENINGS W r 2018 INTERNATIONAL EXISTING BUILDING CODE(IEBC) TO RESIST THE FREE PA58AGE OF FLAME AND PRODUCTS OF COMBUSTION.THE MATERIAL FILLING THIS ANNULAR SPACE SHALL MECHANICAL AND GRAVITY OUTDOOR AIR INTAKE OPENINGS SHALL BE LOCATED A MINIMUM OF 10 FEET(3048mm)FROM 2018 INTERNATIONAL RESIDENTIAL CODE(IRC) NOT BE REQUIRED TO MEET THE A5TM E 136 REQUIREMENTS. ANY HAZARDOUS OR NOXIOUS CONTAMINANT,SUCH AS VENTS,CHIMNEYS,PLUMBING VENTS,STREETS,ALLEYS,PARKING LOTS ❑ W '� 2018 INTERNATIONAL FIRE CODE(IFC) AND LOADING DOCKS,EXCEPT AS OTHERWISE SPECIFIED IN THIS CODE.WHERE A SOURCE OF CONTAMINANT 19 LOCATED 2018 INTERNATIONAL MECHANICAL CODE(IMC) 5.FOR THE FIREBLOGKMG OF CHIMNEYS AND FIREPLACES,SEE SECTIONS RI003.19 WITHIN 10 FEET(3m48mm)OF AN INTAKE OPENING,SUCH OPENING SHALL BE LOCATED A MINIMUM OF 3 FEET(914mm)BELOW THE 1 , 1 m 2018 INTERNATIONAL FUEL GAS CODE(IFGC) ' CONTAMINANT SOURCE. ■ 2018 UNIFORM PLUMBING CODE(UPC) 6.FIREBLOCKIW.OF CORNICES OF A TWO FAMILY DWELLING 16 REQUIRED AT THE LINE OF DUELLING UNIT SEPARATION. 2018 ICG ENERGY CONSERVATION CODE WITH STATE AMENDMENTS R30352 EXHAUST OPENINGS. R30211 i FIREBLOOKING MATERIALS EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS Q a ENERGY COD EXCEPT A9 PROVIDED IN SECTION R-IM.11,ITEM 4,FIREBLOCKMG SHALL CONSIST OF THE FOLLOWING MATERIALS. MI-ERE GENERAL 1.TWO-INCH(5Nnm)NOMINAL LUMBER WHERE LOCAL EXHAUST OR WHOLE-NOISE MECHANICAL VENTILATION 19 PROVIDED,THE EQUIPMENT SHALL BE DESIGNED IT TABLE R402 2.TWO THICIWE55ES OF I-INCH(25.4 mm)NOMINAL LUMBER WITH BROKEN LAP JOINTS. IN ACCORDANCE WITH THIS SECTION INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT' M5052 RECIRCULATION OF AIR 3.ONE THICKNESS OF 23/32 INCH(183mm)WOOD STRUCTURAL PANELS WITH JOINTS BACKED BY 23,32 INCH(183mm)WOOD STRUCTURAL EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER PANELS. DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS.EXHAUST AIR FROM BATHROOMS AND TOILET CLIMATE ZONE 5 AND MARINE 4 ROOMS SHALL NOT DISCHARGE INTO AN ATTIC,CRAWL SPACE OR OTHER AREAS INSIDE THE BUILDING THIS SECTION SHALL FENESTRATION U-FACTOR` 028 4.ONE THICKNESS O°3/4 INCH(I'll-)PARTICLEBOARD WITH JOINTS BACKED BY 3/4 INCH(19.dmn)PARTICLEBOARD. NOT PROHIBIT THE INSTALLATION OF DUCTLESS RANGE HOODS IN ACCORDANCE WITH THE EXCEPTION 70 SECTION M15033. SKYLIGHT'U-FACTOR ow5.ONE-HALF-INCH(12.1mm)GYPSUM BOARD. M15053ExHAUST EQUIPMENT. _CEILING R-VALUE' 4S-ADVANCED EXHAUST EQUIPMENT SERVING SINGLE DWELLING UNITS SHALL BE LISTED AND LABELED AS PROVIDING THE MINIMUM WOOD FRAME WALL R-VALUE 21 INT.R-12 cl 6.ONE-QUARTER-INCH(6.4mm)CEMENT-BASED MILLBOARD. REQUIRED AIRFLOW M ACCORDANCE WITH AN51/AMCA 210-ANSI/A6HRAE 51. FLOOR R-VALUE 38 1.BATTS OR BLANKETS OF MINERAL WOOL OR GLASS FIBER OR OTHER APPROVED MATERIALS INSTALLED IN SUCH A MANNER AS TION 75 M BELOW-GRADE"WALL R-VALUE N/A -TO BE SECURELY RETAINED IN PLACE. WHOLE-HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI505.4J THROUGH MI505.4.4. SLAB"R-VALUE t DEPTH N/A S.CELLULOSE INSULATION INSTALLED AS TESTED FOR THE SPECIFIC APPLICATION. MI505.4.19YSTEM DESIGN. FOR 51:1 FOOT.=3042MM,Cl•CONTINUOUS INSULATION,MT INTERMEDIATE FRAMING R302J2 DRAFTSTOPPING THE WHOLE-HOUSE VENTILATION SYSTEM SHALL CON615T O°ONE OR MORE SUPPLY OR EXHAUST FANS,OR A COMBINATION O° 'R-VALUES ARE MINIMUMS.U-PA.CTOR6 AND SHGC ARE MAXIMUMS.WHEN INSULATION 15 INSTALLED IN A CAVITY WHICH N COMBUSTIBLE CONSTRICTION WHERE THERE IS USEABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A SUCH,AND ASSOCIATED DUCTS AND CONTROLS.LOCAL EXHAUST OR SUPPLY FANS ARE PERMITTED TO SERVE AS SUCH A FLOOR/CEILING ASSEMBLY,DRAFTSTOP5 SHALL BE INSTALLED 60 THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED SYSTEM.OUTDOOR AIR DUCTS CONNECTED TO THE RETURN SIDE O°AN AIR HANDLER SHALL BE CONSIDERED A6 PROVIDING I6 LESS THAN THE LABEL OR DESIGN THICKNESS O°THE INSULATION,THE COMPRESSED R-VALUE OF THE INSULATION FROM 1/000 SQUARE FEET(92.5m�).DRAFTBTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS.WHERE SUPPLY VENTILATION. APPENDIX TABLE A101.4 SHALL NOT BE LESS THAN THE R-VALUE SPECIFIED IN THE TABLE. THE ASSEMBLY 18 ENCLOSED BY A FLOOR MEMBRANE ABOVE AND A CEILING MEMBRANE BELOW,DRAFTSTOPPING SHALL BE - "THE FENESTRATION U-FACTOR COLUMN EXCLUDES SKYLIGHTS. PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES. M1505A25YSTEM CONTROLS: •"10/I5/21..TB"MEANS R-10 CONTINUOUS INSULATION ON THE EXTERIOR O°THE WALL,OR R-5 ON THE CONTINUOUS L CEILING IS SUSPENDED UNDER THE FLOOR FRAMING INSULATION ON THE INTERIOR OF THE WALL,OR R-2I CAVITY INSULATION PLUS A THERMAL BREAK BETWEEN THE SLAB AND THE WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE ` THE BASEMENT WALL AT THE INTERIOR OF THE BASEMENT WALL."10/15/21..TB"SHALL BE PERMITTED TO BE MET WITH 2.FLOOR FRAMING IS CONSTRUCTED OF TRUSS-TYPE OPEN-WEB OR PERFORATED MEMBERS. MANJAL OVERRIDE. U U1 R-13 CAVITY INSULATION AT THE INTERIOR OF THE BASEMENT WALL PLUS R-5 CONTINUOUS INSULATION ON THE INTERIOR M1505.43MECHANIGAL VENTILATION RATE. OR EXTERIOR O°THE WALL.9-/13"MEANS R-I0 CONTINUOUS INSULATION ON THE INTERIOR OR EXTERIOR OF THE HOME THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE AS DETERMINED M OR R-13 CAVITY INSULATION AT THE INTERIOR OF THE BASEMENT WALL.TB'MEANS THERMAL BREAK BETWEEN FLOOR SAFETY GLAZING ACCORDANCE WITH TABLE M1505A3(U OR EQUATION 15-I- SLAB AND BASEMENT WALL. .^ °R-I0 CONTINUOUS INSULATION IS REQUIRED UNDER HEATED SLAB ON GRADE FLOORS.SEE SECTION R4022.W EXCEPTION:THE WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE V/ W SAFETY GLAZING LOGATIGNs PER 2m18'¢G R3m84 579TEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-HOUR SEGMENT AND THE •FOR SINGLE RAFTER-OROPVAULTED CEILINGS,THE INSULATION MAY BE REDUCED TO R-38 NP THE FULL INSULATION R308A HAZARDOUS LOCATIONS VENTILATION RATE PRESCRIBED IN TABLE MI505A31U 19 MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH DEPTH EXTENDS OVER THEE TOP PLATE OF THE EXTERIOR WALL THE LOCATIONS SPECIFIED IN SECTION5 R308.4.1 THROUGH 305.4.1 SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR TABLE MI505.4301 Q Q :R-15 CONTINUOUS INSULATION INSTALLED OVER AN EXISTING SLAB 19 DEEMED TO BE EQUIVALENT TO 714E REQUIRED THE PURPOSES OF GLAZING. Q PERIMETER SLAB INSULATION WHEN APPLIED TO EXISTING SLABS COMPLYING WITH SECTION R503.1.1.IF FOAM PLASTIC GLAZING TABLE M1505.43(U R308.4.1 G IN DOORS U 15 USED,IT SHALL MEET THE REQUIREMENTS FOR THERMAL BARRIERS PROTECTING FOAM PLASTICS. CONTINUOUS WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM TABLE MI509A3lD GLAZING IN ALL FIXED AND OPERABLE PANELS O°SWINGING,SLIDING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS AIRFLOW RATE REQUIREMENTS Q O a FOR LOG STRUCTURES DEVELOPED IN COMPLIANCE WITH STANDARD IOC 400,LOG WALLS SHALL MEET THE REQUIREMENTS LOCATION. INTERMITTENT WHOLE-HOl6E MECHANICAL' FOR CLIMATE ZONE 5 OF MCC 400. - DWELLING NUMBER O=BEDROOMS VENTILATION RATE FACTORS LL EXCEPTIONS: UNIT RUN-TIME W N z •INT.(INTERMEDIATE FRAMING)DENOTES FRAMING AND INSULATION AS DESCRIBED IN SECTION A10322 INCLUDING STANDARD L GLAZED OPENINGS OF A SIZE THROUGH W41CH A 3 INCH DIAMETER(16mm)SPHERE 15 UNABLE TO PASS. FLOOR 0-I 2-3 4-5 6-1 >1 PERCENTAGE �- -1 FRAMING 16 INCHES ON CENTER 18 PERCENT O=THE WALL CAVITY INSULATED AND HEADERS INSULATED WITH A MINIMUM O= 2.DECORATIVE GLAZING. AREA IN EACH 25% 33% 50% 66% l5% 100% Q R-10 INSULATION.. (SQUARE FEE AIRFLOW IN CFM 4-HOUR R3m9A2 GLAZING ADJACENT TO DOORS <1,500 30 45 60 15 50 SEGMERNT. TABLE R402.13 GLAZING N.AIM INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT t0 A DOOR SHALL BE CONSIDERED A HAZARDOUS LOCATION 1501-3,000 45 60 15 9m 105 FACTOR' 4 3 2 15 13 MID EQUIVALENT U-FACTORfi WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 19 LESS THAN 60 INCHES(1524mm)ABOVE THE FLOOR OR WALKING SURFACE 3,001-4,500 60 15 90 105 120 CLIMATE ZONE 5 AND MARINE 4 AND IT MEETS EITHER O=THE FOLLOWING CONDITIONS 4501-6,000 1S 50 105 120 135 FENESTRATION U-FACTOR 03m I.WHERE THE GLAZING Ib WITHIN 24 INCHES(610 mm)OF EITHER SIDE OF THE DOOR IN A CLOSED POSITION. bp01-l5mm 1 I05 120 135 150 W40LE HOUSE VENTILATION SYSTEM=180 CPJM. SKYLIGHT U-FACTOR mS0 >1$00 105 120 135 150 165 2.WHERE THE GLAZING IS ON A WALL LESS THAN 100.DEGREES(3.I4 RAD)FROM THE PLANE O°THE DOOR IN A CLOSED POSITION CEILING U-FACTOR 0,11726 AND WITHIN 24 INCHES(610 mm)O°THE HINGE SIDE OF AN N-SWINGING DOOR FOR 61:1 SQUARE FOOT.OID525 mN,I CUBIC FOOT PER MINUTE.0ID004119 ms/e. ABOVE GRADE WALL U-FACTOR 0ID56 FLOOR U-FACTOR 0ID29 EXCEPTIONS: •FOR VENTILATION SYSTEM RUIN TIME VALUES BETWEEN THOSE/ -GIVEN,THE FACTORS ARE PERMITTED TO BE DETERMINED BY SLAB ON GRADE F-FACTOR 054 1.DECORATIVE GLAZING INTERPOLATION. 1111INUM dROM r DIMMIN "EXTRAPOLATION BEYOND THE TABLE IS PROHIBITED. WALL U-FACTOR 0.042 2.WHERE THERE IS AN INTERVENING WALL OR OTHER PERMANENT BARRIER BETWEEN THE DOOR AND THE GLAZING. MI505.4.4LOCAL EXHAUST RATES. SLAB F-FACTOR 059 3.WHERE ACCESS THROUGH THE DOOR IS TO A CLOSET OR A STORAGE AREA 3 FEET(9I4mm)OR LESS IN DEPTH. alLAIdit"&W OEM GLAZING IN THIS APPLICATION 8HALL COMIPLY WITH SECTION R308.43. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE THE CAPACITY To EXHAUST THE MINIMUM AIRFLOW RATE DETERMINED WALL U-FACTOR 0ID40 4.GLAZING THAT 16 ADJACENT TO THE PIXEL)PANEL OF PATIO DOORS. IN ACCORDANCE WITH TABLE MI505AA. ^ SLAB F-FACTOR 056 R308A3 GLAZING IN WINDOWS TABLE MI505AA SAW T AIM MINIMUM REQUIRED LOCAL EXHAUST RATES FOR ONE-AND TWO-FAMILY DWELLINGS WALL U-FACTOR 0ID35 GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE FOLLOWING CONDITIONS SHALL BE CONSIDERED A HAZARDOUS LOCATION: AREA TO BE l 1 1 SLAB F-FACTOR m50 EXHAUSTED EXHAUST RATES Lu I:TFNE EXPOSED AREA OF AN INDIVIDUAL PANE 16 LARGER THAN S SQUARE FEET(053m) KITCHENS 100 CHM INTERMITTENT OR 25 CFM CONTINUOUS , •U-FACTORS OR F-FACTORS SHALL BE OBTAINED FROM MEASUREMENT,CALCULATION OR AN 2.THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 16 INCHES(451-)ABOVE THE FLOOR BATHROOMS 4 MECHANICAL EXHAUST CAPACITY OF 5m CFM INTERMITTENT l--1 APPROVED SOURCE,OR AS SPECIFIED IN SECTION R402.15. TOILET ROOMS OR 20 CFM CONTINUOUS d O 3.THE TOP EDGE OF THE GLAZING 19 MORE THAN 36 INCHES(914mm)ABOVE THE FLOOR AND FIRESE P�41 rT I ON 4.ONE OR MORE WALKING SURFACES ARE WITHIN 36 INCHES(914mm),MEASURED HORIZONTALLY AND IN A STRAIGHT LINE,OF THE PRO 51:1 CUBIC FOOT PER MINUTE.mID004119 m%s. f I , GLAZING WHOLE ' I L V R3025 DLO=LLMC. ARAC..F OPENINC/PEN£1RATION PROTECTION EXCEPTIONS: Ufa-MOLE HOUSE VENTILATION OPENINGS AND PENETRATIONS 7HROK.H THE WALL5 OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE IN Q ACCORDANCE WITH SECTIONS R3025.1 THROUGH R30253. 1.DECORATIVE GLAZING R303A MECHANICAL VENTILATION R3025.1 OPENING PROTECTION 2.WHERE GLAZING'S ADJACENT TO A WALKING SURFACE AND A HORIZONTAL RAIL 16 INSTALLED 34 TO 38 INCHES(864 TO 565 MM) WHERE THE AIR INFILTRATION RATE OF A DUF_--NG 3N''.S SS TI-A\ A,R. \G 5-ER HOUR WHEN TESTED WITH A OPENINGS PROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED.OT-ER ABOVE THE JALKING SURFACE.THE RAIL SHALL BE CAPABLE OF WITHSTANDING A HORIZONTAL LOAD OF 50 POUNDS PER LINEAR BLOWER DOOR AT A PRESSURE OF 02 INCH W G(5z=4�\ c oti�\c_JITH SEC ION\.1.a2.4`2,THE DWELLING UNIT OPENINGS BET'LEMN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAT 1 3/0 INCHES FOOT(130 N/M)WITHOUT CONTACTING THE GLASS AND HAVE A GR055-SECTIONAL HEIGHT OF NOT LESS THAN IIR IN (30 MIN). (35mm)IN THICKNESS,SOLID OR HONEYCOMB-CORE STEEL DOORS NOT LESS THAN 1 3/8 INCHES(35mm)TH18CJ,OR 20-MINUTE=IRE-RATED SHALL BE PROVIDED WITk WHOLE-HOUSE MEc AV CAL`�\ IrT \gGGORCA\�__ SECTION MI5013. DOOM,EQUIPPED WITH A SELF-CLOSING OR AUTOMATIC-CLOSING DEVICE. 3.OUTBOARD PANELS IN INSULATING GLASS UNITS AND OTHER MULTIPLE GLAZED PANELS WHEN THE BOTTOM EDGE OF THE GLASS Lu R30252 DUCT PENETRATION IS 25 FEET(1620mm)OR MORE ABOVE GRADE,A ROOF,WALKING SURFACE OR OTHER HORIZONTAL SURFACE ADJACENT TO THE V GLASS EXTERIOR NII02.4.12(R402.4JZ)TESTING DUCTS U THE GARAGE AND DUCTS PENETRATING THE WALLS EL CEILINGS SEPARATING THE DUELLING FROM THE GARAGE SHALL S AIR LEAKAGE CONTROL AND EFFICIENT VEN-LA-'..ON 23: Z CONSTRUCTED OF A MINIMUM NO.26 GAGE(0.48mm)SHEEP STEEL OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS R308.4.4 GLAZING IN GUARDS AND RAILINGS COMPLIANCE BASED ON SECTION R402.4.I2: REDUCE THE TESTED AIR LEAKAGE To 15 AIR CHANCES PER HOUR INTO THE GARAGE. GLAZING IN GUARDS AND RAILINGS,INCLUDING STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL N-FILL PANELS,REGARDLESS MAXIMUMLu R30253 OTHER PENETRATIONS OF AREA OR HEIGHT ABOVE A WALKING SURFACE SHALL BE CONSIDERED A HAZARDOUS LOCATION ^ PENETRATIONS THROUGH THE SEPARATION REQUIRED IN SECTION R302b SHALL BE PROTECTED A9 REQUIRED BY SECTION R302.11,ITEM 4 ALL WHOLE HOUSE VENTILATION REQUIREMENTS AS DETERMINED BY SECTION M'505.4 OF THE INTERNATIONAL R308A.4.1 STRUCTURAL GLASS BALUSTER PANELS. RESIDENTIAL CODE SHALL BE MET WITH A HEAT RECOVERY VENTILATION SYSTEM WITH MINIMUM SENSIBLE HEAT _ R302b DIIELLING/GARAGE SIRE SEPARATION GUARDS WITH STRUCTURAL GLASS BALUSTER PANELS SHALL BE INSTALLED WITH AN ATTACHED TOP RAIL OR HANDRAIL.THE TOP RAIL RECOVERY CLAIM E OF CREDIT,THE BHILDi1Ks P'cR^'fi ORAwNGS SHALL SPECIFY THE OPTION BEING SELECTED 020. THE GARAGE SHALL BE SEPARATED AS REQUIRED B7 TABLE R302b.OPENINGS IN GARAGE WALLS SHALL COMPLY WITH SECTION R3025. ATTACHMENT OF GYPSUM BOARD SHALL COMPLY WITH TABLE R70235.THE WALL SEPARATION PROVISION DOES NOT APPLY TO GARAGE OR HANDRAIL SHALL BE SUPPORTED B7 NOT LESS THAN THREE GLASS BALUSTER PANELS,OR SHALL BE OTHERWISE SUPPORTED to TO Q 'REMAIN IN PLACE SHOULD ONE GLASS BALUSTER PANEL FAIL. AND SHALL SPECIFY THE MAXIMUM TESTED BUILDING AIR LEAKAGE AND SHALL SHOW THE HEAT RECOVERY WALLS THAT ARE PERPENDICULAR TO THE ADJACENT DUELLING UNIT WALL. VENTILATION SYSTEM. EXCEPTION: AM ATTACHED TOP RAIL OR HANDRAIL 18 NOT REQUIRED WHERE THE GLASS BALUSTER PANELS ARE LAMINATED GLASS WITH TWO DURING TESTING: TABLE R302,6 OR MORE GLASS PLIES OF EQUAL THICKNESS AND OF THE SAME GLASS TYPE. I.EXTERIOR WINDOWS AND DOORS,FIREPLACES AND STOVE DOORS SHALL BE CLOSED,BUT NOT SEALED,BEYOND THE DWELLING/ R300.45 GLAZING AND WET SIURFACE6 GARAGE SEPARATION INTENDED II.EATHER STRIPPING OR OTHER INFILTRATION CONTROL MEASURES SEPARATION MATERIAL GLAZING IN WALLS,ENC-OSJRE5 OR FENCES CONTAINING OR FACING HOT TUBS,SPAS,WHIRLPOOLS,SAUNAS,STEAM ROOMS,BATHTUBS, 2.DAMPERS INCLUDING EXHAUST,INTAKE,14<E A:R B K-CRAP-AND FLUE DAMPERS SHALL BE CLOSED,BUT NOT NOT LESS THAN 1/2 INCH GYPSUM BOARD SHOWERS AND'\DOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE CF THE GLAZING 16 LESS THAN 60 INCHES SEALED BEYOND INTENDED INFILTRATION CON7ROL ME Su¢.S FROM THE RESIDENCE AND ATTICS OR EQUIVALENT APPLIED TO THE GARAGE SIDE (1524mmJ MEASURED VERTiOA_LY ABOVE ANY STANDING OR WALKING SURFACE SHALL BE CONSIDERED A HAZARDOUS LOCATION. La 4.EXTERIOR DOORS FOR CONTINUOUS VENTILATION SYSTEMS AND HEAT RECOVERY VENTILATORS SHALL BE CLOSED AND TI-,.5 SHALL A==LY TO AL_SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING 3.INTERIOR DOORS,F INSTALLED AT THE T M OF--E _5',SH::LL BE OPEN NOT LESS THAN 5/8 INCH TYPE X GYPSUM BOARD FROM ALL HABITABLE ROOMS ABOVE THE GARAGE OR EQUIVALENT EXCEPTION:STRUCTURES SUPPORTING FLOOR/CEILING ASSEMBLIES NOT LESS THAN I/1 INCH GYPSUM BOARD SEALED GLAZING THAT IS MORE THAN 60 INCHES(1524 ),MEASURED HORIZONTALLY AND IN A STRAIGHT LINE,FROM THECOOLING SYSTEMS,WATERS EDGE OF 5.HEATING AND COOL SYSTEMS,F INSTALLED AT THE TIME OF THE TEST,SHALL BE TURNED OFF Z USED FOR SEPARATION REQUIRED BY THIS SECTION mm OR EQUIVALENT A BATHTUB,HOT TUB,SPA,WHIRLPOOL,OR SWIMMING POOL. GARAGES.LOCATED LESS THAN 3 FEET FROM A NOT LESS THAN 1/2 INCH GYPSUM BOARD OR 6.SUPPLY REGISTERS AND RETURN REGISTERS,F INSTALLED AT THE TIME OF THE TEST,SHALL BE FULLY OPEN DWELLING UNIT T THE SAME LOT EQUIVALENT APPLIED TO THE INTERIOR SIDE OF R308.48 GLAZING ADJACENT TO STAIRS AND RAMPS C EXTERIOR WALLS THAT ARE WITHIN THIS AREA L LOCATION. WHERE THE BOTTOM EXPOSED EDGE T THE GLAZING IS STAI THAN 36 INCHES(514mm)ABOVE THE PLANE OF THE ADJACENT S+�j�E T INDEX• W WALKING SURFACE OP STAIRWAYS,LANDINGS BETWEEN FLIGHTS OF STAIRS AND REAMPS SHALL BE CONSIDERED A HAZARDOUS R3M.1 UNDER-STAIR PROTECTION ENCLOSED SPACE UNDER STAIRS THAT 15 ACCESSED B7 A DOOR OR ACCESS PANEL SHALL HAVE WALLS,UNDER-STAIR SURFACE AND O ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 112 INCH(I2.1mm)GYPSUM BOARD. EXCEPTIONS: R�3 211 FIREBL�INGFIf�BL�ING WHERE GLAZING IS ADJACENT TO A WALKING SURFACE AND A HORIZONTAL RAIL IS INSTALLED AT 34 TO 38 INCHES(864 TO%5 MM) SURVEY IN COMBUSTIBLE CONSTRUCTION,FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS(BOTH VERTICAL ABOVE THE WALKING SURFACE.THE RAIL SHALL BE CAPABLE OF WITHSTANDING A HORIZONTAL LOAD OF 50 POUNDS PER LINEAR SITE PLAN AND HORIZONTAL)AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES,AND BETWEEN A TOP STORY AND ROOF SPACE. FOOT(130 N/M)WITHOUT CONTACTING THE GLASS AND HAVE A GROSS-SECTIONAL HEIGHT OF NOT LESS THAN 11/2 INCHES(38 MIN). EC-ENERGY CODE EC2-ENERGY CODE CONTINUED FIREBLOCKING SHALL BE PROVIDED IN WOOD-FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 2.GLAZING 36 INCHES(914mm)OR MORE MEASURED HORIZONTALLY FROM THE WALKING.SURFACE. EC2-ENERGY CODE CONTINUED I-FOUNDATION PLAN 1.IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS,INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED R300.4.1 GLAZING ADJACENT TO THE BOTTOM STAIR LANDING 2-BASEMENT FLOOR PLAN -ILE NO: STUDS A8 FOLLOWS: GLAZING ADJACENT t0 THE LANDING At THE BOTTOM OF A STAIRWAY WHERE THE GLAZING 16 L£59 THAN 36 INCHES(914mm)ABOVE 3-MAIN FLOOR FRAMING PLAN THE LANDING AND WITHIN 60 INCHES(1524mm)HORIZONTALLY OF THE BOTTOM TREAD SHALL BE CONSIDERED A HAZARDOUS LOCATION. 4-MAIN FLOOR PLAN 13 VERTICALLY AT THE CEILING AND FLOOR LEVELS. 5-ROOF FRAMING PLAN EXCEPTION: 22-003 12 HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET(3045 MM). THE GLAZING IS PROTECTED BY A GUARD COMPLYING WITH SECTION R312 AND THE PLANE O°THE GLASS I5 MORE THAN 15 INCHES(451mm) 6-ELEVATIONS FROM THE GUARD. 1-BUILDING SECTIONS SHEET 2.AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS,DROPPED DI-ARCI-IITEGTURAL DETAILS CEILINGS AND GOYS CEILINGS. S-MID-STRUCTURAL NOTES 3.IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN.ENCLOSED SPACES ONDER STAIRS 5-RID-STRUCTURAL DETAILS q 9-3ID-STRUCTURAL DETAILS SHALL COMPLY WITH R302.1 5-AID-STRUCTURAL DETAILS WA5� 4iNTON STATE ENERG"r CODE GENERAL NOTES Lu Ul ' Ln AIR//{� /A�/� TABLE R402A_U L E Al y'SGE AIR BARRIER AND INSULATION INSTALLATION La s B R402A AIR LEAKAGE(MANDATORY) COMPONENT AIR BARRIER CRITERIA' INSULATION CRITERIA' ❑ m THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE M ACCORDANCE WITH THE REQUIREMENTS GENERAL REQUIREMENTS A CONTINUOUS BARRIER SHALL BE AIR-PERMIAI3LE INSULATION ' ■ , OF SECTIONS R402.4.1 THROUGH R402.4.4. INSTALLED IN THE BUILDING ENVELOPE. SHALL NOT BE USED AS A ■ R402.4J BUILDING THE ENVELOPE EXTERIOR THERMAL ENVELOPE CONTAINS SEALING MATERIAL. THE BUILDING THE ENVELOPE SHALL COMPLY WITH SECTIONS R402A.IJ AND R402.12.TEH SEALING METHODS BETWEEN A CONTINUOUS AIR BARRIER77777 DISSIMILAR MATERIALS SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION. Fp� Q BREAKS OR JOIST IN THE AIR BARRIER THE COMPONENTS INSTALLATION SHALL BE SEALED. THE COMPONENTS TU THE BUILDING THERMAL ENVELOPE IA LISTED IN TABLE R402A.1.1 SHALL LI INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND THE CRITERIA LISTED IN?ABLE R402A.1T AS APPLICABLE TO C METHODS CAVITY INSULATION ALL CAVITIES M THE THERMAL CONSTRUCTION WHERE REQUIRED BY THE CODE OFFICIAL,AN APPROVED THIRD PARTY SHALL INSPECT ALL COMPONENTS AND IN5TALLATION ENVELOPE SHALL BE FILLED VERIFY COMPLIANCE. WITH INSULATION THE DENSITY OF THE INSULATION SHALL BE R402A.I2 TESTING AT THE MANUFA_TUBE 5 PRODUCT THE BUILDING OR DUELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 2 R-COMMENDATION AND SAID AIR CHANGES PER HOUR TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR DOOR AT A PRESSURE OF 02 INCHES WLa DENSITY SHALL BE MAINTAINED 150 PASCALS).WHERE REQUIRED BY THE CODE OFFICIAL,TE9IING SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. FOR ALL VOLUME OF EACH CAVITY. A WRITTEN REPORT OF THE RESULTS OF THE LEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO BATT TYPE INSULATION WILL SHOW THE CODE OFFICIAL.TESTING SHALL BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING NO VOIDS IN GAPS AND MAINTAIN OPERABLE WINDOWS AND DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE FRAME EVEN DENSITY FOR THE ENTIRE PRIOR TO THE TEST. CAVITY.BATT INSULATION SHALL BE DURING TESTING: INSTALLED IN THE RECOMMENDED CAVITY DEPTH.WHERE AN OBSTRUCTION t.EXTERIOR WINDOWS AND DOORS,FIOTHER IN AND.STOVE DOORS SHALL BE CLOSED,BUT NOT SEALED,BEYOND THE IN THE CAVITY DUE TO SERVICES, INTENDED WEATHER STRIPPING OR OTHER INFILTRATION CONTROL MEASURES. : BLOCKING,BRACING,OR OTHER - 2.DAMPERS INCLUDING EXHAUST,INTAKE,MAKEUP AIR BACK-DRAFT AND FLUE DAMPERS SHALL BE CLOSED,BUT NOT OBSTRUCTION EXISTS,THE BAN SEALED BEYOND INTENDED INFILTRATION CONTROL MEASURES. PRODUCT WILL BE CUT TO FIT THE 3.INTERIOR DOORS,IF INSTALLED AT THE TIME OF THE TEST,SHALL BE OPEN,ACCESS HATCHES TO CONDITIONED CRAWL REMAINING DEPTH OF THE CAVITY. SPACES AND CONDITIONED ATTICS SHALL BE OPEN WHERE GATT 19 CUT AROUND (N 4.EXTERIOR OPENINGS FOR CONTINUOUS VENTILATION SYSTEMS AND HEAT RECOVERY VENTILATORS SHALL BE CLOSED WHEREOBSTR BATT 15,LOOSE FILL INSULATION (`+ AND SEALED. SHALL BE PLACED TO FILL ANY S.HEATING AND COOLING SYSTEMS,IF METALLED AT THE TIME OF THE TEST,SHALL BE TURNED OFF. SURFACE OR CONGEALED VOIDS, b.SUPPLY AND RETURN REGISTERS,IF INSTALLED AT THE TIME OF THE TEST,SHALL BE FULLY OPEN. AND 4t THE MANUFACTURE'S SPECIFIED Q EXCEPTIONS: DENSITY.WHERE FACED BATT IS USED, THE INSTALLATION TABS MUST BE 2 ADDITIONS LESS THAN 500 SQUAB FEET E CONDITIONED FLOOR AREA STAPLED TO THE FACE OF THE STUD. 2.ADDITIONS TESTED WITH THE EXISTING HOME HAYING A COMBINED MAXIMUM AIR LEAKAGE RATE OF t AIR.IOR TO S PER - THEW SHALL BE NO COMPRESSION HOUR TO QUALIFY FOR THIS EXEMPTION,THE DATE OF CONSTRUCTION OF THE EXISTING HOUSE MUST BE PRIOR TO THE 2009 TO THE BATT AT THE EDGESOF THE WASNINGTON STATE ENERGY CODE. CAVITY DUE TO INSET STAPLING R402A2 FIREPLACES INSTALLATION TABS. (� NEW WOOD BURNING FIREPLACES SHALL HAVE TIGHT FITTING FLUE DAMPERS OR DOORS AND OUTDOOR COMBUSTION AIR WHEN INSULATION THAT UPON INSTALLATION USING TIGHT FITTING DOORS ON FACTORY-BUILT FIREPLACES LISTED AND LABELED IN ACCORDANCE WITH UL 121,THE DOORS READILY CONFOR15 TO AVAILABLE SHALL BE TESTED AND LISTED FOR THE FIREPLACE.WHERE USING TIGHT FITTING DOORS ON MASONRY FIREPLACES,THE DOORS SPACE SHALL BE INSTALLED FILLING SHALL BE LISTED AND LABELED IN ACCORDANCE WITH UL WT. THE ENTIRE CAVITY AND WITHIN THE .� MANUFACTURES DENSITY RECOMMENDATION. R402A3 AIR LEAKAGE Or FENESTRATION Q�3 WINDOWS,SKYLIGHTS AND SLIDING GLASS DOORS SHALL HAVE AN AIR INFILTRATION RATE OF NO MORE THAT 03 CFM PER CEILING/ATTIC THE AIR BARRIER IN ANY DROPPED U THE INSULATION M ANY DROPPED CEILING/ SQUARE FOOT l R A MA AND SUING DOORS NO MORE THAN RE ITE PER SQUARE ENDr FOOT OR TOR27,WHEN TESTED ACCORDING THECEILING/SOFFITSULATI SHALL BE ALIGNED WITH SOFFIT SHALL BE ALIGNED WITH THE AIR Q Z Z B THE ANU OR AAMANpMA/C9A101/152/A440 BY AN ACCREDITED,INDEPENDENT LABORATORY AND LISTED AND LABELED THE INSULATION AND ANY GAPS IN THE AIR sf O BY THE MANUFACTURER_ BARRIER SEALED. BARRIER �l to IL.EXCEPTIONS: ACCESS OPENINGS,DROP DOWN STAIR OR BATT INSULATION INSTALLED IN ATTIC ROOF W ASSEMBLIES MAY BE COMPRESSED AT N z I.FIELD-FABRICATED FENESTRATION PRODUCTS!WINDOWS,SKYLIGHTS AND DOORS). KNEE WALL DOORS TO UNCONDITIONED EXTERIOR WALL LINES TO ALLOW FOR 2.CUSTOM EXTERIOR FENESTRATION PRODUCTS MANUFACTURED BY SMALL BUSINESS PROVIDED THEY MEET THE APPLICABLE ATTIC SPACES SHALL BE SEALED. RE=IR'-D ATTIC VENTIALTION. r PROVISIONS OF CHAPTER 24 OF THE INTERNATIONAL BUILDING CODE.ONCE VSUAL INSPECTION WAS CONFINED THE PRESENCE OF A GASKET,OPERABLE WINDOWS AND DOORS MANUFACTURED BY SMALL BUSINESS 5-JAL_BE PERMITTED V� TO BE SEALED OFF AT THE FRAME PRIOR TO THE TEST, WALLS THE JUNCTION OF THE FOUNDATION AND SILL CAVITIES WITHIN CORNERS AND HEADERS OF PLATE SHALL BE SEALED,THE JUNCTION OF 'RAME WALLS SHALL BE INSULATED BY R402.4.4 COMBUSTION AIR OPENINGS THE TOP PLATE AND TOP OF EXTERIOR COMPLETELY FILLING THE CAVITY WITH A WHERE OPEN COMBUSTION AIR DUCTS PROVIDE COMBUSTION AIR TO OPEN COMBUSTION,SPACE CONDITIONING FUEL BURNING WALLS SHALL BE SEALED.KNEE WALLS MATERIAL HAVING A THERMAL RESISTANCE APPLIANCES,THE APPLIANCES AND COMBUSTION AIR OPENNGS SHALL BE LOCATED OU T SIDE OF THE BUILDING THERMAL SHALL BE SEALED. OF R-3 PER INCH MINIMUM, ENVELOPE.SUCH ROOMS SHALL BE SEALED AND INSULATED IN ACCORDANCE WITH THE ENVELOPE REQUIREMENTS OF TABLE R4MJJ,WHERE THE WALLS,FLOORS AND CEILINGS SHALL MEET THE MINIMUM OF THE BELOW-GRADE WALL R-VALUE REQUIREMENT. EXTERIOR THERMAL ENVELOPE INSULATION THE DOOR INTO THE ROOM SHALL BE FULLY GA9 TEO AND ANY WATER LINE'AND DUCTS IN THE ROOM INSULATED IN FOR FRAMED WALLS 8HALL BE INSTALLED ACCORDANCE WITH SECTION R403.THE COMBUSTION AIR DUCT SHALL BE INSULATED WHERE IT PASSES THROUGH CONDITIONED IN SUBSTANTIAL CONTACT AND CONTINUOUS ^ SPACE TO A MINIMUM OF R-8. ALIGNMENT WITH THE AIR BARRIER Q EXCEPTIONS: WINDOWS,SKYLIGHTS THE SPACE BETWEEN WNCOUMOOR JAMS I.DIRECT VENT APPLIANCES WITH BOTH INTAKE AND EXHAUST PIPES INSTALLED CONTINUOUSTO THE OUTSIDE. AND DOORS AND FRAMING AND SKYLIGHTS AND FRAMING 2.FIREPLACES AND STOVES COMPETING WITH SECTION R402.42 AND SECTION RI006 OFFT14ETHE INTERNATIONAL RESIDENTIAL CODE SHALL BE SEALED. R402AB RECESSED LIGHTING n RECESSED LUMINARIES INSTALLED IN THE BUILDING THERMAL ENVELOPE SHALL BE TYPE IC-RATED AND CERTIFIED UNDER ASTM E283 AS HAVING AN AIR LEAKAGE RATE NOT MORE THAN 2.0 CFM(0.944L/s)WHEN TESTED AT A 151 PSF IM5 Pal Lu PRESSURE DIFFER SH ENTIAL AND SHALL HAVE A LABEL ATTACHED SHOWING COMPLIANCE WITH THIS TEST METHOD.ALL RECESSED ul LUMINARIES ALL BE SEALED WITH A GASKET OR CAULK BETWEEN THE HOUSING AND THE INTERIOR WALL OR CEILING COVERING, RIM JOISTS RIM JOISTS SHALL INCLUDE THE AIR BARRIER �IN ISTS SHALL BE INSULATED R4025 MAXIMUM FENESTRATION U-FACTOR(MANDATORY) FLOORS INCLUDING ABOVE THE AIR BARRIER STALL BE INSTALLED A7 FRAMING CAVITY INSULATION SHALL BE THE A S FOR GHT IC AVERAGE MAXIMUM D 0.15 FOR SKYLIU-FACGHTS. PERMITTED USING TRADEOFFS FROM SECTION R402-I-4 SHALL GARAGE AND CANTILEVERED ANY EXPOSED EDGE OF INSULATION. LED TO MAINTAIN PERMANENT CONTACT BE 0.4E FOR VERTICAL FENESTRATION,AND 0.15 FOR SKYLKs14T9. FLOORS) E UNDERSIDE IN SU6FLOOR DECKING CR F'OOR FRAMING CAVITY INSULATION SHALL L. B PERMITTED TO BE IN CONTACT WITH THE 77��— TOP IDE OF SHEATHING OR CONTMUW6 INSULATION INSTALLED GN THE UNDERSIDE OF FLOOR FRAMING AND.EXTEND FROM THE RO'_OM TO THE TOP OF ALL PERIMETER u _ -OCR FRAMING MEMBERS. CRAWL SPACE WALLS EXPOSED EARTH IN UNVENTED CRAWL W SPACES '_ERE PROVIDED INSTEAD OF FLOOR � SHALL BE COVERED WITH A CLA55 I.BLACK 'NSULATION,INSULATION SHALL BE VAPOR RETARDER WIT,OVERLA—NG JOIN-5 �PERMANENTLY ATTACHED TO THE CRAWL 11 1 TAPED. 'PACE WALLS. SHAFTS,PENETRATIONS DUCT SHAFTS,UTILITI FENETRAT Ohs,4ND F-JE U SHAFTS OPENING TO EXTER OR OR,.NCOND".ONED Z SPACE SHALL BE SEA_FD Lu NARROW CAVITIES BATT$IN NARROW CAVITIES SHALL BE CUT TO FIT AND INSTALLED TO THE CORRECT DENSITY u WITHOUT ANY VOIDS OR GAPS OR COMPRESSION, OR NARROW CAVITIES SHALL BE FILLED BY INSULATION THAT ON INSTALLATION READILY VF CONFORMS TO THE AVAILABLE CAVITY SPACE. GARAGE SEPARATION AIR SEALING SHALL BE PROVIDED BETWEEN THE GARAGE AND CONDITIONED SPACES. RECESSED LIGHTING RECESSED LIGHT FIXTURES INSTALLED IN THE RECESSED LIGHT FIXTURES INSTALLED IN THE BUILDING THERMAL ENVELOPE SHALL BE SEALED BUILDING THERMAL ENVELOPE SHALL BE AIR 1I TO THE DRYWALL. TIGHT AND IC RATED. �( PLUMBING AND WIRING GATT INSULATION SHALL BE CUT NEATLY TO FIT Q AROUND WIRING AND PLUMBING IN EXTERIOR WALLS.THERE SHALL BE NO VOIDS OR GAPS OR COMPRESSION WHERE CUT TO FIT.INSULATION THAT ON INSTALLATION READILY CONFORMS TO AVAILABLE SPACE SHALL BE EXTENDED BEHIND U PIPING AND WIRING. ,,,, SHOWEPJTUB ON EXTERIOR THE AIR BARR',ER NS AL_ED AT.x'ERIOR WALLS EXTERIOR WALLS ADJACENT TO SHOWERS AND t WALL ADJACENT TO 5.-O✓RS AND TU55 S-,:,LL SEPARATE TUBS SHALL BE INSULATED. THEM FROM HOUIERS NC'B5 ELECTRICAL/PHONE BOX ON THE AIR BARR'SE 5 BE INS D BEHIND EXTERIOR WALL ELECTRICAL GR N._:.ION B x'S OR AIR SEALED BOXEe S-i,-_BE'hSTA___v. —._ 5 I—PENE'RATE BIIILDMCs HVAC REGISTER BOOTS 1-IVAC REGISTER BC ',IERMAL ENv=LOIE 5.-.:LL BE BEALED TO THE SJB-OOR OR DR WA ___ PILE NO: . CONGEALED SPRIWCLER9 Wu FN REOU'.RED B A_ED CONCEALED FARE SF'R N 5 REC--EN.* .-BE HE 4ANDFIN AURER ER 2 2-003 CA..<,NG OR C e -E5 VE -N'S SHALL NOT BE USED'C ✓ ',DS BE N.=IRE CEILINGS SWEET EET PRINKLER COVER L4?E5 ANC_--_LS OR IC=N CONTACT e.IN ADDITION,INSPECTION OF LOG WALLS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF ICC-400. x* *Plan%Review k**�x* By City of Arlington 2018 Washington State EnergyCode-Residential 2018 Washington State Energy Code-Residential LD ■ s Prescriptive Energy Code Compliance for All Climate Zones in Washington Prescriptive Energy Code Compliance for All Climate Zones In Washington W Window,Skylight and Door Schedule Single Family-New&Addltions(effective February 1,2021) Single Family-New&Additions(effective February t,20211 vrlrsi«t 1.0 H i0 Rojecf Information Contact lnbomeion '^ Rardall ADU HOME DESIGNS NORTHWEST Summary of Table R406 2(cont.) � 0 427 S FRENCH AVE CHRIS LEONARD-(206)361-9887 E gy Cred t let ONE These requirements apply to aI11RC building types,including detached one-and two-family 3 r Ene gy C edit Option Description(cons) ne 9y opt n from User Notes dwellings and multiple single-family dwellings(townhouses) Li 0 p 2 ARLINGTON,WA HDNW�COMCAST.NET Opto _ 1 i Eff t W g -_--- ❑ P act Info HO rmdo on _Contact information_ ❑ Z Width Heigh EftC tW RentlellADU MEDESIGNS NORTH' ReF, U-facor C@. Feet Feet Area UA inrh i«n r i & I 0 ❑ 427 S FRENCH AVE.ARLIN TON WA CHRIS LEONARD-(206 351-9387 5.3 IEff t Wva a 1 3 ❑ Exempt Swinging Door(24 s%ft.max.) 0.0 0.00 5.4 Eff t ova g _ _ t 1.5 ❑ j Instructions:This single-family project will use the requirements of the Prescriptive Path below and incorporate ncor orate the minimum values listed.Based on the size of the structure,the Exempt Glazed Fenestratlon(15 sq.ft.max.) 00 0.00 5.5 Eff t Wva g 2 5_- ❑ P appropriate number of g,- 2 0 ❑ additional credits are checked as chosen by the permit applicant. 5 Eff t Wa _ vertical Fenestration(Windows and doors) 6.1` k bl Electric Energy( credit max} 1.0 Provide all information from the following tables as building permit drawings:Table R402.1-Insulation and - --- Fenestration Requirements by Component,Table R406.2-Fuel Normalization Credits and 4063-Energy Credits. Component Width Heigh 7.1 Apo k lie 0.5 Description Ref. U-factor Ot. Feet'"`"Feet"' Area UA - nor tic d r I._-_---_ Calwlatr roul oleo=on- IAuthorfzed Rspresentadve t [�7L � (oo[e OS/72/2g22 Kitchen Window 3046 0.24 1 3 4 13.5 3,24 a. An a._ .ve hea ng source sired at a mar mom of o o lsf(equivalent)of heated floor area or 500 W, Entry Door 3080 0.24 1 3 8 24.0 5.76 whi h .- bigger"or ybeirst II mthe dwelling ,it. _ _ All climateZones(TaMe R402.1.1) _ Fami Room&Bedroom Windows 6046 0.24 2 6 4 6 54.0 12-06 b. Equipment listed Table C403.32t41 or C403.3. 5} _ Rvoea Bathroom Window 4010 0.24 1 4 1 4.0 0.96 c. Equ pment listed-r Table C403 3.2(1)or C403.3--i2} f lost c 1)factor b /a g d. You cannot select more then oneoptiuflfromanycategory EXCEPT in category S.Option 5.1 may be-datilned - GarageErn Door 2880 0.24 1 2 8 21.3 5.12 Skyllgl t u l actor' _,/a - 0.50 with options 5.2 through 5.6.See Table 406.3. t----.-- D.0 0.00 e. 1.0 credit fir each 1,2Co kWh of electrical generator.pr-ce:annually,an to 3 credits max. Glazed Fenestration SHGC"'` n/a n/a 0.0 0.00 See the complcke table k40F,2 for all requireme .and op;i^' aesmcfIcns. Ceiling" A9 0.026 O.O 0,001 t. Use Me single radiobuttpn nthe upper ng6t of ihe_e:onG column to desel�c[.atliobuttonz in that group. iWood Frame W911&k 21 int 0.056 00 DDD PleaseI FBI Ioor to/Ss/z310 -re-- -- o0.,0o249 0.0 0.00 Duildin official: z - slati�R V� alue&Deptn -- 0.0 0.00 R-valuesare nn mans-factors and sifG(are maximums.When insulation is installed in acavity that is less .. 0.0 0.00 a thanthe label or design thicknessI thca-dation,the compressed R-value of the insulation from Appendix W 0.0 0.00 Jab le A1014 shall not he less than the R-value specified in the table. N t 0.0 n 0.00 b "The flo/15/nt+sTB Uf t I. 1 des skylights - -- _ of _ 0.0 0.00 i meansR10-innams insulation on the exterior ofthe wall RIS continuous insulation on -4�� the.interior of the wall,or R 21 cavity insulation plus a thermal break between the slab and the basement wall at 0.0 0.00 c the Interior of the basement wall."10/15/21+STB"shall be permitted to be met with R-13 cavity insulation on 0.0 0.00 the'interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall."5TB" 0.0 0.00 mearis R 5 thermal break between floor slab and basement wall. -4} 0.0 0.00 d R 10 1 ocus insulation is required under he tad b_on grade floors.See Section R402.2.9.1. v 0.0 0.00 Far single rafter-or joist vaultedthe insulation maybe educed to R-38 if the full Insulation depth ((� 0.0 0.00 extends over the top plate of the chill o aIL. _ __, R-7 5 continuous insulation installed over existing slab is deemed to be equivalent to the required perimeter LLI N 0.0 0.00 f 'slab insulationwhen a lied to ex st n k-complying _pp g with Section R503.1.1.If foam plastic is used,lt shall �Q 0.0 0.00 m tth tsf therm I li I le t-.gfoam plastics. e(� 0.0 0.00 ro r t res developed n co pliai c zi th Standard ICC 400,log walls shall meet the requirements for Q 1 V J 0.0 CLOD I rli at 5 of]CC 400 0.0 ODO Int.lintermediate framing)denotes framing and insulation as described in Section A303.2.2 including standard 0.0 ODO h framing 16 inches on center,78%of the wall cavity insulated and headers insulated with a minimum of R-10 Q insulation. IL 0.0 0.00 _ W d) LU 0.0 0.00 DO aoo W PmeerP'ive Pau-Single e-y 2Dr B W'ashington Sure Energy Lode-R Prescniptiks Path-Single Famity 2018 Washington State Energy Code-R �-. W Simple Heating System Size:Washington State 2018 Washington State Energy Code-Residential 0.0 0.00 Thisheating system szngcaiculel«-s based on melt nprw RaquVenare'dime2018Wedanyw Sine Energy Dole wSed-aAccemanuals a Prescriptive Energy Code Compliance for All Climate Zones In Washington0.0 000 Q ands mistoa ya cecmero heading loadsonty AccAprocmurestorsizing pod19 systemrshould ee useatodetemlina-og load:. Single Family-New&Additions jeffective February 1,2021) 0.0 0.00 Phase eomplem me greenGopdoans and boxes mar are applicable to your p t,As you make setecnon:mime m,-doads for each section spine Each js el i n g ac t in a residential building shall con ply with sufficient options from Tab le R406.2(fuel 1'' alueswal all eakulate0 f«you.Ifyw do not see the sammonybu need in me MoPA aphws pleasecwtad me WSU Energy Rogmmat no�a 1Jn.r ci' a dT.he4.53+znergy redits,to acliv t-,_tCd owing TintT.am n nnnerof +-e-S 0.0 0,06 enegycode@energy.wsu edu wi360i 95G2042 hxassistentt T Jai-this r _I -h-"i'ding permit drawings shall specffythe option selected and the 0.0 0.00 maxim- t€sted b.Ild rag air leakage,and show the qualifying ventilation system and itscontroi sequence ` y 0.0 0.00 ,`raper tl r v L fYovcunroTremn comacr mrmnarron Small D%velling Umt OQ 0-00 Rahowaou H""ors" ' Imitsr re III g�nits', s than_S7 sf l on iric d a i h ss than 3L0 sf offenestration area. 0.0 CDO 4nsnrecH AVF Hars uexAao-12Dsl aslsae7 Adcltla ni t>ex big NI!slrg bar_.egr2;t f f Feaed floor area but lessthan 1,500 St. {.._ waux 1WA HDNW@COMCASrhET Hearin s T g i g Dwelling Unit:0.0 0.00 2. Medium Dwel g Dwell g yatam Type: =rg o44s,-ate; .�_�� Ai d1r 'i c,rt t a r ,laded in RS or R3 Sum of Vertical Fenestration Area and UA 1168 2804 To ace Mixed mseuehona'«each sam«i,Placerov c«soron the ie-I'seucsnns 3. Lar eDwelhng Unit Vertical Fenestration Area Weighted 0,24 Des gn ramperaw eomwwa(en 47 4. Additions lessnits than-eey15Osquarre feet conditioned floor area 9 m.m,m t T� o�9n T mP I t en - - - ""°'p04arnetl-OiMOovr1"e^r°'°" All other�adrlit iluve Overhead Glazing(Skylights) Area of Building nam Component Width Heigh uomd poor Ana Before selecting your credits on this Summary table,review the details in Table 406 page 4..3(Single Family),on '.-so- Cbndkmed Floc Area(sge) ® Summery of Table R406.2 Descri lion Ref. U-factor Ck. Feet"""Feet'"`" Area UA A.araga Calling NOW cordiimedvok,me -- Heating its Cred 0.0 0.00 matin=e• q 9e ceiling Hecht(fl) gag 5,040 Option Fuel Normalization Descriptions -select ONEMating option User Notes 0.0 0.00 (31-ing d D u-Paotur X Aran UA p --a e g re mum NAEC4 710 ❑ z I b n min DO O.00 r 3a •i.1 0.240 217 52.de '_ F L ❑ . - - ❑ a 0.0 0.00 Skylights -fact« % Area UA �. EI t f ..tea 0.0 0.00 -aa use - 4 0 -with o ct is resistance per option 3 4 0 5 0.0 0,00 In la r ..elheat g -- t _❑ Ml u4ne- x Nee All o-h - ❑ UA --_ ystes___ - V/ i"m=n=�, Credits from each Sum of Overhead Weighted Area and UA 0 0 0 00 _ .I) o.oxs ® 14.ss f t d Energy credit Option Descriptions energy pt l from each) O ,..•^'-=•� Option W Overhead Glazing Area Weighted U=UA/Area 0.00 __- -.___ cat gory=. Soya Riser«joist V it tlC II g U-Fan« X Mea UA --.-__-- _--_- - min".ro": � ._ O 1 Effcent Build g I..e 05 ❑ n/ IiLY- Total Sum of Fenestration Area and UA fforheating system sizing calculations) 116.8 28.04 2 Efficient enj ding Er,e:ce 1 0 ADbsa dada Wall U-Fass X Area . - , e.u.er".. D.gSfi 706 39.54 3- Eff t u d E _pe a,F 0 4 Ef t u d E -pe 1.0 Fla«s U4act« X I UA Ed t 90 g E pe 2.0 ❑ i E. Erf t ❑ Below Grant WAl u-clor X Arad UA 1.' Eff t E e 0.5 ❑ W Q k t Efficient V [flat on 0.5 ❑ 81a6 Below Grade F-hi, X Length UA :.2 k f nd Eff t J t_ 1.0 ❑ T y D.3m _ - _ ❑ >� L - 0 3 4 k g= d Etf J tort 1.5 Sae dada!> refi F-Feem, X Length UA 4 a k g_C t d Eff Ver a:-on 2.0 ❑ I 49.41 1' Y g r H\ 2.0 ❑ U 32 Fgh Effce, H.A 30 Loc t n of Ducts - -- v' eons p«1 Laakege Coa 3 a' F Eff -Il ..._ 1,5 ❑ .--' ''1 3- F g Eft e.^ 4 A _ _ 1.5 ElO 1.1-L San of UA 155.59 5 Hg Effi H\A 1 1.5 ❑ N Envelope Heat Load! 7,313 apl Hwr 36' h f-n HVA 2.0 ❑ 1ea1�-- Fairre1 summua x11 4 tag tftemocy HVAC u,e ido on Syffem 0.5 ❑ Air Laakape Heal Load 2558 aNlHwr -- --- vaa,a,.xosx.,rxo.ole 41 Hgh Effldency-AC Distribution System 1.0 ❑ ` &tlldirgpes1 Fast Load 9871 91ulHwr -- - -' �- FILE NO: Ai Nekpe.emmkPe Maf bss E Ili and Dun Heat Load 9,811 at.I Haur DUHsbunroMlbned spa -o'WAlbgeousnoxl.,0 ors.bwdabedP a mad d�eib.ax, 22-(1�(13 Naldmum Heat Eguipneol Ouipul 12,339 eW I Hoar eaa,by an°dv Mx bu x l.2s Mr�Opumpu�w Potion ive Pam-Single Fancy 2018 Washington Scam EmpfodwR 2 SWEET *e*a*Pl an�Reviewkaaeta City of Arlington UJj/�V N � H \-n-i R5 r b� o Ln y �Q R-10 PERIMETER) I v ❑ m INSULATION X FAMILY l _ BEDROOM I Q I 82 B (NOR•U 4x15 DF.•L 8 � / Z 7 OX USSE b z COMMON TRS U 0m I a "1 r CONC. SLAB (HOR v 4.8 DF. ❑ nn Jn 4"GONG SLAB./24"R-10 / - V• I+•J ~ N �� PERIMETER INSULATION 12"WIDE x 10"DEEP 16 L G w/ I ----------THICKENED SLAB `(, ❑ (2)4 BARS CONT - I X O KITCHEN - I 2 (2)2x811h• .9 ATNFAN(TYPE 1 12 WIDE x 10'DEEP I_ b --- 2° V.T�(�$� - 61 I ✓�N 1 THICKENED BLAB --!z)4 BARS CONL� ----J yb v --- - 0 - Q m C � L --- -- --- ---- 0 r-_ v <e f° Nr 0 0 ---__-_--- 7 L� DE L TO 7J e P AXIAL LOAD 82 3. I I I S2 ❑ I Q WU Qw 1 O I I CON 9 C. SLAB CxARACxE � Ul d)z 0 4"CONC.SLAB-SLOPE I D C 3"TOWARD O.H.DOORS C C OHD C to -W Z LLl X LLl AF-5m _I •�Y Q ROOF I I v T 0 ------1e 8®OH GAR DR------_ Al o LL ,g I e ❑ � 1 i act' I -------------- DS.6 DS" 1 ® lHD •3)3 I/)'x10 i!!•GL6 - - DS. _ _ _ DS. : W Iff FOUNDATION PLAN MAIN FLOOR NOTES: MAIN FLOOR FLAN Roof= FRAMING PLAN Q Z SCALE:1/4"-I'-0" -ALL EXTERIOR WALL SHEATHING TO BE PER UNO. SCALE:1/4"=1'-0" SCALE:1/4"•I'-C' I ALL POSTS TO BE(2)2x6 HF.Q UND, ALL BEAMS t HEADERS TO BE 4.8 HF.-2UN.O. ALL GLU-LAM BEAMS TO BE ASSUMED 24F-V4UNC. FIRE BLOCKiNG NOTES: ROOF NOTES: TRUSS NOTES: NOTES: TYPICAL PLATE TO BE TOP OF WINDOWS TO BE 8-0, FIREMLOMNG 6HALL BE PROVIDED G'u'0=ALL ALL BINS.(HDR5.SHALL BE 4x8 DF.-)UNLESS •A__TRUSSES SHALL CARRY MANUFACTURES STAMP. `J 7 -ALL FOUNDATION FOOTINGS TO BE 12"WIDE x 6"DEEP - EXTERIOR WALLS TO BE 2x6 a IS"O.C.UNLE86 NOTED OTHERWISE. CONCEALED DRAFT OPEN'NGS(50 H V=RT'.CAL AND OTHERWISE NOTED. Z z CONTINUOUS CONC.FOOTING w/(2)•4 BARS,CONTINUOUS,MID DEPTH HORIZONTAL)AND TO=OR'I AN E=FEG.I F FIRE BARRIER POST SIZE TO BE(2)2x6 UNO. •AL-TRUSSES SHALL BE INSTALLED t BRACED TO O EXTERIOR WALLS TO BE INSULATED w/KRAFT-FACED R-21 FIBERGLASS BETWEEN STORIES,AND BETWEEN A O"S ORY AND THE MANUFACTURS SPECIFICATIONS. ROOF FRAMING t0 BE PRE-MANUFACTURED tRSSE9 24"OC.UNO. •TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING -ALL FOUNDATION STEM WALLS TO BE b"CONC.STEM WALL w/•4 BARE INSULATION. ROOF SPACE.PREBLOGKING SUA_L BE eOV�DED IN WOOD- u L Lu .I OC.EACH WAY. _ 0-TO CFM EXHAUST FAN mr.)UN.O. FRAt'ME CONSTRUCTION'N THE 0-0 NG OGA ONS VENTED BLOCKING OVER SUPPORTS. DEPt.APPROVAL OR ENGINEERING CALCULATIONS. I- -ALL FIGS.TO BEAR ON UNDISTER5ED SOIL MIN.1500 Ube.PSF. - -0 DENOTES DOUBLE TR'MMERS AT EACH END OF HEADER I.N CONCEALED SPACES OF STUD ..-_S AND ARTITIOJS, ROOF OVERHANGS TO BE 18- •ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON THAT SPANS 6'-0"OR GREATER INCLUDING FURRED SPACES AND PARAL.E_R0i5 OF STUDS ROOF PITCHES TO MATCH EXISTING(5/12 FIELD VERIFY) SITE FOR FRAMING INSPECTION U, ^ SOLID BLOCKING OVER 911F'PORTS. OR STAGGERED STUDS AS FOLLOWS •ALL CONNECTIONS OF RAFTERS,JACK OR HIP TRUSSES TO 11 1 FOUNDATION STEEL STRUCTURAL ENGINEER-SEE CALLS. -®DENOTES MULTIPLE STUDS UNDER POINT LOADS TRUSSES t RAFTERS SHALL BE•24"OC.UNLESS MAIN GIRDER To BE PROVIDED BY TRll89 MANUFACTURE. LL{� 117-----i{ SEE PLAN FOR NUMBER OF STUDS REQUIRED. I.I.VERTICALLY AT THE CEILING AND FLOOR LEVELS. OTHERWISE NOTED. A' SD/_MD-SMOCE CETECTOR AND CARBON MONOXIDE DETECTOR •TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED 11Fy- ALL BEAMS TO BE 4xS D.F.•2 UNLESS NOTED OTHERWISE. - C' INSULATION IN ROOF SHALL BE R-45 OR BETTER z TO BE HOT W'RED AND INTERCONNECTED w/BATTERY BACKUP. 12.HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. WASHINGTON STATE STRUCTURAL ENGINEER ALL WOOD IN CONTACT w/CONCRETE TO BE PRESSURE TREATED - R)ALL SMOKE DETECTOR5 TO BE HOT WIRED AND INTERCONNECTED •tR159=8 SHALL BE MANUFACTURED IN A PLANT APPROVED O ALL METAL CONNECTORS IN CONTACT w/PRESSURE MATED MATERIAL w/BATTER"BACKUP. 2.ADD NORIZONT SPACES A9EOC RCAT�50FFIT5 DIGROPPED BEAR THE QUAQLIUII�MCONTROL STAMP(SECTION 231.6)AS WELL AS ATTIC VENTILATION: SMOA DETECTOR TO BE ON THE CEILING INSIDE THE DOOR CEILINGS AND COVE CEILINGS. _- MANUFACTURING PLANT'S NAME/ADDRESS,DESIGN LOAD AND MAXIMUM W U- TO BE 7-MAX"CORROSIVE RESISTANT MATERIAL OR EQUAL. OF EAG-BEDROOM. 3.IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP ATTIC VENTILATION REQ RED SPACING. SECTION 2343b. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS _ SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS AND SLEEPING AREAS. AND BOTTOM OF THE RUN ENCLOSED SPACES UNDER STAIRS SHALL TOTAL AREA X/300 6m%ABV SO%BEL •APPROVED HANGER5 SHOULD BE USED AT ALL COVNECITONS OF -� COVTRAGTORB SHALL VERIFY AND>3E RESPGNSIHLE FOR ALL COMPLY WITH SEDCTIGN R31122. LOCATION S.F.VENT. "'D c D.R&. RAFTERS,JACK OR HIP TRUSSES TO MAIN GIRDER TRS5E5. �- ALL W'NDO_;5,WITHIN 16"OF THE FLOOR OR WITHIN 24"OF DOOR SWINGS, lX) SECTIONS 231M,2303.4,2341,AND 2343. DIMENSIONS AND CONDITIONS ON THE JOB AND THE TUBS,AND SF-OWER5,TO BE TEMPERED SAFETY GLASS. 4.AT OPENINGS AROUND VENTS,PIPER,AND DUCTS AT RESIST THE AND RZI (GJ u.(F) FLOOR LEVEL,WITH AN APPROVED MATERIAL O RESIST THE FREE DESIGNER SHALL BE INFORMED S ANY VARIATIONS FROM PASSAGE OF FLAMES AND PRODUCTS OF COMBUST ON. �� I)44 SF. SDI SF. L91 SF. L91 6F. •LIGHT METAL PLATE CONNECTORS TO HAVE FEED AND GIRDER THE DIMENSIONS AND CONDITIONS SHOW ON THE DRAWINGS VENT ALL=A',S e DR-ER EXAUST To OUTSIDE IDENTPERM FCATION.INFIXED TO BRANDED,MARLED,NT OTHERRUISE PROVIDE EGRESS WINDOWS IN ALL SLEEPING ROOMS. 5.FOR THE FIREBLOGCING O CHIMNEYS AND FIREPLACES,SE SEC-ON PERMANENTLY AFFIXED i0 EACH TR158 SHALL CONTAIN THE PRIOR t0 GONSTRUCTICN. RI00.16. MIN.ATTIC VENTILATION REQUIRED TOP 50% FOLLOWING: b.ATBLOCKIPOa OF CORNICES OF A TWO-FAMILY DWELLING IS R`O�'.RED W ^, GUARDS TO BE PROVIDED O ALL PORCHES,R5ALCONGRAD IE-OR RAISED AT THE LINE O DUELLING UNIT SEPARATION. A IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY.. FLOORS MORE THAN 30"ABOVE THE FLOOR OR GRADE PER IRG R312, LOCATION AF-5m=ROOF VENTS GE.VENTS VENttLATION B. THE DESIGN LOAD. p� MINIMUM HEIGHT IS 36"(34"AT STAIRS)AND OPEN SIDES MUST HAVE T.PROVIDE SQUASH BLOCKS UNDER ALL POSTS•SI-EARWALLS. EA AF-50= T5%EFFICIENT PROVIDED C. THE TRUSS SPACING 2015 ENEFral CODE OPTION INTERMEDIATE RAILS OR ORNAMENTA ON THAT WILL NOT ALLOW THE PASSAGE QQQQ. 2T 5F. •ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE OF A SPHERE 4 OR MORE IN DIAMET R HROUGH. TUSS < SHOWERS: FRAMEWORK AND SUPPORTING WALLS SO AS TO POW AN INTEGRAL I I-EFFICIENT BUILDG IN ENVELOPE ROOF (TJ•1.93 5F, m D8�L91 6F. PART O°THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS Q5 -RANGE H M M HOOD-100 CFIN,400 Cf-MAx - FIREBLOCK BETUEFN STUDS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED -VERTICAL FENESTRATION U 024 SIZE RANGE HOOD TO EITHER WASHINGTON STATE AMENDMENTS WALLS SHALL BE WATERPROOFED TO A MIN.O 72"ABOVE THE DRAM BEFORE ANY LOAD 18 PLACED UPON THE TRUSS. DIAGONAL AND SWAY 32-HIGH EFFICIENCY HVAC OR THE LISTED RANGES MANUFACTURE'S SPECS.,WWICHEVER 18 GIREAIER ATTIC VENTILATION REQUIRED BOTTOM 50%INLET. BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. t -AIR-50UIRCE,CENTRALLY DUCTED HEAT PUMP WITH MINIMUM HSPF DEDICATED EQUAL MAKEUP AIR IN THE SAME ROOM WHEN CFM'6 EXCEED 400. - ALL GLAZING INCLI.D'NG WINDOWS WITHIN 60"OF DRAM LOCATION METAL SCREEN EA SAVE VENTILATION •ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF FILE NO: �''S b -60 GFPI FAN OVA 24-HOUR TIMER SET to RUN 50%O THE TIME. INLET TO BE SAFETT GLASS. VENT•Al VENT•IDS PROVIDED BEARING BY 50L ID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE 5A-EFFICIENT WATER HEATING I I ROOF 0 (44)=220 220>L91 5F. TO fESIST WIND SUCTION ON THE SHEATHING.SECTION 2326.12.6. 2 2-003 'I -13/8"SOLID CORE WOOD OR AREA SUMMARY: -ELECTRIC HEAT PUMP WATER NEATER MEETING THE STANDARDS O 20 MIN:FIB RATED METAL FOR TIER I OF NEEA'S ADVANCED WATER HEATING SPECIFICATION. DOOR w/SELF CLOSER A.D.U. • 560 SF EVERYTRUSS SPACE AT EAVES TO BE VENT BLOCKED + +... SHEET g -A HEAT DETECTOR OR HEAT ALARM RATED FOR THE AMBIENT OUTDOOR GARAGE =583 5F. EACH BLOCK TO HAVE(3)2"DIA HOLES w/1/4"WIRE MESH O TEMPERATURES AND HUIMIDITY SHALL BE INSTALLED IN NEW GARAGES +x+xxx»Plan Review THAT ARE ATTACHED TO OR LOCATED UNDER NEW AND EXISTING By DWELLINGS.HEAT DETECTORS AND HEAT ALARAMS 844ALL BE INSTALLED OR IN A CENTRAL LOCATION AND IN AcGDANCE WITH THE City of A(lington Oft L MANUFACTURER'S INSTRIUGTION6(IRG R31423). xx+xxxxx+x:++xxx+xxxxxxxx+x++ STRUCTURAL NOTES GENERAL REQUIREMENTS&DESIGN CRITERIA c MIX DESIGN NOTES: x P BUILDING CODE&REFERENCE STANDARDS: THE"INTERNATIONAL BU_DING CODE", 2018 EDITION,GOVERNS THE ,,,,,, ,�. ,,,,-,_., _ L ,C ..C,"-=�. ^.F--1, f,'-- T (1) .-P -EMENTITIOUS MATERIAL RATIOS.SHALL BE BASED ON THE TOTAL WEIGHT OF STANDARD LIGHT-FRAME CONSTRUCTION: UNLESS NOTED ON THE PLANS,CONSTRUCTION SHALL CONFORM TO IBC N E E ^�E THE CONTRACT,)-,i ROM COMPLIA`." "OITH THE ENTIRT lENCE STANDARDS NOTED " ' � � `,LS SEC 2308"CONVENTIONAL LfCH7-FRAME CONS'RUCTION"AND IBC SEC 2304"GENERAL CONSTRUCTION IA OW-THE LATEST EC ION OF THE MATEPI'I_S REFERENCE ST ^.I BE USED. (2) :!I �h ,I: THE USE OF FLY ASH,OTHER POZZOIAVS,SILICA FUME,OR SLAG SHALL REQUIREMENTS." - --"' e 7 H Y AS!,SHALL BE z1A OF TOTAL (1)WALL FRAMING UNl E°;S OTHERWISE NOTED,ALL INTERIOR WALLS SHALL BE 2X4 @ 16"OC AND ALL 'TTECTURAL DRAWR REFER TO THE -2^HITECTURAL DRn Ni,• "OVATION INCLUDING,BUT NOT -'LIT ,.,, II ,J T� ,I =lJ P� -D OHIERA:SE BY PE- rY TCRIOR WALLS IT+:LL BE 2X6 @ 1„ )" Pb"RNDC(2)BUNDLED STUDS MIN AT WALL ENDS AND EACH •.CC T DIMFPJSIC',, ').':._S, C-nR AND '0 i ,,:e gEAP p, n N c•+.:.o (3)!,.r: 1 .(i "1 ;.,,. ., f.; - -'S - - A' �` %' .,-/ON 14L EXTERIOR SURF'___IN CONTACT WITH THE SC. ""� UP1Q ALL S'7 I ;�',dFd I'!,, P R�`N""^RTF, Y '.IJI':IMUM t8 - O I, „, Ii','TOGS, WAIERPROOHNG,FINISHES AND OTHER NONSTRUCTURAL ITEMS. 5:;1. Oil<f IkAINED AIR.USE"MODERATE EXPOSURE /-_4'..CAL gTERIOR SURFACES REQUIRE ACI ;""D STUD ARE "I- 's11114 •"^,_-EGCf sl Is` 1 I0I 4S'OSURE". TOLERANCE IS+/- 1-1/2%. AIR CCNT_XT SHALL BE MF=.SURED AT POINT OF `: UUS =.='dED WALL N SC '!N 1. f L )ON A THE PE IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE PRIMARY " ,t (2) _ 7 2X STU T A!—C h Il C J.;,7M OF a ) .;FATE, 4 h I'I J ;aM TO ACI 301 SEC 4.2.2.2o SLUMP SHALL BE DETERMINED AT PILL OF PLACEMENT. �LI:D 23 z� ,;S STITCH- I N,i._D .. L i .,L 1/ U I,I:;,?AND. (5) EPA.OR. OK ti n,,.D ,CFL-TING ADMIXTURE MAY BE JSED IN CONCRETE - -;'1EAD_-1 --.-._L BE 4/, ,UIDE SOL - :I I TJr FOR ` 1 OF 1 1'. `; ;T-, :..PEG'.P FOR THE MEANS AND MI I_L:)CF T.; I; "� ".CEJ AT AMBIENT TEMPER"L, FS 33LLOW GOT AT THE CONTRACTOR'S^.70N. _ -.+W, ALLS - =JSTS.UNC EOrT'S f "=LOW > o -- SU IS OSHA AND NSHA. ?N ,CTOR IS �' - �? , - 1 IT ;'r 1. ,I F'I ^URING C4wgrPI;CII, ,-I; L PROVIDE rr -: 7E 0 12 2- TO CONCR - REFER z r FORMN„RY: :;DNEORM TO ACI 301 SEC 2"FOR^.'.WORK AND FORM ACCESSORIES.'REMOVAL OF FORMS SHALL _G SHFA','WAL_z PJULE FORS 1' .,:I,,;,A-D F 1R v J 3<v .4OR uR11L RE IN TH TUP,E - WA 1S l C POI., =GYPSUM SF Ih I,- AN INTERIOR SURFACES AND PLYWOOD SHEATHING ON - � A � � CONFORM TO SEC 2.3.2 EXCEPT STRENGTH INDICATED IN SEC 2.3.Z5 SHALL BE 0.75 F'C.' 1 J-IT IS THE ON ' c - L HE WORK REQUIRED IN THE EX_ERIOF .,URr A„�S. ,� a 3 m I1"T-; ; ON DOCUMENTS AN E",!1 ALL'. MEASURING MIXING AND DELIVERY: CONFORM TO ACI 301 SEC 4.3. �. � z ro�� r I -S IN CASE OF LI ;;:< LF'..J 11 '�..:C_ I'L , DRAWINGS AND „ O PCOF,r ';P,FFg4d UNLESS L,. nl, .^ " ^ --.^ / - ^ ^ALL u u o a a 1 CON TRAr HANDLING.PLACING CONSTRUCTING AND CURING. CONFORM TO ACI 301 SEC 5. 2 „PL, A - OTED PROVIDE DOUBLE JOISTS RAFTERS UNDER,__GISTS W C w J x ;I'L_ I I N;I-D TOGETHER � a DISCREPANCIES HA CES SHALL BE BROUGHT TO THE A u I>I ATTENTION OF THE ." � .,.�PROCEEDING WITH THE WORK. REPAIR FABRICATION&PLACING: CONFORM TO ACI 301,SEC 3.22 FABRICATIC ",AND ACI S°-66"ACI r ;I' .- F S „ .,I JI i PI A hL".III:;AT SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENS A, 'I 7 .,TH: TIONS AT THE SITE PRIOR TO DETAILING MANUAL"CONFORM TO ACI 301,SEC 3.3.2"PLACEMENT P,4C,I,G IF...ANC,S�EALL CONFORM TO C(-IL- i,_, AL�JJR°nLA'Ll-S.= ^4S,'� C 0�li..,OMTS OR BE h.L ''- ^TUAL SITE CONDITIONS SHALL SEC 3.3,2.1 "TOLERANCES." � �- FABRICATION AND/OR CONSTRUCTION CONRICTS BETWEEN TH IJ' OCKI^,". ALLOW 1/8' SPACING AT AL ")('I`I AND ENDS ROOF/FLOOR - III, ,:4 SHEATHING SHALL BE LAID FACE GR H .PC0..,";L.AR TO FRAJ N 2 r4FMBERS. BE 3LE .H L, H' C ,' II C-r n�r,_PRJ,. L IN ALL UNDERGROUND SPLICES CONFORM TO ACI 301,SEC 3.3.2.7.REFER TO PLANS FOR TYPICAL SPLICES. UTILITIES SHALL BE D_ I I.��ti!HE (._, FAS10R PRIOR TO EXC ,N OR DRILLING. I, 'AI. 11=, =0R THIS PROJECT SHALL HAVE MAXIMUM MOISTURE CONTENT OF WIND DESIGN: BASIC 1 „SPEED(3-SEC3ND GUST),V=85 MPH(ASD); WIND IMPORTANCE FACTOR,IW= FIELD PEN:11, "'Y\CORM TO ACI 301 SEC 3.3.2.8."FIELD BENDING OR STRAIGHTENING."BAR SIZES.#3 THROUGH +� -.' 1 _ ,.GOD SILL PLATE. 1.0; 0 ^ r �:CY CATEGORY=11; EXPOSURE CATEGORY=B; #5 MAY BE -I,di NT COLD THE FIRST TIME.OTHER BARS REQUIRE PREHEATING.DO NOT TWIST BARS. PF'. .'iFR:.;S.ARE REO_ Lr -:C W'OCn IIF C P_AIN SEISMIC DESIGN: SEISM ' `_"_ANCE FACTOR IE=1.0; OCCUPANCY CATEGORY=11; Ss=1.034G; Si = CORNERS BAF' ","DE MATCHING-SIZED"L"CORNER BARS FOR ALL HORIZONTAL WALL AND FOOTING BARS CO,DI :- 1.'.BC SEC 2304.11 "PP, .,I I I ,,Y -�;I I. CONFORM TO CO, 0 365Ci S ASS D SDS 0827G; SDI 0369G; SEISMIC DESIGN CATEGORY=D; WITH THE API-_Y -F SPLICE LENGTH,KING. THE I V >I rl I "PI;;:N W00" E h2 .I^I.i E !iV IUMBER, �C �F WA9gf��, NC ;1`1-,1=; .. -...L':-D C .a ,.:;,,r GLN i t ,I ':,I Lz _..._._ L_. _.., II ,.,:I J,. ,J:,O CIURAL PANELS RATED FOR SHEAR RESISTANCE; CS 0.089; R - ,,FL,.. TO THE FOLLOWING COVER REQUIREMENTS FROM ACI 301, TABLE 3.3.2.3: STANDARDS COMMITTEE(P - WALIS Will- _ CONCRETE C �_PROCEDURES.PRODUCTS Si-I;LAE THE APPROPRIATE ��_,LSO)QUALITY Pc� ";^F 6.5; ANALY°', ^,.FDURE=EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7,SEC 12UEF CONCR ART" 3 MARK. CC"";-± I F E7 i I- -,:OR WEATHER(#5&SMALLER) 1-1/2" y - �'_� .SNOW LOAD: GROUND SNx PG= 25 PSG FLAT ROOF SNOW LOAD,PF=25 PSF(DRIFT LOADS P d ) N.; �S 3/4" METAL CONNECTORS PT WOOD. CK ENGINEERH, _LC RECOMMENDS THAT ALL METE-ARDWARE AND FASTENERS �o� 4421J �Po ^" E:: VII^^^ AT' ^"PLF FXPCSURE FACTOR,CE=1.0; SNOW IN - I : ?! )I;, I ^I E T IFR ;1D `rGISTERE Gt IMF O- -ACTED _=1-0, THERMAL EP ;.4,:, 12. ':N 1 iilC 51'I-i C;vPDRM TO ACI 301 SEC 2.2.2.5,5.L2.3A,5.2.2.1,AND 5.3.2.6.CONSTRUCTION JOINTS DG- D I, ;H - ,I, IIL"i;r :;A111) Cs 'IN LIEU `yAONAL ;C ,'1J IN ED AS ON THE CONSTRUCTION DRAWINGS USE OF AN ACCEPTABLE ADHESIVE, OF 1 li' f 1 =AND n � LIVE LOADS: ROOF ' L 20 PSF 1 ITS N.1 T �1E„h�„ r,� EX LD SAND 5�9�2022 ROOF 25 PSF SPECIFICALLY NOT, 2`: t ,!,,K; II ,,EAR BOND IS REQUIRED,ROUGHEN SURFACES TO 1/4" MOISTUPE EXPOSUPE FOR APPROPRIATE USE _ CN THE METHOD OF PRESERVATIVE TREATMENT OF THE RESIDE` �ILOOR 40 PSF AMPLITUDE. WOOD. - RESIDEN➢AL DECK 60 PSF WOOD FRAMING - DESIGN-BY-OTHERS(DEFERRED SUBMITTALS)LOADS: ALL PRE-ENGINEERED/FABRICATED/MANUFACTURED OR REFERENCE STANDARDS: CONFORM TO: OTHER PRODUCTS DESIGNED BY OTHERS SHALL BE DESIGNED FOR THE TRIBUTARY DEAD AND LIVE LOADS PLUS /d WIND,EARTHQUAKE, AND COMPONENT AND CLADDING LOADS WHEN APPLICABLE,DESIGN SHALL CONFORM TO THE (1) PROJECT DRAWINGS AND SPECIFICATIONS,REFERENCE STANDARDS,AND GOVERNING CODE. (2)NOS AND NDS SUPPLEMENT-"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", DETAIL C (3)Al "NATIONAL DESIGN STANDARD FOR METAL-PLATE-CONNECTED WGOD TRUSS CONSTRUCTION", ROOF DEAD LOAD 15 PSF Q TOP CHORD DEAD LOAD 8 DOE - DEFERRED SUBMITTALS: SUBMIT PRODUC ;ATA AND PROOF OF ICC APPROVAI ;;I?FRAMING MEMBERS AND PO'n CPD C-'F LOAD 7 PSF F-BPS /'": ;AI- r F> I,�1 ::I',I :2 _ C THE I (GROSS) 10 PSF E JE _T VLL .,J` E' -'POP - ., L ,`,A. 10 J. B YI ; i "1-1 BE DETAILED - SEE=,._D I .I= ;I":I U BY OTHERS SHALL INCLI JUI 110NO SHOP DRAWS 4- II; .'III: 1 I 1 IC 1E ,JEIN W ABED BY THE SSE AND E L A ARCHITECT A J4 CONFC'�ANCE WITH THE MANUFACTURER'S SPECIFICATIONS-DEFLECTION LIMITS SHALL BE AS NOTED UNDER _ (1 CO PRC D.,C "' CI <h v RE, 11 I '`LlCPON FOP, AP -,,:,:, H 1 I L NUB T^ -ER DESIGP DADS SECTION. N H, PI I , 'I I THE MODEL END STUD M15,6953,695 ULi N GI , . m „r '=r, I' II DESIGN IDENTIFICATION: ALL SAWN LUMBER AND PRE-MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY THE ANCHORAGE TYPE(AAA FASTENERS NEC Rt4t,E ND R TS SNAIL, r `LF, n1I GRADE HARK OR A CERTIF',A.TE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY. - #m REQUIREDm,) W Q OF J I I I AL ' "UKNISHLD AND INSTALLED PER - LSTHD8/RJ .CAST-IN-PLACE (16) 16d ;PIKERS (2)2x STUDS' Q = MA._ THE SSE'S DE I '!iNGS AND CALCU IONS. - MATE U N II ^III ,'P;IC RULES OF WWPA,WCUB OR NLGA. FINGER JOINTED STUDS STHD14/RJ CAST-IN-PLACE (22) 16c i N:' t. (2) 2x STUDS' '^ Z INS I L= II JVIS SUBJECT TO 100 BY THE BUILDING OFFICIAL IN ACCORDANCE WITH A'C EI I`'ILAOR WALLS ONLY. VJ Z IBC 9 '):;1-rn INSPECTIONS WITH THE BUILDING OFFICIAL SIZE SPECIES GRADE W C "'.I .i� SOOR014; L.TS SEZ 4x '-r M-ES SUB, ,,., „F ALL INSPECTION H_ .,::IS 10 IHL ENGINLER FOR RLVIEW'. ,'' ' & N0. = NOTES: O IF 2x4 x 2x10 -I-.M-FIR N0. 2 4x8-4x12 M-FIR N0. 2 1. HOLDOWNS SPFCIFIFD ARE AS MAN r OP r r^ C LL PREFABRICATED CONSTRUCTION. ALL PREFABRICATED CONSTRUCTION SHALL CONFORM TO IBC SEC 1703.6. - rROVAL. 6x8-6x12 -1A-FIR NC. 7 EQL - Pa ,. - f� Z GEOTECHNICAL INSPECTION: THE GEOTECHNICAL ENGINEER OR BUILDING CFFICIAL SHALL INSPECT Al PREPARED - s ut:'RS 6x,8a G-FIR f' 2.LOC ., N' „ ", : r.. � SOIL -T- _ _^.-r T I,,,., ,. .;I::K,-I 3.SUN!'! L ,. 1`.., , , -I .. L ?LA., _ I' :, Ii JRAL P I,uC r. A' I,'LC, ONO. TO E LL):I i - ADEQUATE TO SUPPORT I-, "ALLON,'ABLF FOUNDATION PRESSURE" II` ," C -'I,PII :, "; " , ';C`, "AIWFACTURING AND DESIGN"AND ANSI/'ITC A190.1 4.TOC <TI .. I.;,. _L. (DETAIL B&C) SHO,. ,=1 ,L_"A_L 3 RELD VERIFIED BY THE BUILDING OFFICIAL OR THE GEOTECHNICAL _<LC-"I I G,[I L,'TEO .RI :LAMUI<ALL GLUED LAMINATED MEMBERS BEAMS TO 2000' LOG' & .. -_ :'JCLCTIONS. (DETAIL A) : A ENG -I, 'L,",CINH CONCRETE. RE-'11' °NLESS SHvWN QIHCHWISL u" I E = 5.ALL N 'I FHI "r - ETE WALL ENDS. MEMBER USE SIZES STRESS CLASS USES - 6.USE i = h E;I TALES. DES I 1 1 J S. BEAMS ALL E ^_ I ^,S 7. ADD IJV.', , PH ANCE FROM CONCRETE CORNER TO"STHD"STRAP. AI :d P -,PIG PRESSURE(ASSUMED) 1500 PSF ALL 1; ) [(-FB)=(+FB)] ',P I .ED SPANS - USE ! �..I -L� L; IS PRESENT. P,' I =P1SSURE 150 PSF/FT ME"I_ ATE CONNECTED WOOD.ROOF Is FC 23034 J ' 8.INS -( ,'A.d.I ACTURER'S INSTRUCTIONS&RECOMMENDATIONS. ACTIVE LFHL '2 c_IRE(UNRESTRAINED) 35 PSF/FT A;: h ; Irl 1 CLUDES: ALL AC, "PI E LATERAL PRE L F(RESTRAINED) 45 PSF/Fr -,I :, S1: AND HOLDOWN SCHEDULE COEFFICIENT OF SLIDIN': _T ON 0.25 i'.; C OC, '-,:.r I _ bl,Al?DS'S-1 AND PS-2 8 OF T,, , utPT. OF COMMERCE AND ILL A:,. �SOCIATION(AP �. SCALE N.T.S. SLABS-ON-GRADE& 4 ALL FOUR DATIONS SHALL BEAR ON STRI_C JP.„C,;n I DR M' NO _ COM -= h , 1 i,I ,r :"I LOCATION THICKNESS SPAN R, ="WOOD GRADE EXPOSURE�C APP ;PI> Ls Y -':rr FC CCJ .I -POF I ROOF 15/32" 32/16 .: ') 1 FRO Il;; - F _ C' I V:- OR BT TH A'I I I FLOOR 23 32"T&G 24 OC °,-L!RD-I-FLOOR 1 - AND - 1 „ . I I I -AN 2 ( I L,- ';R WALLS 15�2" 32/16 C-D 1 CON rc1; „h s.I ' I I 11 1 -t FOG NGs SF1 WALS(ALT) 7/16"OSB 24/16 C-D 1 WOOD-FRAMED SHEAR WALL SCHEDULE COM- II II '1='I. L-_LIE r. I LJ,B 'L 1 `iCWITH SO,S OSHIALF9E COMPACTED LNG A JOIST H "F FORHEM-FIR/DOUG-FIR STUD FRAMING _RS AND CONNECTORS SHALL BE FOR TIE"BY SIMPSON COMPANY OR USP EQUIVALENT AS #2 S o Pr -_F - TO 95% SPF".:' FP A T rATAI n S c Y OT"FP P1MI AC MAXI,;bl I':IJ I r I I it ,'O C L�L J'i`.ILN 1, ,1. D PROC-OE-EST. I„ l'•Y 9E BOTTOM PLATE& EDGE M MBER S ":I e I 1111 E r ;,I ,,I RIM JOIST OR BLOCKING REQUIREMENTS SILL PLATE REQUIREMENTS CAST-IN-PLACE CONCRETE&RE � '` �' I ;`.P `-.I L BE SW SW SHEATHING NAIL SIZE& ATTACHMENT TO N. �A' - SHEAR LOAD REINFORCEMENT C,I " 1 TYPE APA-RATED SPACING @PANEL EDGES SHEAR NAILING TO BO70M EC ANCHOR BOLT TO CAPACITY PLF N NY I. -S, TOP PLATE BELOW SILL R AT ( ) z RE` F F 'I,-.RI;- r "L ' L r !I ^I' NUTS OF AT FRAMINf CONCRETE FOUNDATION FOUNDATION O :'ONFORM TO: .� `- _ z,z e,v BOB ' !'I ,CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND I ULL 0 - - so n „uMMENTARY'. : - ,:I FR ItiG B LOWTH I " `. I� `.V PIT-,AS TO SW-6 15/3Z"CD-EXT .131"9 x 21/2"x CLIP 1 0 i xAMs"' 60 6 2 IB /a @ /8"0 @ ASSOC P.T. 2x 260 (3)ACI 1 "1 P C'FICATIONS FOR STRUCTURAL CONCR-7E",SEC 3 RF NFORCEMENT AND Nr T ,.. I' - N, ',;',,O r w ,. K aNS, NAIL / CLIP O 14"OC 0.748"4 x 3/"@ 4"OC 2x 6 REINC' _VEN: ! _ PE: FJC TABLE 230491 UNLESS NOTED OIn LRWISE ALL NAILS Sr DC COMMCC 11A1 ':'ECIFIED 0.131"0 x 21/ 1 /8"D @ 32"OC P.T. 2x SW-4 15 32"CD-EXT 2 GO "HE DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: @ 4'OC 4 2 5 "0®48"OC P.L 3x 380 FIELD REFE'E-N CE: THE r,. :;I;T-7II',I'. KEEP A COPY OF ACI FIELD REFERENCE MANUAL,SP-15,"STANDARD SIZE LEf.G fH DIAMEILIT /8 la w SPECIFICATIONS FOR STRUCTURAL CONCRETE(ACI 301)WITH SELECTED ACI AND ASTM REFERENCES." 8d 2-1/2" 0.131" o 10d 3" 0.148" NOTES CONCRETE MIXTURES: CONFORM TO ACI 318.CHAPTER 5"CONCRETE QUALITY MIXING, AND PLACING." (8d&10d ALTERNATIVE)PASLODE TETRAGRIP NAILS 2-3/8" 0.113" i. IN':ALL PANELS EITHER HORVCVTALLY OR VERTICALLY 10. ANCHOR BOLTS SHALL.BE PROVIDED WITH HOT-DIPPED GALVANIZED STEEL PLATE WASHERS Add(16d SINKER) 3-1/4" 0.148" 2. WI,1,-RE SHEATHING IS APPLE'_ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING 3'x3'x0229'(V'.I:ti). THE HOLE IN THE PLATE WASHFR MAY BF DIAGONALLY SLOTTED 13/,E"x13/4" Z MATERIALS: CONFORM TO ACI 318 CHAPTER 3"MATERIALS"FOR REQUIREMENTS FOR CEMENTITIOUS MATERIALS, 16d 3-1/2" b.162" Sr,LL BE STAGCF RED SO TF., JOINTS ON OPPOSITE SIDES ARE NOT LOCATED ON THE SAME PROV.�-^ STANDARD CUT WASH°R IS PL= 7F.1 _ ';iI , 'K ':ATE AGGREGATES,MIXING WATER AND ADMIXTURES. ST,IS. - �� REINFORCING BARS ASTM A615,GRADE 60,DEFORMED BARS. 3. BE,:,WING IS Fh ,!RED AT 'ANEL EDGES WASH -[TEND 70 WITHIN 1ZT"OF TH- ;! -, .. j DEFORMED WELDED WIRE FABRIC -R, '?' -LAG BOLTS/BOLTS: CONFORM TO ASTM A307. 4, PF('I, ,. ['R -IG 1,; : `1 '--P_ _ SKATED ON SIT, 4C. h-ERE SHEAR WALLS ARE SDI ':d II SI ,F L r 1'C. )BE BAR SUPPORTS CRSI MSP-2,CHAPTER 3"BAR SUPPORTS.' _ TFh IT,, L.T E,.L_ 4 oY WINDONIS, OR DOORWA\� OR AS Lit MIN) PLATE WA _RS. ;RETE. EQUIREMENTS: PROVIDE MINIMUM NAILING IN ACCORDANCr "-!IBC ABLE 2304.9.1 FASTENING 1 „K---TED MATERIAL,1-�,CAUSE N 'J' OF TIE WIRE 76.5 GAGE OR HEAVIER,BLACK ANNEA'_E9. NAILING R � � DES- '-J C IS. "., ,., �-- 1NS_ '. RES � � , � ; T _ 5. SIT-,,, `S I n1 I'._- _-[i REQUIRE SHEATHING, SHEAR WALL NA':LING, -TOT D: r=_ _ LOANiZFD (FLEU'0 f ';,F ,I .. T H'_ GJN r -'.ATES Drawn By:PK BE PER DRAWNGS - IiF c ' - _ E 530 PSI CONCRETE Mix .. ET FRAM _ ETC.) FOR AL,C( °P,CSS�RE TREAII I' P �J'JG . Checked By:SC MIX DESIGNS: PROVIDE P 5-SACK MINIMUM,28-DAY COMPRESSIVE STRENGTH F C "'t" C Z 'r. , pr-. C a .(.LI NG. WITH %^ ' : ,.;,F "" T;F,- T�'F ":'."I`I'.S TALL 6. SE ,; i] N' - .;I;: "OSTS. EDG f TN^ M1 ALSO BE MEMu 10NA, I%FORMAIir I ,,1 I l Date: - D f:5-9-2022 F00 fa OS START .;- '0 FI 'I �.f. I - _ ,I' JRADE RN - P;CSTS.ADDIT.,4s .Ai ON PER 12. -)R C-J HEATI iC -1 APPI _n GYPSUM Sr-.E„�,'aG,CONTACT THE ENGINEER 0' RECORD ELEV -ION FOR D ".C'1 '1 L .C, -I "' (sLLS, HC I ".'r k Li CR ALT-:.flr: 'AILING IlPro-n 7. IN ,I<I E I,", 1 1 ,. A..^ I"I i. ;, ,-F',."1 P' -E' )ATE FRAMING 13. A. ADJOINING lEL'[',ES TUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x PROVIDE A 5 1/2;;V 11 yr I;'^.P _T-LI. 1 ..k :,4 AGDKLGA,L AND 0.50 WITI ,'4c"7" it; 1;^J 1' -I ', ,5 ARE SPACED AT 16"OC AND OA48"O x 21/2" S 2A ST F1_ - L_3E CONNECTED TOGETH-' BY NAILING THE STUDS TOGETHER WITH K JOB NO. W/C RATIO. - - C NA1 F 3 LC', 1•I� OF T I-4II ,.,�R - PI ATE 22-027 14. CO = IFOC F I I N AlI F F H "4 '-I vSION BOLT ALTERNATIVES 8. BP II FRAMING CLIPS DIRECTLY TO FRAMING. USE TO I - E _= GNUSOFF I IAL ,UIRED. � IA'0 J _ 15_ lx RTT7 `4/SILL PLATES WITHH F I,^La' VD NAILS OR 9. FRAP v,.._I ' 'la ",,,, C,, _ ., „ ' ..., EQUIVALENT. - WOOD-FRAMED SHEAR WALL SCHEDULE F 1LL. STRUCTURAL 12 SCALE:N.T.S. NOTES/SCHED. .x. . . �.�. xPlan*Rx * cc By J-1 .O City of Arlington %"0 x 24"LONG SMOOTH BAR @ 24"00, GREASE ONE SIDE IN DOWEL INSERT WWF REINFORCING PER PLAN i 2 c WALL FRAMING PER PLAN.. -� SHEAR WALL WHERE OCCURS P.T. SILL III W/ANCHOR BOLTS -� �- 4°COMPACTED GRAVEL OR SUBGRADE SPLICE A STANDARD 4 CONTINUOUS,TOP LENGTH .ALTERNATE HOOK HOOK # PER SCHEDULE OR NOTES PREPAR^",^�' PER GEOTECH REPORT iYP ADD ADDITIONAL � �I• COMPL r' 'JE SOIL OR CONNECTIONS U 24' STRA'S C. .,.,< •. EDGE NAILING CTIONS #a x is"�z4"oc CONSTRUCTION JOINT a _ COMPi.,IL ..„"iJ^AL FILL OR ° BUNDLED STUDS PER PLAN SIDEWALK OR.GRADE -- PER GL;' �L- ° -- ° ° ANCHOR BOLTS&R WASHERS '• OR @ HOLDOWN LOCATIONS PER SHEAR WALL SCHEDULE w ELEVATI PER 8 e -° o o'O THICKEN EDGE SLAB -"�- - V ON GRx.Dr orR Pi Arl ,�' CtIISULAG9�lC wL�E o SOHDDUNEPER PLAN&(SEE ARCH. FOR IP15UL. REQ.) I��" P.T. BOTTOM PLATE •t't -I� - CORNER BARS TO CORNER BARS TOSAWC 1T O, ' PREMOLDED JOINT ADD'L R WASHER&W.� cn v>vw2-ki4cMATCH CROSS WALL .MATCH CROSS WALL '• T SLAB FW..� a = .l/ E�@"{oP. REINFORCING Wvv'r KLINhOr:CiNG rtR PLAN z °- REINFORCING v 3 -SLOPE N T/FOUNDATION WALL NUT @ HOEDOWN L��ii� z a -- - gWAY T -�""`"� INTERSECTING WALL ) z z ANCHOR BOLTS PER z x x-4=x ax—R x 4 y" �Q e g SHEAR WALL SCHEDULE z 3 v VARIES w c7 SUBGRADE PER 2/s-2— -_ III I, w° ° /FIN GRADE W z 1 y f o a COMPACTFD r I SUBGRADE AT CORNERS AT INTERSECTIONS H REEORI �L STEEP AS POSSIBLE _ 4, B/FOOTING - ANCHOR BOLT&EMBED U REINF PER ARCH DETAILS CONTROL JOINT �ulvlr,v�L� nuC�l,nAL OFI L OR VT/FOOTING PER HOLDOWN SCHEDULE nrTFNT^'4TIVE SOIL OR PER GEOTECH REPORT ° z SPLICE LENGTH x ° ,., CTURAL FILL PER c�_ CON"'t-TE STEM WALL JIh-H REPORT PLAN NOTES BAR LENGTH °° ° - PER `.N 1 USE Jl TPOi I L 1 `"FFPrNCF FOiUNNT On is AR PLAN p a ° ° 1. FOR Cn�L�rRUCTIr)rl OR fON ' #4 28" PCONER;L ,N FOOTING J�CAUSING RAVELING OF CONCRETE EDGES. SIZE REINFORCING PER PLAN. PER '_?N VEN CO SAWC( ,..h.L rl PINED BARS SIZE&SPACING TO MATCH HORIZONTAL REINFORCING. #5 36" �xS�'o4 VdgBJ 3. PROM � L. ., ..:LOSE APPROXIMATE SQUARE AREAS Of 225 SF MAX CAL CORNER BARS TYPICAL SHEAR WALL HOLDOWN TYPICAL THICKENED SLAB EDGE FOOTING TYPICAL SLAB ON GRADE JOINT DETAILS 2 AT CONCRETE WALLS-SINGLE MAT 3 CONNECTIONS AT FOUNDATION CONCRETE WALL SCALE 3/4"= 1'-0" SCALE:N.T.S. SCALE:N.T.S. SCALE N.T.S. & SIMPSON STRONG-TIE° STAGGERED ANCHOR BOLTS& 41/z'x3"x0.229"R WASHER 5/9/2022 SLOTT_ P TF ASHERS R WASHERS PER SW SCHED PER SN'SCHED FLOOR^' 2-1JnC BLOCKING - IS W/ I '!LTS PUT 7 In.sS BOTT , ;'i a 3 ® \ SHEP 45x„� ,�T/FLOOR a IC ;OR 3 3 DEL (ROOF @ SIM) ~ DOUBLE-SIDED SHEAR WALL ANCHOR BOLT OPTIONS NUMBER OF STUDS ADDITz',� Llid :G STUD POST - PER PLAN,(2) MIN OR HC P AI IONS Q 24" NO I Sal;TTED R WASHER � @ WALL ENDS MA YP DOUBT '- #4 x -1 @ 24°OC - ^' CUT (R WASHEL T RC;-T R EDGE) WASHER PER SW SCHED - EDGE NAILING PER SHEAR SPLIC '1;;L�ancAi WING ON #4 CONTINUOUS,TOP [SEE SW SCHED NOTES] WALL SCHEDULE,STAGGERED RIM B',�RD WHEN FEASIBLE SHEAR WALL SHEATHING Ll1 SLAB ON GRADE& BLOCK -AR WALL / STUDS @ 16"OC,TYP REINFORCING PER PLAN SLOPE SIDEWALK OR GRADE PER SW SCHED,TYP U M SHEA .EL EDGES /i/ N PER ARCH ELEVATION PER PLAN SHEAR WALL STUD z 00 SHEAR WALL SILL PLATE PER SW SCHED SHEATHING&NAILING PER FIELD NAILING PER SHEAR WALL w T/SLAB SLOPE PER SW SOILED,TYP 0 SCHEDULE HOLDO P & ANCHOR BOLT PER SHEAR WALL SCHEDULE h/�N i�'' 1 1 Q O. ———— AWA_� T/GRADE ADD'L R WASHER MAY BE USED W/ HE S I ,` :IRL OCCURS). --•. �a II ' HOLDOWN PER PLAN&HOLDOWN LJJ Q VARIES HOEDOWN AS TO MEET SW AB REQM'T I II SCHEDULE 3 - STRAP HOLDOWN PER NAILIN '.,CH BOTTOM PLATE NAILING Z HD SCHED(WHERE OCCURS) PER i, SILL PLATE PER z Z SUBGRADE PER 2 53.0 - "' - SHEAR WALL SCHEDULE � �o ANCH( ��L &R WASHER T CONC.STEM WALL ��r"' !% LU a c� PER S„ ., 0,TYP .� / - .. U- H STEEP AS POSSIBLE ° �I, x 4(SLAB @SIM) N (' ' - B/FOOTING � ® BEEF PER PLAN ° ? .__I N J COMPETENT NATIVE SOIL OR —"J V J-BQLT PER SHEAR WALL Q COMPACTED STRUCTURAL FILL - .EDGE NAIL SHEATHING PER 5 12' MAX SCHEDULE(MIN /e"0 @ OR PER GEOTECH REPORT PER PLAN - SHEAR WALL SCHEDULE FOUNDATION STEM WALL Q 48"OC, EMBED 7") @ PERIMETER ZI_NFJLL SHEAR WALL ... SHEATHING z TYPICAL PLAN VIEW- FOOTING @ PERIMETER Q TYPICAL THICKENED SLAB EDGE FOOTING 5 SHEAR WALL HOLDOWNS&ANCHOR BOLTS 6 TYPICAL SHEAR WALL ELEVATION Illf SCALE:1"= V-0" SCALE:N.T.S. EDGE NAILING PER PLAN FASCIA PER ARCH (MIN Sd @ 4"OC) �T/SHEATHING (2)16d END NAILS. R PER PLAN R 2x4 1'-4"MAX z _2x4 BLKG W Sd 2x4 O @ 4"OC TO/BLKG OUTRIGGERS _ @ 24"OC g U + + H1 CLIP EACH TRUSS w + + \ EDGE NAILING PER PLAN @ 4'-0"MIN SPLICE LAP (2) 16d END NAILS ! BLOCKING(MIN 8d @ 4"OC) ALTERNATE: MST27 STRAP W/ EA.END EL C IIVG PER PLAN ( ) 1 EA END (2)ROWS i6d NAILS STAGGERED (A x <� COG) 2"0 VENT HOLES PER ARCH @ 30 16d SINKERS, / \ 2 (WITHIN AREA Of SPLICE @ 6'bC, 111P; 'S PER SHEAR MAX (3) PER FULL BLOCK CENTERED, EA TOP&BOLT R BREAK NOT REQUIRED @ ALTERNATE)) WALL SCHEDULE,TVP ':/ROOF ItDOUBLE TOP PLATF FASCIA PER ARCH z GABLE ENE TRUSS Y - rn FOR BRACES OVER > -_ IRS ++ 6'-3"LC ., 2x4 DRAG TRUSS PER PLAN (2) 16d S VR Bq TO + + FLAT Bp A;' 16d TRUSS PER PLAN a l RCCF TRUSS - NAILS �: 0G BRUDKCEN�ERLINE PLATE @ /, SHEAR WALL SCHEDULE SUPPORTING 96 CC VAX / BREAKS G-".'TOP DOUBLE TOP PLATE C Drawn By:PK ROOF TRUSS �R PLAN,TYP EDGE NAILING PER _/ AX 2x W/ 10d @ OC,STACGERE : PLATE AND dAI� w/PANEL Checked By:SC PER .:.N TYP- EDGE NA ING?ER SHEAR DWe:5-9-2022 WALL SCHrDG�E BELOW. SHEAR WALL PER PLAN STUDS&SPACING PER PLAN 4 CDX PLYWOOD 2x BLOCKING @ 48'OC DOUBLE TOP PATE SHEAR WALL PER TOP& TTOMW/U26 &SCHEDULE CK 106 NO. PLAN&SCHEDULE HANGERS EACH END22-�27 2xE BRACE @ 48"OC W/ SHEAR WALL PER (4 1_� =ACE NAILS FA END PLAN & S'dECJL NOTE: FLOOR JOISTS NOT SHOWN FOR CLARITY, INTERIOR SHEAR WALL EXTERIOR SHEAR WALL TYPICAL PLATE SPLICE DETAIL PARALLEL TO ROOF TRUSS CONNECTION EXTERIOR SHEAR WALL PARALLEL TO ROOF TRUSS PERPENDICULAR TO O ROOF TRUSS STRUCTURAL SCALE:N.T.S. 9 SCALE:3/4= 1'-0 Lv" SCALE N.T.S 11 SCALE I"= 7'-0" •xx*x 4R. .w **x*xDETAILS ** * By S-2.O City ofAdington 1110 BA a RGE w H W I.,TRIM Ln QQ COMPOSITION ROOFING m 3 12 2 fp 5 S META L GUTTER ❑ 7 L MAIN FL.R. MAIN FL.R. /1.I FASCIA r C El®®®®®®® \\// \\// \\ // a ® BEVEL 91DI ®� 0 /H\ /X\ X / \ 5/4" -0 4 CORONER TRIM ' TRIM(OPTIONAL) MAIN FLOOR 0 El 0®1:1 El El El LIK MAIN FLOOR UZ WEST ELEVATION SOUTH ELEVATION_ SCALE:1/4".1'-0 SCALE: E I'I/4' -0' 1'1 W N T N m Q� 12 12 5 5 MAIN FL.R. V/ MAN FL.R. VVV��I T / \ Ll LE ®� 2 W Nz tD v Q MAIN FLOOR MAIN FLOOR EAST ELEVATION NORTH ELEVATION SCALE:1/4" I'-0" SCALE:1/4".I'-0" , 2x& Q 1 1/2"(TYP.) y \ / w x x RIP 2x4 TRIM / \ ''�''11 1/4"FROM BACK TO FRONT - 2x4 r1-1.-1 2x4 (1 w J I TYPICAL TRIM DETAIL U l w 'Z SCALE:1/4',1'-0^ _._ IJ z COPPOSITION ROOFING o/15LD FELT COMPOSITION ROOFING o/ISLE,FELT V/ 12 F'RE-MANUFACTURED Lu 5 TRUSSES•2 1 O.G. R-4S INSULATION MAIN FL.R. MAIN FL.R. R-40 INSULATION METAL GUTTER o/ Ix5 FASCIA 0 FAMILY BEDROOM s FAMIL EXTERIOR WALLS TO BE CONSTRUCTED w/ 24'R-10 PERIMETER 24"R-10 PERIMETER 2x6 5TUD5®16"oC. INSULATION INSULATION MAIN FLOOR d•CONC.BLAB ' MAIN FLOOR CR 15HED ROCK C RJSHED ROCK- 2x MUDSILL w/ANCHOR BOLTSILE NO2 ANCHOR BOLT S12E AND SPACING / PER ENGINEER B BUILDIN S CTION PERENI IONBTEEL BUILDING SECTION 22-m(73 PER ENGINEER A SCALE:I/4"•I'-0" ALL FOOTINGS TO BE SKEET 2 ON MIN.1500 LB.PSF.SOIL 2 .,... ,...;. l 2 k Plan Review By City of Arlington NOTICE V TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY D APPROVED PERMIT#: DATE: i c OB ADDRESS: Lj, 2 J. t' LOT#: PROJECT: �. 1 { 11 J TYPE OF INSPECTION: i��l `T` ,4, OTHER: J I ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION j , THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Cl PLANNING O CIVIL O BUILDING CITY OF ARLINGTON • - nc NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED ++ PERMIT#: Y- ❑ AM ❑ PM DATE: -11" -( -zoz I JOB ADDRESS: LOT#: PROJECT: i'-II Ll/ TYPE OF INSPECTION: OTHER: I �'(1 t �'_ �r i I(,��leT, c)6 J b1 t, ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 k�' ?, v r i INSPECTOR I / DATE 1 O PLANNING Cl CIVIL O EiUI NG CITY OF ARLINGTON NG Yi NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: � �iCAM r ❑ PM DATE: JOB ADDRESS: 'j -2-1 i"�� . _'�C , u� LOT #: PROJECT: TYPE OF INSPECTION: OTHER: "� �t� `'�r^'�� _ D u ' k ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 0 PLANNING O CIVIL 0 13UlLDING CITY OF ARLINGTON '<, ' CITY OF ARLINqTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 427 S FRENCH AVE Permit#:340 Permit Expiration Date:04/04/2021 Parcel#: 3105 1.100 10 1800 Valuation: 150000.00 OWNER APPLICANT CONTRACTOR RANDALL CHARLES&BEATRICE Paradise Construction,Inc. Paradise Construction,Inc. 427 S FRENCH AVE 14751 N Kelsey St.,#331 14751 N Kelsey St ARLINGTON,WA 98223 Monroe,WA 98272 Monroe,WA1,98272 425-422-1999 425-422-1999 LIC:PARADCI 77PN F.XP:09/22/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Residential Alteration CODE YEAR: 2015 STORIES: I CONST.TYPE: VB DWELLING UNITS: I OCC GROUP: R3 BUILDINGS: I 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 jnot 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 i 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 revo a 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 decisionll 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 LAOOR 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. IB 110/IRCI 10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the Cityof! rlin gton must be reported on your sales tax return form and coded City of Arlington#3101. V;Q ��¢Lt�T��. Yb• a 4-!1natur Print Name Date Released y Date CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. DRAINAGE SHALL INFILTRATE PER CITY OF ARLINGTON STANDARD DETAIL SD-140-ATTACHED.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTION'S.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 10/19/2020 Building Permit Fee $1,918.24 10/19/2020 Mechanical Base $25.00 10/19/2020 Processing/Technology Fee $25.00 10/19/2020 Bath/Shower or Shower Only $30.00 10/19/2020 Clothes Washer $15.00 10/19/2020 Hose Bib/Roof Drains $45.00 10/19/2020 Lavatory $30.00 10/19/2020 Plumbing Base $25.00 10/19/2020 Plumbing Misc. $45.00 10/19/2020 Sinks/Toilets/Urinals/Disposal $30.00 10/19/2020 Water Heater $25.00 10/19/2020 State Building Code Surcharge Fee $6.50 10/19/2020 Building Plan Review Fee $1,246.86 Total Oue: $3,466.60 Total Payment: $0.00 Balance Due: $3,466.60 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer mo"ing or afternoon CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#: 3465 427 S FRENCH AVE Permit Expiration Date: 04/04/2021 Parcel#: 31051100101800 Valuation: 150000.00 OWNER APPLICANT CONTRACTOR ' RANDALL CHARLES &BEATRICE Paradise Construction,Inc. Paradise Construction,Inc. 427 S FRENCH AVE 14751 N Kelsey St.,#331 14751 N Kelsey St ARLINGTON,WA 98223 Monroe,WA 98272 Monroe,WA 98272 425-422-1999 425-422-1999 LIC:PARADCI077PN EXP:09/22/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR F: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Residential Alteration CODE YEAR: 2015 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: 1 OCC GROUP: R3 BUILDINGS: 1 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/IRC1 I0. 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. Signature Print Name Date Released By Da e CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. DRAINAGE SHALL INFILTRATE PER CITY OF ARLINGTON STANDARD DETAIL SD-140-ATTACHED.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND 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 Date Description Fee Amount 10/19/2020 Building Permit Fee $1,918.24 10/19/2020 Mechanical Base $25.00 10/19/2020 Processing/Technology Fee $25.00 10/19/2020 Bath/Shower or Shower Only $30.00 10/19/2020 Clothes Washer $15.00 10/19/2020 Hose Bib/Roof Drains $45.00 10/19/2020 Lavatory $30.00 10/19/2020 Plumbing Base $25.00 10/19/2020 Plumbing Misc. $45.00 10/19/2020 Sinks/Toilets/Urinals/Disposal $30.00 10/19/2020 Water Heater $25.00 10/19/2020 State Building Code Surcharge Fee $6.50 10/19/2020 Building Plan Review Fee $1,246.86 Total Due: $3,466.60 Total Payment: $0.00 Balance Due: $3,466.60 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon NOTICE v"" TO PERMITEE AND/OR OWNER 0 PARTIAL APPROVAL 0 CORRECTIONS REQUIRED 0 DO NOT OCCUPY ! `' X APPROVED PERMIT#: L�I�;�> 'k ClPM DATE: 1 JOB ADDRESS: LOT#: PROJECT: TYPE OF INSPECTION: ! ��' ��t 4A� OTHER: l ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. 0 WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE r - 0 PLANNING ❑ CIVIL BUILDING CITY OF ARLINGT0N ............. Ln '> Li 9 192.00' 9 5' 5E75,4CK —————————— ————— ———————————————————————— ——————————— --GoZogle VICINITY MAF N.T.S. Lao--------------------------- it it NWW EXISTING LU EXISTING rzIRAVEL DRIVEWAY C:) GARAGE In 0 > zz lv LL- LU ca -------------------- �'w L--------------------- -----i V-�1/2" s) EXISTING RESIDENCE -EXI&TIN(S FfROJECT INFOfRMATION PROPERTY OWNEEK PROJECT EW-sINEER: 5EATRI CE RANDALL G<ENGINEERING w z 421 5 FRENCH AVE F',45<0<E50VIJA ARLINGTON,WA V3105 3(o7H ,4VE W.,SUITE 205 LYNNWOOD,WA e803(o :z PROJECT DESIGNER (206)41-1-0&10 lu - - HOME DESIGNS NORTHWEST -ADDITION-- - - j I CHRIS LEONARD Lu ---- ---- - - lelOr7, 36THAVE U,STE 20E, LINE Or FIRE DAMAGED I ----- ----------- LYNNLJOOD,WA 95036 LU -- STRUCTURE TO BE REMOVED \—INEW DECK (425)402-6053 HC)NWaCOMC,467.NE7 51 SET5,4C:< LEGAL IDESGfRIFTION AL F"ARGEL #3555505335 NE 11 73IN R 5E 192.00' A FREA CAL U C;U LA T I ON& ZONING INFO- ZONE: OTRD FRONT SETBACK: 20' BOUNDARY SETBACK: MIN.5' ,51TE FLAN MAX,LOT COVERAGE: 35% MAX.HEIGHT: 35' ,45OVE A.B.E. LU SCALE: v = 101-011 AREA SUMMARY TOTAL LOT AREA = 24,393 S.F.(.E,& ACRES) PROPOSED LOT COVERAGE PROPOSED HOUSE FOOTPRINT = 1,592 S.F. r-ILr= No: EXISTING GARAGE = 1,365 S.F. 20-01� EXISTING REAR PATIO = &25 S.F. EXISTING DRIVEWAY /FRONT WALKWAY = 4,all S.F. SWEET TOTAL PROPOSE[) IMPERVIOUS SURFACES = 0,402 /24,393 = 34,4% 1 61TE Permit#: 3465 Permit Date: 10/06/20 Permit Type: RESIDENTIAL ALTERATION Project Name: Randall Applicant Name: Paradise Construction, Inc. Applicant Address: 14751 N Kelsey St., #331 Applicant, City, State, Zip: Monroe,WA 98272 Contact: Galen Holmquiest Phone: 425-422-1999 Email: holmquistl0@msn.com Scope of Work: Repair fire damage to SFR with addition Valuation: 150000.00 Square Feet: 0 Number of Stories: 1 Construction Type: VB Occupancy Group: R-3; Residential ID Code: Permit Issued: 10/21/2020 Permit Expires: 04/19/2021 Form Permit Type: Status: LASERFICHE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning RANDALL 31051100101800 427 S FRENCH AVE CHARLES& Residence Single Family -Detached BEATRICE Contractors Contractor Primary Contact Phone Address Contractor Type License License# Paradise Construction, 14751 N Kelsey Labor and Inc. Galen Holmquist 425-422-1999 St OWNER Industries PARADCI077PN Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 02/02/2022 R20. Underground trench 02/03/2022 02/03/2022 BUILDING Approved ADDITION/ALTERATION FINAL R20. 08/02/2021 ADDITION/ALTERATION 08/03/2021 08/03/2021 BUILDING Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status 10/06/2020 RESIDENTIAL SINGLE BUILDING FAMILY 10/06/2020 RESIDENTIAL SINGLE Josh Grandlienard FAMILY 10/06/2020 RESIDENTIAL SINGLE •Drainage for building shall be directed into the ground Nova Heaton FAMILY for infiltration per city standards Fees Fee Description Notes Amount Building Permit Table 4-1 $1,918.24 Mechanical Base Permit Fee $25.00 Processing/Technology $25.00 Bath/Shower Combo $30.00 Clothes Washer $15.00 Hose Bib $45.00 Lavatory Toilet&Sink Only $30.00 Plumbing Base Permit Fee $25.00 Plumbing Misc. Not otherwise specified 2 water closets 1 dishwasher $45.00 Kitchen Sink&Disposal $30.00 Water Heater(Tank) $25.00 State Surcharge- 1 st DU Residential- 1 st Unit $6.50 Building Plan Review Table 4-2 $1,246.86 Credit Card Service $104.00 Total $3,570.60 Attached Letters Date Letter Description 10/06/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 10/20/2020 GALEN HOLMQUIST 82928621 $3,466.60 10/20/2020 Galen Holmquist CC Surcharge Transaction $104.00 82928621 Outstanding Balance $0.00 Notes Date Note Created By: 10/21/2020 Emailed the permit for signature. Kristin Foster 10/19/2020 No comments on the Zoning Verification Application. Kristin Foster Uploaded Files Date File Name 09/22/2021 9740882-3465 Inspection-Shearwall.pdf 09/22/2021 9740883-3465 Rough Plumbing.pdf 09/22/2021 9740884-3465 Inspection-Footing.Foundation.pdf 09/22/2021 9740885-3465 Inspection-Insulation.pdf 10/21/2020 7568714-3465 Issued Permit.pdf 10/06/2020 7478501-3465 Application.pdf Date: 04/02/2026 Permit#: 3465 Permit Date: 10/06/2020 Review Date: 10/06/2020 Permit Type: RESIDENTIAL ALTERATION Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 10/20/2020 Scheduled Time: 00:00 Completed Date: 10/06/2020 Description: • Drainage for building shall be directed into the ground for infiltration per city standards Review Status: Assigned To: Nova Heaton Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31051100101800 RANDALL CHARLES &BEATRICE RANDALL CHARLES &BEATRICE 427 S FRENCH AVE 427 S FRENCH AVE ARLINGTON, WA 98223 Zoning: 111 Single Family Residence - DetachedLot: Block: 0 5 FRENCH AVE 126/o' 20' 5ET5ACK --- ------ ------- --------- m j I � I I D I m I r rnr m A I I IA I oo I m3 I I o° ------------- _ I j cNi � I I I I 1 7 11-P-0 1/2" I Q 7t (P X I N � N �_ p m ' ZQ zZ ID 1 I I , -- J pz I _ m bN I o I I I I I I ------ ------------ - I I. ^ m L D X I I j 7 a 1----------- -------J _J� --------- - o R �5' SETSAGK ' < � 126.6' -+ mmmll 33 (ll�'N zb _ r�(lr DAtA --- _ p aI DD pi10 m D �N�zoz-= Aim X XX z - XX cpz O = 0i(19 r D D NNN-0 D z �m p E z�ipm ZN -yY N � O r� m Mr. Am� Z /V z m rn Dap`'�mm iAn N — p Cl AG�p � =n � �� Z rn w �1! 3��LOu OZm O N mA�O m (f� wmm(Dl m N�DmAczi� D=z L d p�m (P D pD uj Z a z Lo�EoZ — .n rn 3 �� n B W m ON A mr 1 3 p 0tt m 7� O p�m m \J w , r v { ° r ov. 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