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Home My WebLink About2017-3507 - 248 Orchid Tree LnCity of Palm Springs t BUILDING PERMIT 41Fa Building Address: 248 Orchid Tree Ln Date Case No. Permit Kim Floyd 09/18/2017 Submitted Technician Owner Address Phone Rod Ramsour 248 Orchid Tree Ln 503 314 1936 Palm Springs CA Contractor Address Phone Lic.Number Rod Ramsour 248 Orchid Tree Ln 503 314 1935 Palm Springs CA Architect Address Phone Engineer Address Phone Lot# Block# Tract Parcel Number 70 ENCHANTHOMES 502-091-013 Lot Size Zone2 Occupancy Building Sq.Ft. Garage/Carport Roofed Patio/Porch Remodeled Area Addition 844 0 1169 0 Use of building Permit Type Const.Type Fixture Units Single Fam Res Single Family Dwelling Additions/Alterations Fire Sprinkler Units Valuation Permit Fees Paid No 0 98000.00 6198.85 Describe work in detail: REVISED: Addition & remodel to home. Adding 844 SF to include 3rd bedroom, 3 bath, utility and dining room. Adding to master bathroom and bedroom 2. Enclose existing carport to garage. Includes Garden walls per approved plans and engineeing. Special Conditions: Smoke and Carbon Monoxide detectors to be installed per 2016 California Residential Code. DO NOT CONCEAL OR COVER ANY CONSTRUCTION UNTIL THE WORK IS INSPECTED IMPORTANT The issuance of this permit shall not be held to be an approval of the violation of any provisions of any city or county ordinance or state law. Inspections of work are subject to an approved set of plans being on the job. Changes to plans are not to be made without permission of the Building and Safety Divisions. The owner and/or contractor is responsible for establishing all property lines. All utilities must be underground. This permit will expire if work is not started in 180 days or if more than 180 days elapses between inspections. 1 certify that I am familiar with all requirements of the City of Palm Springs as they apply to this pe fan n tand that these requirements must be corn leted prior to final inspection and that no certification of occupanIly ill be i sued until such 4 s s r uirements are met. I certify that I have rea thI appli do and state o.information is true and correct. ER/CONTRACTOR/AGENT DATE S E Finaled- 11 This is a building permit when properly filled out,signed and validated,and is not transferable I PERMIT UMBER 20 -3507 INSPECTION INFORMATION No work shall be concealed without a signature by oa „ the inspector. The approved plans and this card must always be available to the inspector. Preserve this record. JOB CARD Every permit issued shall become invalid after 180 days unless a required inspection has been approved. Furthermore, permits expire when more Project address: 248 Orchid Tree Ln than 180 days has elapsed from the date of the last approved required inspection.Permit #: 2017-3507 Inspection hours 8AM-4PM Monday-Thursday CONSTRUCTION HOURS Inspection request line(760)323-8243 Building Department(760)323-8242 Weekdays 7am to 7pm Building Department Fax(760)322-8342 Saturdays 8am to 5pm Sundays & Holidays Not Permitted GENERAL BUILDING INSPECTIONS JOB NOTES: Temp Power Pole iL -51* Setbacks f 1/ Pad Certification wLs e.k j0¢0,0W Ground Plumbing 9- g DO NOT COVER UNTIL THE ABOVE IS SIGNED661A ie TiMiTixc. tlotABWy Must Se DIAW B.r Footings P &1L_ vjn:W CjMg r4plax--tn pNl 144g_ &111,Js 4 4'Jg M SubDONoOo POURCON RET UNTILABOVEISSIGNED Roof Nail lG ova 1.D 1 o sin 4ia Outside Wra S DO NOT COVER NTIL THE ABOVE IS SIGNED o N' A.C./Htg Ducts r9 Top-Out Plumbi d2o1/g -7r' I Zf l q Rough Electri IV ON nLIle o of 126t 10 R Framing Rough Sprinklers SEWERSKETCH: DO NOT INSULATE UNTIL THE ABOVE IS SIGNED nsu ation /O S6( lol TT 2\ W Drywall I V. tl Q ( *Ll. 0 Roust 601 U t1 J Lath k 1010 Sr 1"4"Av Qr uWrA V-0N ly Fri, Gas Pressure 23 ! t 111 I11 AA,v.uO%'` Sewer(Sketch on reverse side) uzo U-Planning Release a Fire Release Eng/Grade Encroach Final Electric 1 Ib titl a Final Gas Final C/O Issued 1 BUILDING PERMIT APPLICATION Date 09/11/17 500.00PlanCheckDepositFees: Building: Fire:$158.00 Project Address 248 N Orchid Tree Lane Palm Springs, CA 92262 502-091-013 Rod Ram sour Assessor's Parcel# Owner's Name Phone#503 314 1935 Owner's Address 248 N Orchid Tree Lane Palm Springs, CA 92262 Contractor's Name Owner ` 503 314 1935Phone# Llc# Contractor's Address 248 N Orchid Tree Lane Palm Springs, CA Architect's Name Phone#Lic.# Architect's Address Engineer's Name Gouvis Engineering consulting Group Phone#949 752 1612 C42283 exp3/31/201 SpringsEngineer's Address p g 2150 E Tahquitz Canyon Way#9 Palm S s CA 92262 Lic.# CONTACT PERSON Rod Ramsour Address 248 N Orchid Tree Lane Palm Springs, CA 92262 PHONE 503 314 1935 FAX EMAIL riverridge20lO@me.com Business License. # Expiration Date 10,454 residential wood frame p Lot Size (sf.) Building UseTypeofConst. Occupancy Group(s) Sprinkled no Project Square Footage: Building 844 Garage 49 402 Carport Patio (type)addition and remodelProjeDescription _ B y(S/ ifl6Yl Total Value of Work$98 00 0eytY All submittals of New Construction Sin le Family..Residence and Additions with a 40% increase inbuildingsguarefootage (including Casitas) are subject to Public Works and Enaineerina Conditions ofApprovalAllreauiredConditionsofApprovalforthepronectmustbesubmittedand/or addresseddirectlytoEngineerinaandPublicWorksbytheAanlicantforreviewapprovalandissuanceofallgradingandencroachmentpermits WHERE INDICATED BY A CHECK, SUBMIT 4 SETSMinimumsizeofplans *18 x 24" Minimum scale ' :=1';Maximum size of plans 40"x 36") Complete Application. Waste, Drain &Vent IsometricPlotPlanwithlotsquarefootage. Gas/Water Piping Isometric(dimensioned layout)Drainage Plan: show lot corner elevations. Details showing compliance with accessibility.Structural Calculations, if applicable requirementswet-stamped and signed)Site Plan showinFloorPlan, dimensioned. Door&Window 9 parking for persons with Schedule disabilities and path of travel to building entranceTitle24 (Energy) —2 sets/ Lighting Compliance FormsFramingPlanwithsectionsandelevationsManufacture's brochure for HVAC equipmentTrussCalculationsandlayoutasapplicable Mech. Plan/ Duct Schematic, equipment locationwet-stamped and signed.) Fireplace Specifications, if applicableFoundationPlanPlanning/ Fire/ Engineering approvalElectricalPlan/Load Calculations Fire Sprinkler plans (required at time of submittal)Health Department approval x Bldg. Plan Check 44Z l Planning Case# ignature City of Palm Springso s, Department of Building & Code Enforcement u 3200 East Tahquitz Canyon Way, Palm Springs CA 92262 PO Box 2743, Palm,Springs CA 92263 Tel 760.323-8242 P Fax 780-322.8300 P TDD 760.864.9527 fi,QN* s airrtisnrinis:-c:aov Owner— Builder Verification Permit# Dear Prop".Owner An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified at:b,rclAiA, 1—re-a, vw- P,-O E Drty,4 i .C4 g 2Z6Z We are providing you with an Owner-Builder-Acknowledgement and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner.Builder{pear California Health and Safety Code Section 19825). We will not issue a building permit until you have read, Initialed your understanding of each:provision, signed, and returned this form to us in person at the address,listed above. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION DIRECTIONS: Read and initial each,statement below to signify you understand or verify this information. 1. 1 understand a frequent practice of unlicensed persons Is to have the property owner obtain an°Owner-Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I,as an Owner-Builder,may be held liable and subject to serious financial dskfor any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's Insurance may not provide coverage for those injuries. I am willfully aging as an Owner Builder and am aware of the limits of rry Insurance coverage for injuries to workers on my property. L2. i understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. 2JL 3. I understand as an-Owner-Builder"1 am the responsible party of public record on the permit, I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit flied In his or her name instead of my own. 4. 1 understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. alJ2- 5. 1 understand if I employ or otherwise engage any persons,other than California licensed Contractors,and the total value of my construction is at least five hundred dollars(StOO),Including labor and materials,I may be considered an employer"under state and federal law. 6. 1 understand if I am considered an"employer"under state or federal law, I must register with the state and federal government, withhold payroll taxes, provide workers compensation disability insurance, and contribute to unemployment compensation for each"employee". I also understand my failure to abide by these laws may subject City of Palm Springs Owner Builder Form Page 1 me to serious financial ro 7. 1 understand under California Contractor's State License Law,an Owner-Builder who buildssirigie-fiamity!*sidentia I structures cannot legally build them with the intent to offer them'for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year,or all of the work is performed under contract with a licensed general building Contractor. I ' E 8. 1 understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held Gaffe for any financial or personal injuries sustained by any subsequent owner(s)that result from any latent construction defects in the workmanship or materials. 9. 1 understand I may obtain more information.regarding my obligations as an'°emptoyer°from the Internal Revenue VV T Service,the United States,;lmpll Business Administration,the California ep r#rilarit gf le fit Paymentk and the California Division of Industrial Accidents. I also understand I may contact the California ontractor'sttate License Board(CSLB)at 1-I 0-3 'i- 75 or r.ww.cstb Ga.00v for more information about licensed contractors. Q 0. I am aware of the consent-to an Owner-Builder building permit applied for in my name,and undecstandthat I am the party legally and financially responsible for proposed construction activity at the following address: L i'--) C c. :Z=0, 1 C JG.1M C rLA,ter . ZZ(Z 11. i agree that, as the party legally and financially responsible for this proposed construction activity, I w!,11 abide by all applicable laws and requirementsthatgovern Owner-Wiclers as well as.employers.,, I agree to notify the issuer of this form immediately of any additions,deletions,or changes to any of the iriforrrlation't have provided on this form. Licensed contractors are regulated bylaws designed to protect the public. If you contractwith somebody who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as.a result of a+complaint. Your only remedy against unlicensed Contractors may be in civil court. It is4iso important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you,may be held liable for damages. If you obtain a permit as Owner-Builder and wish to hire Contractors,you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers'compensation coverage. Before a building permit can be issued,this form must be completed and signed by the property owner,and returned to the Building Department at the time of permit,issuance. Note: If the property owner will not be present at permit issuance to provide proof of identity,the property owner's signature must be notarized. Property Owner fume(Print): Property Owner's Signatur Date: 1 OFFICIAL STAMP SARAN ANNE LEWIS NOTARY PUSUC-OREGON State of OREGON COMMISSION NO.958700 MY COMMISSION EXPIRES FEBRUARY 12,2021 County of Mu 1k n c rrx,& rl Signed or attested before me on Z20 11 by l V. Mc-10 y r page Z Notary Public-State of Oregon OWNER/BUILDER DECLARATION hereby affirm under penalty of perury that I am exempt from the Contractor's License Law for the following reason(Section 70 315, Business andProfessyonsCode:Any city or county which requires permit to construct,alter,improve,demolish,or repair any Structure prior to its issuance,alsorequirestheapplicantforsuchperrnittofileasignedstatementthatheorsheislicensedpursuanttotheprovisionsoftheContractor's License Law Chapter 9 commencing with Sec.7000 of Division 3 of the Business and Professions Code)or that he or she is exempt therefrom and the basis for theallegedexemption.Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of at more than five hundreddollars(5500).) Please check one of the following: 1,as owner of the property,or my employees with wages as their sole compensation,will do the work,and the structure is not intended or offered for sale(Sec.7044 of the Business and profession Code.The Contractor's License Law does not apply to an owner of property who builds or improves thereon,and who does such work himself or hersaif or through his or her own employees,provided that such improvements are not intended or offered for sale. If,however,tke building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he or she did not build or improve for the purpose of sale.) I, as owner of the property.,am exclusively contracting with licensed contractors to construct the project(Sec. 7044 of the Business and Professions Code:The Contractor's License Law does not apply to an owner of property who builds or improves thereon;and who contracts for such projects with a contractor(s)licensed pursuant to the Contractor's License Law.) I am exempt under Sec. of the Business and Professions Code for this reason: Owner Signature:r- Date: I j LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under the provisions of Chapter 9(commencing with Section 7000)ofDivision3oftheBusinessandProfessionsCode, and my license is in full force and effect.The following applies to B contractors only:I understand the limitations of Section 7057 related to my ability to take prime contracts or subcontracts Involving specialty trades. License Class: State Lic. No.: City Bus. Lic.No. Print Name on License: Phone: Address: Every county or city which requires the issuance of a permit as a condition precedent to the construction;alteration,improvement,demolition or repa r of any byiiding or structure shall require that each applicant for the permit sign a declaration under penalty of perjury verifying workers'compensation coverage or exemption from coverage as required by Section 19825 of the Health and Safety Code. I,hereby affirm under penalty of perjury one of thefollowingdeclarations: 1 HAVE AND WILL MAINTAIN A CERTIFICATE TO SELF INSURE for worker's compensation as provided for by Section 3700 of the Labor Code,for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKERS'COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.My workers'compensation insurance carrier and policy numberare: Carrier: Policy No. 1 CERTIFY that in the performance of work for which this permit is issued, I SHALL NOT EMPLOY ANY PERSON,in any manner so as to become subject to the worker's compensation laws of California, and agree that if I should become subject to the worker's compensation provisions of Section 3700 of the Labor Code, I shall for with comply with those provisions. Contractor or Agents Signature: Date: PALM SPRINGqUIFIED SCHOOL DISTRICT 2018-00031 980 East Tahquitz Canyon Way,Suite 204 1/25/2018 Palm Springs,CA 92262 ADDITION 760.416.6159 DEVELOPER/ OWNER CERTIFICATE OF BUILDING FEE COMPLIANCE DEVELOPER OWNFR INFORMAFION Rod Ranmur 2305 SE 9th Aw Portland OR 97214 Det1ekWw,%C477erNa1W Add ess Rod Ramsour 5M)314-105 CV uelenn.en!Name Contact Contact Numfisr TRACT4 LOT# PROERTY ADDRESSS APN SOL T UNIT TYPE TIFF AMOUNT 248 Orchid Tree Lane,Palm Springs California 922 502091013 844 Single Family Attached 2,937.12 2,937.12 2,937.12 0.00 a CHECK 5121 SCHOOL DISTRICT CERTIFICATION The person executing this declaration ("Applicant") certifies under penalty of perjury that (1) the information provided is true and correct to the best of the Applicant's knowledge and that Applicant will file an amended certificate of compliance and pay the additional amounts due if Applicant increases the amount of square footage after the building permit is issued, or if the initial determination square footage is found to be incorrect, and that (2) the Applicant is authorized to sign on the ownerideveloper of the property. All requests for refunds must be accompanied by documentation verifying basis for refund. S/gnard e cfDeue%ar%Ouner%Desgnee T.".e Date 0A=:Ab 4 Aocountlng CWk 010I018 Cesmndra Neredia-Fa%m Sowys Um,',W Schm Drsftt Rile Date DEVELOPER/OWNER/DESIGNEE CERTIFICATION Section 66020 of the Government Code enacted by Assembly Bill 3081, effective January 1, 1997, requires that School District provide a written notice to the project applicant at the time of payment of school fees, mitigation payments or other exactions ("Fees"), of (1) the 90-day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, in accordance with Section 66020 of the Government Code and other applicable law, this Notice shall serve to advise you that the 90-day protest period in regard to such Fees or the validity thereof commences with such payment of performance of any other requirement as described in Section 66020 of the Government Code. 1.SCHOOL DISTRICT Y.AGENCY 3.CUSTOMER RECEIPT PAGE 1 OF 2 I PALM SPRINGS UNIFIED SCHOOL DISTRICT 2018-00031 980 East Tahquitz Canyon Way,Suite 204 r o 1/25/2018 Palm Springs,CA 92262 ADDITION 760.416.6159 DEVELOPER/OWNER CERTIFICATE OF BUILDING FEE DETAILS 48' T a ksn n:l,t aEi2Q91418 5itigle r Statutory Fee 2,937.12 n»x Standard Default Addition Rate-$3.48 x 844 2,937.12 2,937.12 e 0.00 e CHECK 5121 1.SCHOOL DISTRICT 2.AGENCY 3.CUSTOMER RECEIPT PAGE 2 OF 2 OF pA M Sp CityOf PalmSprings U Department of Building & Safety yC gPGRATE oy * 3200 East Tahquitz Canyon Way Palm Springs CA 92262 C' tIFo?, Tel 760.323-82+2 ° Fax 760.322.8342 • www.palmspringsca.gov Elevation and Location Certification Please type or print legibly Site Address:248 ORCHID TREE LANE PALM SPRINGS, CA 92262 Grading Permit Number: Building Permit Number: Parcel# Lot#70 Tract Name or Number: ENCHANTED HOME UNIT 2 MB 34/37 Civil Engineer: PHILLIP FOMOTOR RCE Number:47284 Address: 225 S CIVIC DR SUITE 1-5 PALM SPRINGS, CA 92262 Phone Number: (760)323-1842 NOTE: All certifications shall be conducted with forms in place. All certifications shall be submitted and approved prior to ground plumbing inspection. Pad Elevation: 432.06 Front Setback: 30.9 Top of.Forms Elevation: 432.56 Right Side Setback: 10.0 Closest Upstream Manhole Left Side Setback: 0.0 Elevation: 434.42 If flood rim level of any fixture is Rear Setback: 15.0 below upstream manhole then back-water valve will be required.) 47284 Exp.1 3 CIVIL OF cA' L PO Box 266 336 West Main Street Ripon,CA 95366c&sters209-579-5000 www.ducttesters.com Project: Ramsour—Johonston Remodel Building/Address: 248 North Orchid Tree Lane Permit: 2017-3507 October 28th, 2019 Dear building inspector, This memo serves as official notice that one of our HERS Raters (Raymond Espudo - CaICERTS: CC2006335) conducted a third-party verification on the above address as per city request. The quality insulation installation was found to be compliant as per 2016 energy codes. Our next site visit will be at the end of construction. At such time, we will finalize required HERS Inspections field results and provide the official CF3R documents required for your permit sign off. Thank You! Ashley Kelch nner J / DuctTesters, Inc. HERS Services Coordinator direct) 209-624-8947 main) 209-579-5000 x 1008 fax) 209-522-5001 O t QUALITY ENERGY CONSULTING WITH THE TESTING TO PROVE IT" 4M- r%kl r r tr ox`~ Certificate of Implementation Construction and Demolition Waste Management Man Rev: 2016 Code The California Green Building Standards Code sections 4.408.1 and 5.408.1 and AB 939 requires that a minimum of 50 percent of the nonhazardous construction waste is wither recycled or salvaged for reuse. oral Address Owner/Contractor Name Type of erolect New Construction Demolition Tenant Improvement Other Recycling Method Separated on Site (Multiple Containers) Nixed (Separated remotely) Note: Trip and weight tickets are required to verify prior to C.O. Issuance. Palm Sprinal has a contract with Palm Springs Dismagi. You must use their containers. If you self- haui. it must be your own personal vehicles and containers. This is to certify that a Construction and Demolition Waste Management Program for the above reverenced address will be implemented to divert a minimum of 65%of the construction debris for salvage or recycling, and that a Construction and Waste Management Worksheet(detailing how the diversion was met)shall be submitted to the City of Palm Springs Department of Building and Code Enforcement upon project completion, prior to obtaining a Certificate of Occupancy. I declare that I have read and understand these requirements and that the foregoing is true and correct. Signature Printed Name Date Construction Waste Management Worksheet (Rev:2016) Building Permit# Project Address: Column A: List actual quantities of waste for each material type in tons. Columns BAD: List actual quantities reused, recycled,or disposed. Column E: State the name of all vendors or facilities used to reuse, recycle or dispose of materials listed. Column Totals: Add up all quantities listed in each column. Material handling methods - List quantities (in tons only)for each material listed, A B C D E Total Tons Salvaged Recycling Disposal Actual Destination(s) Material Type Generated or R) Recycled Reused D) Disposal Asphalt r.4 Concrete Brick,Masonry,Tile Building Materials CIOdoors,windows,fixtures) Carpet,Pad,Foam n Cardboard Y Ceiling Tile(acoustic) Drywall y-e Landscape Debris plants,trees,stumps) Scrap Metal Wood Garbage/Trash Other. Mixed Debris Column Totals B,_____+ c A x I oo = ?Rio. Hoist we?-66%) Print Namec 1 `- Signature: Date: File- Edit Options Functions Help W 'a " SOFTWARE SOLUTIONS panelt67)TAS Work order Inquiry WO Total$ 606.26 Inquiry Main p Customer# Customer Name W!©# Status Monthly Charge Balance Due Ra 1-0086893 ROD RAMSOUR 616610 COMDIete-Posted 00 2,166.48 Worftttre era oelee A13- F4 {f272 FO) 1F12)tF1t)z, FZ) IF= IFS_) EF1611 Print WICr riefeil i Route Nlstory Roark t anptete Dispatch Un lc gle LV 0 Credit Limit:Top F43 j Name ROD RAMSOUR Routing _Entered aloe+ls t a o2 by JL t1='sTHeY14Address248ORCHIDTREELFtstear6Edited41101189:09 by 1k1.1E5iRPALMSPRINGS.CA92262 Toggled by 00116 Us by JAMESA+Oeaktiawn. Contact ROD Special C 8"D To DESERT RECYCLING RENT WILL CALL 1 # y . Instructions E2500,00 AlpRhone (5103)314-1935 Fee Code: TBody: RCPS PHONE# SERIAL# Select print options: II' Map Service Addr WO Type Rte Type WONOl Ind# Manifest# t Org Act Dt Tue 04/03/18 Serial III fC:uic. OateTTims Tue 04/03J18 Priority Route IpbnqVeh, Driver Print Inv. Print}} 4103118 30 TR ;30 CY DISPOSAL E & L 1.OD 507.634110118 " 30 TS '30 CY `DISPOSAL TIP OVR 4T 5.33 74.160 98.634J10/18 BOX 313 I 1 Send Email 105/04/18 Sels t [Ait.2Q Wsply tviatl DesC t f File Edit options Functions Help ft-1 , SOFTWARE SOLUTIONS Panel(6281TAD ffimWork Order Inquiry W10 Tot alS 562.06 Inquiry Customer# Customer Name W/o# Status Monthly Charge Balance Due A n F1 616023 Complete-Posted 00 2.166481 F3 - 0086893 ROD RAMSOUR acK- WQr!( f Ina-C)2t( IO r•. 1 irk" Feu 12) fill 1E21 FT) f22) _(EBt_-Flbl . f'r(tit F': : Wtat tafi { Route History Mark Corslplete' ` spetch I Un Taggiti V1' Credit Limit: Lop laottom 48 Name RDa RAkiSoIJR Routing Entered U27118 11:42 by AMRAN T4QQleYield 'P19IAddress 246'ORCHID TREE LN et4'Tly' Edited 313011a 10:27 by J.AMES ' jeip F23 PALM SPRINGS;CA92262 I Toggled by Mail 10,27 by JAMES WO$Breakclovrt' Contact ROD Special C 6 D TO DESERT RECYCLING RENT WILL CkL Instructions 2500.80 R/D oCT+aylrlerit Phone (503)314-1935 Fee Code: TBod)r RCPS PHONE# S€RIAL# Select print options: f Map Service Addr WO Type Rte Type `tM01 PO# Manifest# Org ActDt Wed 03/28/16 Serial# E Dateflime Wed 03/28/16 Priority Route IO Veh, Driver Prinilnv. Print = 3/28/18 30 DR 30 CY DIVERSION E & L 186.06 3/30/18 30 DS 30 CY DIVERSION TIP FEE 6,24 37A,00 3/30/18 BOX 313 Send Email 05I04l1 t' 6--i Select [Alt-& OsplyMatlDesc ruittlis,pnQs., Fife Edit Options Functions Help iV Lk SOFTWARE SOLUTION$ Punoi38}TAtY Work Order Inquiry W10Total 576.06 Inquiry Customer# Customer Name W/o# Status Monthly Charge Balance Due fain t 618638 Complete-posted 00 2.166.48 1-0086893 ROD R+UASOUR p Workwljo natt Fi3}` VltOrk t3rdEYS L eir eaw p. F1 1F211 JF81 F12) tP111 tF2) FTy tP221 -fFBf fF4fi} F'ttnt F5 yfirt)beniif , Y I Route Nistory7 Ch9ark Completel _gtspatch i Un T gie VY Credit Limit: fop F17 o11t7ttf 1& Name RODRk1A50UR Routiflg 1 Ent9red4?t4118 13:20;by JA10ES Togwe"mew 1719 Address 248 ORCHID TREE LN t,.^rya Edited 4r6;1& 73:44 by !AMES delp F23"j PALIA SPROIGS,CAW262 j Toggled by 4r4i18 13:44 by J,AMES tNO 6ripakdown Special C & D TO DESERT RECYCLING RENT WILL CALL Contact Roo Instructions 2500.00 R/D tePaymehj Phone (S03)114-1935 Feetode. TElody: RCPS PHONE# SERIAL# Select print options: Map Service Addr WO Type Rte Type ROREC PO# Manifest# Org Act Dt Wed 84/25/18 Serial'# t IDateme Wad 04/251i8 Priority Route 13 Veh. R0746 Driver RDMP Prinilnv Print F.a F 4/25/18 30 DT '30 CY DIVERSION NO RETURN 1.00 188.06 A/26/18 30 DS 38`CY DIVERSION TIP FEE 6,46 388.00 j 4/26/18 BOX 313 r i Send Email` ,O5f04/18 1— Select [Alt- OsplyMafl Desc W 1 rr 1 6 1 I I x I 0 A. i pp ° a r ! 11j1 , d CITY OF PALM SPRINGS 0 DEPT. OF BUILDING&SAFETY I t 1 uo"em I r I uccnu I 6L6L6L! gg iiii $$€ @ g y II a 9 # a gf gxs Fx i13 F 5 s g e= 3 - r._...._.. ...e_:::---9 JAI 0, 3 V e t N yam P ll9 Rou gnwsousw Touula Ksn __ t m°[ j C ii'i1 PTR1l:t Y,3i71- RAMSOUR—JOIiNSTON REMODEL aouiut,'fx Lr l l.u 5retrx: C.A,y a(. 1 I r t architectural designsn IY1S Y-1214.k151 f, +j i, 9]I2155651 'M+ «W cam^ m16 Mnb„dnip l.c ION fIrtFiAl- I 'AM-2 EIIA-ntIt:AL JCM Inspections 39725 Garand Lane Suite F Palm Desert, CA 92211 INSPECTIONS Phone: 760-276-5020 - Fax: 760-327-8907 INSPECTIONS EPDXY INSPECTION REPORT Date: ' Project Name: Project No: Project Address: r I City: C' Client: Sub-Contractor: k_1.D C- 1 General Contractor: Architect: Structural Engineer: Anchor Bolts ebar 4 IBC r Title 24 Epoxy Type: ra E Other:C t3 _, Epoxy Shelf Life: t1 t" cad-' y a j r'; t Unresolved Items: Hole Cleaning Method(s):(i3`",v.] ( ,E, 4 r i , A, s' I Sl Oc c k&Oc Lk, None See Below Description of Work Inspected: e j C C? n , ram. U y 1 C' ta Work complies with written approval from Structural Engineer and ICC Evaluation Report# I hereby certify that I have inspected all of the above work,unless otherwise noted,and to the best of my ability I have found this work to comply with the approved plans,specifications_applicable building laws. Final report issued at project completion. Inspector: Jack"\C,Millin ICC Certifi atiohNo: 0842216-49 Contractor's Representative: Copy 1 JCM Insp Copy 2 Project Superintendent Copy 3 Governing Agency Page_ of i STRUCTURAL CALCULATIONS Remodeling) Ramsour-Johonston Remodel 248 N.Orchidtree Lane Palm Springs,County of Riverside,CA Gouvis Job No.: 64558 1 1/21/2017 Developer: Twinline Design LLC LAN 24 2018 CITY OF PALM SPRINGS DEPT. OF BUILDING&SAFETY POFESSj us w Exp. r18 V 1 t Q? ter OF CA 949.752.1612 Mike Houshmand,Vice President 15 Studebaker C42283 Exp. Date 3/31/2018 The attached calculations are valid only when bearing original or Irvine,CA electronic signature of Mike Houshmand, Hereon. 92618 www.gouvisgroup.com Palm Springs, CA Pleasanton,CA Ho Chi Minh City,Vietnam p? l Or 43 7/17/2017 Design Maps Summary Report • Design Mapseummary Report User-Specified Input Report Title Ramsour-Johnston Residence Remodel Non July 17, 2017 22:54:43 UTC Building Code Reference Document ASCE 7-10 Standard which utilizes USGS hazard data available in 2008) Site Coordinates 33.82540N, 116.52°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III abazon s > Palm Springs"f Thousand Palm s T.- Cathedral City Ji f lldyflwild Rancho Miracle USGS-Provided Output SS = 1.830 g S,s = 1.830 g Sps = 1.220 g Sl = 0.875g S, , = 1.312g So, = 0.875g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. For PGA,„T, CRS, and CR,values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no vlarranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for,technical subject-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=33.82539996308035&long itude=-116.51999996965606&sit... 1/1 2 OT 4:i GOUVIS Job :64558 J j Plan :1 consulting up,inc. SHEAR WALL SCHEDULE 2016 CALIFORNIA BUILDING CODE (1), (3) SILL PLATE CONNECTION 1,'4"0x6" +4"0x6"SHEAR EDGE FIELD ALLO4iABLE SDS SDS FRAMING CLIPS A35's, PANEL SHEATHING NAIJNG NAILING SHEAR 1Cxi's SCREWS SCREWS LS50's OR_TP'-'s TYPE ' (8)COMMON) (COMMON) (i'LF) SINKER LSL&DF LVL 5),(61 91 RINI BOARD RIM BOARD 3r8"APA 8 c's 8 d`s 269 17)1 220 q;6"(:)G. cil 16"O.C. a 14'O.C. cil to"O.C.rated L 6'O.G. a) 12"O.C. A 3 8'APA 8 d's 8 d s [ 3201)4 2' ratted zi?4-O.C. `D 12"O.C. ti<a"O.C. (i '2"O.C. ;ci: 10'O.C. `1 12"O.C. a 10)10)10)10) L I 3;8"APA 8 d's 8 d's 7) 3"O.C. iIIi 8 O.C. a f"O.C. a)8"O.C. 14)(2) tated @ 3"O.C. (i' 12"O.C. 41U 4 3'8"APA 8 ds 8 d`s 6`10 ( 7) 10)10)10)10) rated s 2`O.C. Ohl 12"O.C. 2"O.C. 6'O.C. 2 5"O.C.R.8'O.C. 4't(2) t- 53U A15+32"APA 2 ROvd5 0)10)10)10) ratca 1 C d's 10 c's 870 @5"O C. ri,.1"O C. tip 6"O.C. 4)(2) gtructural I Cu?1"O.C. 12"O.C.STAGG. rc``)i 3"O.C. 1) SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. 2) PROVIDE 3"NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. 3) STUDS ARE SPACED a 16"O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. 4) PERIODIC SPECIAL INSPECTION IS REQUIRED. 5) USE CLIPS @ 6"O.G.ON SIMPSON STRONG WALL& HARDY FRAME(U.N.O.). 6) USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. 7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24"O.C. MAX. 8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. 9) NAILING @ 6"O.C. WHEN STUDS ARE SPACED L 24"O.C. 10) FOR DOUBLE SIDED SHEAR PANELS: a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE A. b. USE ONLY 1r4"Ox6"SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES/µ\& A. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING, FOR TYPES A. A&A. Version:6.4 3 OT 46 Job :64558YtjOTT`JISJv Plan :1 consulting up,inc. DESIGN CRITERIA: A. Code:2016 CBC Wind Exposure:C, Speed= 123mph Seismic Design Category :D, %= 1.83, S1=0.88, Sps=1.220, Sp1=0.875, Rx=6.5, Rv=6.5 B. Maximum 19%moisture content prior to Installation of Finish Material 4X Members:No.2 or Better 6X,8X Beams and Headers: No.1 or Better 2X Joists and Rafters: No.2 or Better Plates and Blocking:Standard Grade or Better Studs:Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better Parallam PSL Beams and Headers: Grade 2.0E DF, Fb=2900 psi(MIN), Fv=290 psi(MIN) Versa-Lam LVL Beams and Headers: Grade 2.OE, Fb=2900 psi(MIN), Fv=285 psi(MIN) TimberStrand LSL Beams and Headers: Grade 1.55E, Fb=2325 psi(MIN), Fv=425 psi(MIN) TimberStrand LSL Rim Board and Headers: Grade 1.3E, Fb= 1700 psi(MIN), Fv=425 psi(MIN) Glu-Lam Beams and Headers: 24F-V4, DF/DF, 1.8E, Fb=2400(T)/1850(B) psi (MIN), Fv=265 psi(MIN) C. N/A EXTERIOR WALL(WALL_E): DL= 15 INTERIOR WALL(WALL_I): DL= 10 PRIMARY ROOF(ROOF_P) Pitch:1 K=Increase for pitch: 1.00/12 2x12 12"O/C x K 5.22 Plywood(1/2") x K 1.56 1/2"Gyp. Board 2.20 Shingle x K 3.01 sprinkler: 1,00 Solar Panel: 4.00 Misc: 3.01 Snow Load: 0.00 Dead Load: 20.00 Live Load: 20.00 For design of trellis, assume the following loads: DL = 10 psf LL = 10 psf Version:6.4 4Or43 lJ OT T TS Job :64558 LJ 1 Plan :1 consulting up,inc. BEAM RR-1 (J/R):(N)ROOF RAFTERS OVER BEDRM.3 Loads(Downward+) ROOF_P 40 PLF=2.00'x(20.00+20.00)/2 from 0.00'to 8.75'8.75 Reactions(D+Lr+UMax.Load comb.)162 Down 175/175 175/175 Up 0/0 0/0 USE 2X4 DFL NO2 @ 12"O.C. Critical Shear 162 LB @ 0.33' 1.5xV/(F' x A)=0.205 Shear Dagragm:D+Lr F' =225,A=5.25 383 Critical Moment 383 LB-FT @ 4.42' M/(F'bx S)=0.77 F'b= 1941, S=3.06 Critical Deflection for TL= -0,615 INCH @ 4.33' L/240=0.438" Critical Deflection for LL = -0.308 INCH @ 4.33' L/540=0.194" OK BY INSPECTION Moment Diagragm:D+Lr 0.308 Deflection Diagram:Lr+L 5 OT 4:5 GOUVIS Job :64558 J ' 1 Plan :1 consulting oup,inc. BEAM RRAA(J/R):(N)CANT.ROOF RAFTERS OVER BEDRM.3 Loads(Downward+) ROOF_P 40 PLF=2.00'x(20.00+20.00)12 from 0.00'to 11.00' 8.75 11.00 Reactions(D+Lr+L/Max.Load comb.) Down 163/163 277/277 Up 0/0 0/0 USE 2X4 DFL NO2 @ 12"O.C. Critical Shear 173 LB @ 8.42' 1.5xV/(F' x A)=0.220 173 F'=225,A=5.25 Shear Diagragm D+Lr 334 Critical Moment 334 LB-FT @ 4.08' M/(F'bx S)=0.67 F'b= 1941, S=3.06 Critical Deflection for TL= -0.518 INCH @ 4.25' L/240=0.438" Critical Deflection for LL= .-0.259 INCH @ 4.25' L/540=0.194" OK BY INSPECTION Moment Diagragm:D+Lr 0.259 Deflection Diagram:Lr+L t)Or 4d GOTTVIS Job :64558 JJ j Plan :1 consulling4poup,inc. BEAM RR-2(J/R):(N)ROOF RAFTERS OVER DINING Loads(Downward+) ROOF_P 40 PLF=2.00'x(20.00+20.00)/2 from 0.00'to 19.50' 16.25 19.50 Reactions(D+Lr+UMax.Load comb.) Down 312/312 468/468 Up 0/0 0/0 USE 2-2X6 DFL NO2 @ 12"O.C. Critical Shear 318 LB @ 15.75' 1.5xV/(F' x A)=0.128 318 F',=225,A= 16.50 ShearDagragm:D+Lr 1217 Critical Moment 1217 LB-FT @ 7.83' M/(F'bx S)=0.57 F'b= 1682, S= 15.13 Critical Deflection for TL= -0.853 INCH @ 8.00' L1240=0,813" Critical Deflection for LL= -0.426 INCH @ 8.00' L/600=0.325" OK BY INSPECTION Moment Diagragm:D+Lr 0.426 Deflection Diagram:Lr+L OT 4s GOUVIS Job 64558 Plan :1 consultin oup,inc. BEAM RR-3(J/R):(N)ROOF RAFTERS OVER UTILITY/HALL Loads(Downward+) ROOF P 53 PLF=2.67'x(20.00+20.00)/2 from 0.00'to 8.75' 8.75 Reactions(D+Lr+UMax.Load comb.) 183 Down 263/263 203/203 Up 0/0 0/0 USE 2 x 6 DFL NO2 @ 16.0"D.C. Critical Shear 183 LB @ 1.50' 1.5xV/(F' x A)=0.148 Shear Dagragm:D+Lr F' =225,A=8.25 387 Critical Moment 387 LB-FT @ 4.92' M/(F'bx S)=0.37 F'b= 1682, S=7.56 Critical Deflection for TL= -0.125 INCH @ 4.92' U240=0.388" Critical Deflection for LL= -0.062 INCH @ 4.92' U540=0.172" Moment Diagragm:D+Lr 0.062 Deflection DiagramIr+L Version:5.4 d Of 43 GOIJVIS Job :64558 LJ 1 Plan :1 consultin oup,inc. BEAM RR-3B(J/R):(N)ROOF RAFTERS OVER UTILITY/HALL Loads(Downward+) ROOF P 53 PLF=2.67'x(20.00+20.00)/2 from 0.00'to 8.75' 7.00 8.75 Reactions(D+Lr+UMax.Load comb.) Down 175/175 292/292 Up 0/0 0/0 USE 2 x 6 DFL NO2 @ 16.0"O.C. Critical Shear 172 LB @ 6.50' 1.5xV/(F'vx A)=0.139 Shear Dagragm:D+Lr F' =225,A=8.25 287 Critical Moment 287 LB-FT @ 3.25' M/(F'bx S)=0.27 F'b= 1682, S=7.56 Critical Deflection for TL= -0.074 INCH @ 3.42' L/240=0.350" Critical Deflection for LL= -0.037 INCH @ 3.42' L/540=0.156" Moment Diagragm:D+Lr 0.037 Deflection Diagram:Lr+L Version:5.4 V Or A-6 Job 64558 j'/O7 T 77Sv f j Plan :1 consuldn oup,inc. BEAM RR-4(J/R):(N)T.&G. Loads(Downward+) ROOF_P 20 PLF=1:00'x(20.00+20.00)/2 from 0.00'to 7.00'7.00 Reactions(D+Lr+UMax.Load comb.)67 Down 70/70 70/70 Up 0/0 0/0 USE 2X6 DFL NO2 T.&G.(FLAT) 77 Critical Shear 67 LB @ 0.17' 1.5xV/(F'vx A)=0.057 Shear Diagragm:D+Lr F' =213,A=8.25 123 Critical Moment 123 LB-FT @ 3.50' M/(F'bx S)=0.48 F'b= 1488, S=2.06 Critical Deflection for TL= -0.437 INCH @ 3.50' L/240=0.350" Critical Deflection for LL= -0.218 INCH @ 3.50' L/540=0.156" OK BY INSPECTION Moment Diagragm:D+Lr 0.218 Deflection Diagram:Lr+L l U OT 40 GOTTVIS Job :64558 JJ 1 Plan :1 consulting9oup,inc. BEAM E1 (DROP):(E)BM.OVER LIVING @ 1st Floor Loads(Downward+) SELF WEIGHT 30 plf from 0.00ft to 25.25ft ROOF P 320 PLF=16.00'x(20.00+20.00)/2 from 0.00'to 25.25' 3.75 21.50 DOWN(D+Lr+L/Max.Comb.) 4415M415 25.25 UP(D+Lr+UMax.Comb.) 0/0 0/0 TRUSS DESIGN BY OTHER *" The reactions from this (E) member were used to design Beam #6 Version:6.4 110140 V OTT jj7 Job :64558 JJ v Plan :1 consultin oup,inc. BEAM 1 (DROP):BEAM AT NEW TRELLIS BY BEDRM.3 @ 1st Floor Loads(Downward+) SELF WEIGHT 6 plf from 0.00ft to 4.00ft 4.00 ROOFS 120 PLF=12.00'x(10.00+10.00)/2 from 0.00'to 4.00' Reactions(D+Lr+UMax.Load comb.) Down 276/276 276/276 Up 0/0 0/0 USE DFL NO2 4 x 6 (Fb=900,F =180) 20 Critical Shear 207 LB @ 3.50' 1.5xV/(F'vx A)=0.072 Shear Diagragm:D+Lr F' =225,A= 19.25 276 Critical Moment 276 LB-FT @ 2.00' M/(F'bx S)=0.13 F'b= 1455, S= 17.65 Critical Deflection for TL= -0.010 INCH @ 2.00' L/240=0.200" Critical Deflection for LL= -0.005 INCH @ 2.00' U480=0.100" Moment Diagragm:D+Lr 0.005 Deflection Diagram:Lr+L BEAM 1.1 (DROP):(N)BM. OVER BEDRM.3 @ 1st Floor Loads(Downward+) SELF WEIGHT 17 pif from 0.00ft to 23.25ft ROOF P 360 PLF=18.00'x(20.00+20.00)/2 from 0.00'to 23.25' Reactions(D+Lr+UMax.Load comb.) I 5.25 23.25 Down 5636/5636 3091/3091 Up 0/0 0/0 w/2-2X6 trim at support 1 (at 5'-3")t1) USE DFL N01 6 x 12(Fb=1350, F =170) Shear Diagragm:D+Lr Critical Shear 3290 LB @ 6.25' 1.5xV/(F' x A)=0.367 F'v=213,A=63.25 12725 Critical Moment 12725 LB-FT @ 15.00' M/(F'bx S)=0.76 F'b= 1652, S= 121.23 Critical Deflection for TL= -0.633 INCH @ 14.50' U240=0.900" Critical Deflection for LL= -0.301 INCH @ 14.50' U480=0.450" MomentDiagragm:D+Lr 0.633 Deflection Diagram:D+Lr 1) selected post do not consider combined axial and out-of-plane bending Version:6.4 12 OT 43 GOIJVIS Job 64558 consultin oup,inc. Plan :1 BEAM 1.2(DROP):(N)BM. OVER BEDRM.3(BY TRELLIS)@ 1st Floor Pi i 2 Loads(Downward+) SELF WEIGHT 11 off from 0.00R to 23.25ft 5.25 ROOF_P 270 PLF=13.50'x(20.00+20.00)12 from 0.00'to 23.25' 15.75 Point from Support 1 of Beam 1 @ 5.25ft,(D=132 Lr=144)(Pl) 19.25 Point from Support 1 of Beam 1 @ 15.75R,(D=132 Lr-- )(P2) 23.25 Point load Location Reactions(D+Lr+L/Max.Load comb.) 1604 Down 3448/3448 2421/2421 688/688 527/527 Up 0/0 0/0 0/0 0/0 w/2-2X4 trim at support 1 (at 5'-3")(1) USE DFL NO2 4 x 12(Fb=900,F =180) Shear Diagragm:D+Lr Critical Shear 1604 LB @ 5.58' 1.5xV/(F' x A)=0.271 F' =225,A=39.38 Critical Moment 3873 LB-FT @ 5.25' M/(F'bx S)=0.52 F'b= 1201, S=73.83 3873 Critical Deflection for TL= -0.106 INCH @ 0.00' U120=0.525" Moment Diagragm:D+Lr Critical Deflection for LL= -0.051 INCH @ 0.00' U180=0.350" 0.106 Deflection Diagram:D+Lr BEAM 3(DROP):(N)BM.OVER BEDRM.3 @ 1st Floor Loads(Downward+) SELF WEIGHT 9 plf from 0.00ft to 5.50fr ROOF P 600 PLF=30.00'x(20.00+20.00)12 from 0.00'to 5.50' Reactions(D+Lr+L/Max.Load comb.) 5.50 Down 1675/1675 1675/1675 Up 0/0 0/0 1167 USE DFL NO2 4 x 10(Fb=900,F =180) Critical Shear 1167 LB @ 0.83' 1.5xV/(F' x A)=0.240 F'=225,A=32.38 Shear Diagragm:D+Lr Critical Moment 2303 LB-FT @ 2.75' M/(F'bx S)=0.42 2303 F'b= 1334, S=49.91 Critical Deflection for TL= -0.034 INCH @ 2.75' U240=0.275" Critical Deflection for LL= -0.017 INCH @ 2.75' U480=0.138" Moment Diagragm:D+Lr 0.034 Deflection Diagram:D+Lr 1) selected post do not consider combined axial and out-of-plane bending Version:6.4 Id OT 43 GOUVIS Job 64558 consultin oup,inc. Plan :1 BEAM 3.1 (DROP):(N)BM.OVER BEDRM.3 @ 1st Floor 1 Loads(Downward+) SELF WEIGHT 7 plf from 0.00ft to 3.50R 3.50 ROOF P 53 PLF=2.67'x(20.00+20.00)/2 from 0,00'to 3.50' r 2.00 Point from Support 1 of Beam 3 @ 2R,(D=850 Lr-825)(Pl) Point load Location Reactions(D+Lr+UMax.Load comb.) Down 823/823 1063/1063 Up 0/0 0/0 11042 USE DFL NO2 4 x 8(Fb=900,F,,=180) Shear Diagragm:D+Lr Critical Shear 1042 LB @ 3.17' 1.5xV/(F' x A)=0.274 F'=225,A=25.38 1525 Critical Moment 1526 LB-FT @ 2.00' M/(F'bx S)=0.41 F'b= 1454, S=30.66 Critical Deflection for TL= -0.015 INCH @ 1.83' U240=0.175" Moment Diagragm:D+Lr Critical Deflection for LL= -0.007 INCH @ 1.83' U480=0.088" 0.015 Deflection Diagram:D+Lr BEAM 3.2(DROP):(N)BM.OVER BEDRM.3/HALL @ 1st Floor Loads(Downward+) SELF WEIGHT 6 plf from 0.00ft to 3.50R ROOF P 640 PLF=32.00'x(20.00+20.00)/2 from 0.00'to 3.50' Reactions(D+Lr+L/Max.Load comb.) 3.50 Down 1131/1131 1131/1131 Up 010 0/0 USE DFL NO2 4 x 6(Fb=900,F =180) Critical Shear 808 LB @ 3.00' 1.5xV/(F' x A)=0.280 ao F' =225,A= 19.25 Shear Diagragm:D+Lr Critical Moment 989 LB-FT @ 1.75' M/(F'bx S)=0.46 989 F'b= 1456, S= 17.65 Critical Deflection for TL= -0.028 INCH @ 1.75' U240=0.175" Critical Deflection for LL= -0.014 INCH @ 1.75' U480=0.088" Moment Diagragm:D+Lr 0.028 Deflection Diagram:D+Lr Version:6.4 14 Or 4ZJ GOUVIS Plan :1 Job 64558 consultin oup,inc. BEAM 3.3(DROP):(N)BM./HDR.OVER HALL @ 1st Floor Loads(Downward+) SELF WEIGHT 6 plf from 0.00ft to 5.00ft 5.00 ROOF P 240 PLF=12.00'x(20.00+20.00)/2 from 0.00'to 5.00' t• Reactions(D+Lr+L/Max.Load comb.) Down 615/615 615/615 Up 0/0 0/0 USE DFL NO2 4 x 6(Fb=900, F =180) 49 Critical Shear 492 LB @ 4.50' 1.5xV/(F' x A)=0.170 Shear DOiagragm:D+Lr F'=225,A= 19.25 769 Critical Moment 769 LB-FT @ 2.50' M/(F'bx S)=0.36 F'b= 1454, S= 17.65 Critical Deflection for TL= -0.045 INCH @ 2.50' L/240=0.250" Critical Deflection for LL= -0.022 INCH @ 2.50' L/480=0.125" Moment Diagragm:D+Lr 0.046 Deflection Diagram:D+Lr BEAM 3.4(DROP):(N)BM.OVER HALUDINING @ 1st Floor Loads(Downward+) SELF WEIGHT 6 plf from 0.00ft to 3.50ft ROOF P 360 PLF=18.00'x(20.00+20.00)/2 from 0.00'to 3.50' Reactions(D+Lr+UMax.Load comb.) 3.50 Down 641/641 641/641 Up 0/0 0/0 USE DFL NO2 4 x 6(Fb=900,F=180) Critical Shear 458 LB @ 3.00' 1.5xV/(F' x A)=0.158 as F' =225,A= 19.25 Shear Diagragm:D+Lr Critical Moment 560 LB-FT @ 1.75' M/(F'bx S)=0.26 560 F'b= 1456, S= 17.65 Critical Deflection for TL= -0.016 INCH @ 1.75' U240=0.175" Critical Deflection for LL= -0.008 INCH @ 1.75' U480=0.088" Moment Diagragm:D+Lr 0.016 Deflection Diagram:D+Lr Version:6.4 T 10 Or 4:3 V O lJ 11J Job :64558l1T`,T C Plan :1 consultin oup,inc. BEAM 4(DROP):(N)BM.OVER DINING @ 1st Floor Loads(Downward+) SELF WEIGHT 9 plf from 0.00ft to 12.50ft 12.50 ROOF P 80 PLF=4.00'x(20.00+20.00)12 from 0.00'to 12.50' Reactions(D+Lr+UMax.Load comb.) Down 5561556 556/556 Up 0/0 0/0 USE DFL N01 6 x 6(Fb=1200, F = 170) 5t2 Critical Shear 512 LB @ 12.00' 1.5xV/(F' xA)=0.119 Shear Diagragm:D+Lr F' =213,A=30.25 nas Critical Moment 1738 LB-FT @ 6.25' M/(F'bx S)=0.50 F'b= 1500, S=27.73 Critical Deflection for TL= -0.401 INCH @ 6.25' U240=0.625" Critical Deflection for LL= -0.180 INCH @ 6.25' L/480=0.313" Moment Diagragm:D+Lr 0.401 Deflection Diagram:D+Lr BEAM 6(DROP): IN)SM.OVER DININGILIVING Loads(Downward+) I,_,•-'•II r Y~-` A 14 75,r'LF C 3633 t'urnt luau Lucatur, Reactions(D+Lr+UMax.Load comb.)LT- Dowr 3741,,3741; z'112.,3110 171771 i Up 0/0 0/0 w/2.2X6 trim at support 1 (at 0'.0")'' 1937Z USE PARALLAM 5 1A"X 9 1 4"2.0E(F c 2800.F,a 285) C,r cal Shear 3683 LB t, 3.33' 1.5xV(='.x A> I 356. A-48 56 C=ir,cal hlrJnien: 19312 LB FT @ 6.0C•' Ia1itF',,x Si=O88 tc;,;. r ;_rr»;•: F M332, c = 7L.87 Critical Deflection for T1_ _ -0.830 INCH di 6.75' L1240=0.700" C i`cal [}flea=or for L I•. - Q 33,^ INCH i 6 7S I,'48:]- C. 25,^' O,K. BY INSPE:C I'ON 1 0 aid 1) selected post do not consider combined axial and out-of-plane bending Version:6.4 l b Of 4J GOUVIS Job :64558 consulti roup,inc. Plan :1 BEAM 6.1 (DROP): (N)FASCIA MEMBER OUTSIDE MASTERBATH @ 1st Floor Pi Loads(Downward+) A SELF WEIGHT 4 plf from 0.00ft to 13.50ft 13.50 OINTLOAD @ 6.75'(D=175 Lr-175)(Pl) 6.75 1 Point load Location Reactions(D+Lr+UMax.Load comb.) Down 202/202 202/202 Up 0/0 0/0 USE DFL NO2 3 x 6(Fb=900,F =180) 201 Critical Shear 201 LB @ 13.17' 1.5xV/(F'"x A)=0.097 Shear Diagragm:D+Lr F' =225,A= 13.75 1272 Critical Moment 1272 LB-FT @ 6.75' M/(F'bx S)=0.87 F'b= 1395, S= 12.60 Critical Deflection for TL= -0.613 INCH @ 6.75' U240=0.675" Critical Deflection for LL= -0.279 INCH @ 6.75' U480=0.338" Moment Diagragm:D+Lr 0.613 Deflection Diagram:D+Lr BEAM 7(DROP):(N)BM.OVER MASTERBATH @ 1st Floor Loads(Downward+) SELF WEIGHT 9 plf from 0.00ft to 7.00ft ROOF P 280 PLF=14.00'x(20.00+20.00)12 from 0.00'to 7.00' 3.50 Reactions(D+Lr+UMax.Load comb.) 7. Down 0/0 2023/2023 Up 0/0 0/0 USE DFL NO2 4 x 10(Fb=900,F =180) Critical Shear 771 LB @ 2.67' 1.5xV/(F' x A)=0.159 7 F' =225,A=32.38 Shear Diagragm:D+Lr Critical Moment 1770 LB-FT @ 3.50' M/(F'bx S)=0.32 F'b= 1340, S=49.91 Critical Deflection for TL= -0.051 INCH @ 7.00' U120=0.350" Critical Deflection for LL= -0.025 INCH @ 7.00' U180=0.233" 1770 Moment Diagragm:D+Lr 0.051 Deflection Diagram:D+Lr Version:6.4 l f Oi 4J GOj((JJTV1S Job :64558 1 Plan :1 consultin oup,inc. BEAM 8(DROP):(N)BM.OVER MASTERBATH @ 1st Floor 1 Loads(Downward+) SELF WEIGHT 14 plf from 0.00ft to 12.00ft 12.00 ROOF P 40 PLF=2.00'x(20.00+20.00)/2 from 0.00'to 12.00' 6.75 WALL_E 75 PLF=5.00'x 15.00 from 0.00'to 16.50' OINTLOAD @ 6.75'(D=420 Lr=420)(P1) Point load Location Reactions(D+Lr+UMax.Load comb.) Down 1142/1142 1247/1247 UTEEIlluUp0100/0 1204 Shear Diagragm:D+Lr USE DFL N01 6 x 10(Fb=1350, Fv=170) Critical Shear 1204 LB @ 11.67' 1.5xV/(F'"x A)=0.163 4766 F' =213,A=52.25 Critical Moment 4766 LB-FT @ 6.75' M/(F'bx S)=0.41 F'b= 1667, S=82.73 Moment Diagragm:D+Lr Critical Deflection for TL= -0.177 INCH @ 6.08' U240=0.600" Critical Deflection for LL= -0.056 INCH @ 6.17' L/480=0.300" 0A 7 Deflection Diagram +Lr Version:6.4 1 M OT 40 Steel Beam File=K:\Calcs\64558\structural\K Drive(Calculations&Drawings PDF)\PDF\Calculations\64558.ec6 i_ENERCALC,INC.1983-2016,Build 6.16.10.31,Ver:6.16.10.31 0.0t00•GOUVIS ENGINEERING Description: Beam 2-(N)Beam Over Bedroom 3 CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: CBC 2016 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 40 D(1.78)Lr1.668) Span=11.0 ft Span=6.750 ft W 10x19 W10ss19 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.020, Lr=0.020 ksf, Tributary Width=2.0 ft Load(s)for Span Number 2 Point Load: D=1.780, Lr=1.668 k(d)6.750 ft,(From Beam 1.2) DESIGN SUMMARY Maximum Bending Stress Ratio =0.559: 1 Maximum Shear Stress Ratio= 0.075 : 1 Section used for this span W10x19 Section used forth is span W10x19 Mu:Applied 35.503 k-ft Vu :Applied 5.715 k Mn*Phi:Allowable 63.545 k-ft Vn'Phi:Allowable 76.50 k Load Combination 1.20D+1.60Lr+0.50L+1.60H Load Combination 1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 0.000ft Location of maximum on span 11.000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.289 in Ratio= 560>=360 Max Upward Transient Deflection 0.054 in Ratio= 2A37>=360 Max Downward Total Deflection 0.602 in Ratio= 269 >=240. Max Upward Total Deflection 0.112 in Ratio= 1180 >=240. Maximum Forces& Stresses for Load Combinations Load Combination Max Stress-Ratios-Summary of Moment Values Summary of Shear Values Segment Length Span#M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx 1.40D+1.60H Dsgn.L= 11.00 ft 1 0.251 0,040 18.70 18.70 82.91 74.61 1.80 1.00 3.05 76.50 76.50 Dsgn.L= 6.75 ft 2 0.294 0.040 18.70 18.70 70.61 63.55 1.00 1.00 3.05 76.50 76.50 1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 11.00 ft 1 0.298 0.047 22.12 22.12 82.40 74.16 1.79 1.00 3.58 76.50 76.50 Dsgn.L= 6.75 ft 2 0.348 0.047 22.12 22.12 70,61 63.55 1.00 1.00 3.58 76.50 76.50 1.20D+1.60L+0.50S+1.60H Dsgn.L= 11.00 ft 1 0.215 0.034 16.03 16.03 82.91 74.61 1,80 1.00 2.61 76.50 76.50 Dsgn.L= 6.75 ft 2 0.252 0.034 16.03 16.03 70.61 63.55 1.00 1.00 2.61 76.50 76.50 1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 11.00 ft 1 0.481 0.075 35.50 35.50 81,94 73.75 1.78 1.00 5.71 76.50 76.50 Dsgn.L= 6.75 ft 2 0.559 0.075 35.50 35.50 70.61 63.55 1.00 1.00 5.71 76.50 76.50 1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 11.00 ft 1 0.481 0,075 35.50 35.50 81.94 73.75 1.78 1,00 5.71 76.50 76.50 Dsgn.L= 6.75 ft 2 0,559 0.075 35.50 35.50 70.61 63.55 1.00 1.00 5.71 76.50 76.50 1.20 D+0.50 L+1.60 S+1,60 H Dsgn.L= 11.00 ft 1 0.215 0.034 16.03 16.03 82.91 74.61 1.80 1.00 2.61 76,50 76.50 Dsgn.L= 6.75 ft 2 0.252 0.034 16.03 16.03 70.61 63.55 1.00 1.00 2.61 76.50 76.50 1.20D+1.60S+0.50W+1.60H Dsgn.L= 11.00 ft 1 0,215 0.034 16.03 16.03 82.91 74.61 1.80 1.00 2.61 76.50 76.50 Dsgn.L= 6.75 ft 2 0.252 0.034 16.03 16.03 70.61 63.55 1.00 1.00 2.61 76.50 76.50 1.20D+0.50Lr+0.50L+W+1.60H IV OT 4J Steel Beam File=KACalcs1645581structurakK Drive(Calculations&Drawings PDF)IPDF1Calculaton44558.ec6 I ENERCALC,INC.1983-2016,BmId:6.16.10.31,Ver:6.16.10.31 60r 6GOLIVIS ENGINEERING Description: Beam 2-(N)Beam Over Bedroom 3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn.L= 11.00 ft 1 0.298 0.047 22.12--- 22.12 82.40-74.1 6 1.79-- 1.00-- -3.58-- 76.50- - 76.50- Dsgn.L= 6.75 It 2 0.348 0.047 22.12 22.12 70.61 63.55 1.00 1.00 3.58 76.50 76.50 1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 11.00 ft 1 0.215 0.034 16.03 16.03 82.91 74.61 1.80 1.00 2.61 76.50 76.50 Dsgn.L= 6.75 ft 2 0.252 0.034 16.03 16.03 70.61 63.55 1.00 1.00 2.61 76.50 76.50 1.20D+0.50L+0.70S+E+1.60H Dsgn.L= 11.00 It 1 0.215 0.034 16.03 16.03 82.91 74,61 1.80 1.00 2.61 76.50 76.50 Dsgn.L= 6.75 ft 2 0.252 0.034 16.03 16.03 70.61 63.55 1.00 1.00 2.61 76.50 76.50 0.90D+W+0.90H Dsgn.L= 11.00 ft 1 0.161 0.026 12.02 12.02 82.91 74.61 1.80 1,00 1.96 76.50 76.50 Dsgn.L= 6.75 It 2 0.189 0.026 12.02 12.02 70.61 63.55 1.00 1.00 1.96 76.50 76.50 0.90D+E+0.90H Dsgn.L= 11.00 It 1 0.161 0.026 12.02 12.02 82.91 74.61 1.80 1.00 1.96 76.50 76.50 Dsgn.L= 6.75 ft 2 0.189 0.026 12.02 12.02 70.61 63.55 1.00 1.00 1.96 76.50 76.50 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 D+Lr+H 0.1119 6.468 D+Lr+H 2 O.6019 6.750 0.0000 6.468 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Overarll MAXi-mum 1.776 6.982 Overall MINimum 0.534 2.230 D+H 0.890 3.717 D+L+H 0.890 3.717 D+Lr+H 1.776 6.982 D+S+H 0.890 3.717 D+0.750Lr+0.750L+H 1.555 6.166 0+0.750L+0.750S+H 0.890 3.717" D+0.60W+H 0.890 3.717 D+0.70E+H 0.890 3.717 D+0.750Lr+0.750L+0.450W+H -1.555 6.166 D+0.750L+0.750S+0.450W+H -0.890 3.717 D+0.750L+0.750S+0.5250E+H -0.890 3.717 0.60D+0.60W+0.60H 0.534 2.230 0.60D+0.70E+0.60H 0.534 2.230 D Only 0.890 3.717 Lr Only 0.886 3.264 L Only S Only W Only E Only H Only eU OT 40 Steel Beam le=n:164558-Ramsour-Johnston Residence\K Drive(Calculations&Drawings PDF)IPI)RCalculations164558.ec6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 i.0i0i•GOUVIS ENGINEERING Description: Beam 5-(N)Beam Over Dining CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: CBC 2016 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.5)L10.5) 0.30 r 0.30 I Span=4.50 ft Span=4.50 ft W6xl2 W6x12 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.020, Lr=0.020 ksf, Tributary Width=15.0 ft Load(s)for Span Number 1 Point Load: D=0,50, Lr=0.50 k(a)0.0 ft,(From Beam 4) DESIGN SUMMARY Maximum Bending Stress Ratio =0.511 : 1 Maximum Shear Stress Ratio= 0.126 : 1 Section used for this span W6x12 Section used for this span W6x12 Mu:Applied 14.951 k-ft Vu :Applied 5.245 k Mn*Phi:Allowable 29.253 k-ft Vn'Phi:Allowable 41.607 k Load Combination 1.20D+1.60Lr+0.501_+1.60H Load Combination 1.20D+1.60Lr+0.501_+1.60H Location of maximum on span 4.500ft Location of maximum on span 4.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.165 in Ratio= 654>=360 Max Upward Transient Deflection 0.015 in Ratio= 3,716>=360 Max Downward Total Deflection 0.333 in Ratio= 324>=240. Max Upward Total Deflection 0.029 in Ratio= 1842 >=240. Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx 1.40D+1.60H Dsgn.L= 4.50 ft 1 0.259 0.064 7.57 7.57 32.50 29.25 1.00 1.00 2,67 41.61 41.61 Dsgn.L= 4.50 ft 2 0.243 0.064 7.57 7.57 34.58 31.13 1,99 1.00 2.67 41.61 41.61 1.20D+0.50Lr+1.60 L+1.60 H Dsgn.L= 4.50 ft 1 0.312 0.077 9,13 9.13 32.50 29.25 1.00 1.00 3.21 41.61 41.61 Dsgn.L= 4.50 ft 2 0.293 0,077 9.13 9.13 34.58 31.13 1.99 1.00 3.21 41.61 41.61 1.20D+1.60L+0.50S+1.60H Dsgn.L= 4.50 ft 1 0.222 0.055 6.49 6.49 32.50 29.25 1.00 1.00 2.28 41.61 41.61 Dsgn.L= 4.50 ft 2 0.209 0.055 6.49 6.49 34.58 31.13 1.99 1.00 2.28 41.61 41.61 1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 4.50 ft 1 0.511 0.126 14.95 14.95 32.50 29.25 1.00 1.00 5,24 41.61 41.61 Dsgn.L= 4.50 ft 2 0.480 0.126 14.95 14.95 34.58 31.13 1.99 1.00 5.24 41.61 41.61 1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 4.50 ft 1 0.511 0.126 14.95 14.95 32.50 29.25 1,00 1.00 5.24 41.61 41.61 Dsgn.L= 4.50 ft 2 0.480 0.126 14.95 14.95 34.58 31.13 1.99 1.00 5.24 41.61 41.61 1.20D+0.50L+1.60S+1.60H Dsgn.L= 4.50 ft 1 0.222 0.055 6.49 6.49 32.50 29.25 1.00 1.00 2.28 41.61 41.61 Dsgn.L= 4.50 ft 2 0.209 0.055 6.49 6.49 34.58 31.13 1.99 1.00 2.28 41.61 41.61 1.20D+1.60S+0.50W+1.60H Dsgn.L= 4.50 ft 1 0.222 0.055 6.49 6.49 32.50 29.25 1.00 1.00 2.28 41.61 41.61 Dsgn.L= 4.50 ft 2 0.209 0.055 6.49 6.49 34.58 31.13 1.99 1.00 2.28 41.61 41.61 1,20D+0.50Lr+0.50L+W+1.60H Yl OT 40 Steel Beam le=n:164558-Ramsour-Johnston Residence\K Drive(Calculations&Drawings PDF)IPDRCalculations164558.ec6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver.6.16.10.31 t.0000 Description: Beam 5-(N)Beam Over Dining Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span#M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 4.50 ft 1 0.312 0.077 9.13 9.13 32.50 29.25 1.00 1.00 3.21 41.61 41.61 Dsgn.L= 4.50 ft 2 0.293 0.077 9.13 9.13 34.58 31.13 1.99 1.00 3.21 41.61 41.61 1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 4.50 ft 1 0.222 0.055 6.49 6.49 32.50 29.25 1.00 1.00 2.28 41.61 41.61 Dsgn.L= 4.50 ft 2 0.209 0.055 6.49 6.49 34.58 31.13 1.99 1.00 2.28 41.61 41.61 1.20 D+0.50 L+0.70 S+E+1.60 H Dsgn.L= 4.50 ft 1 0.222 0.055 6.49 6.49 32.50 29.25 1.00 1.00 2.28 41.61 41.61 Dsgn.L= 4.50 ft 2 0.209 0.055 6.49 6.49 34.58 31.13 1.99 1.00 2.28 41.61 41.61 0.90D+W+0.90H Dsgn.L= 4.50 ft 1 0.166 0.041 487 4.87 32.50 29.25 1.00 1.00 1.71 41.61 41.61 Dsgn.L= 4.50 ft 2 0.156 0,041 4.87 4.87 34.58 31.13 1.99 1.00 1.71 41.61 41.61 0.90D+E+0.90H Dsgn.L= 4.50 ft 1 0.166 0.041 4.87 4.87 32.50 29.25 1.00 1.00 1.71 41.61 41.61 Dsgn.L= 4.50 ft 2 0.156 0.041 4.87 4.87 34.58 31,13 1.99 1.00 1.71 41.61 41.61 Overall Maximum Deflections Load Combination Span Max '"Deft Location in Span Load Combination Max."+"Defl Location in Span D+Lr+H 1 0.3334 0.000 0.0000 0.000 2 0.0000 0.000 D+Lr+H 0.0293 1.800 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.508 1.000 Overall MINimum 2.285 0.300 D+H 3.808 0.500 D+L+H 3.808 0.500 D+Lr+H 7.508 1.000 D+S+H 3.808 0.500 D+0.750Lr+0.750L+H 6.583 0.875 D+0.750L+0.750S+H 3,808 0.500 D+0.60W+H 3.808 0.500 D+0.70E+H 3.808 0.500 D+0.750Lr+0.750L+0.450W+H 6.583 0.875 D+0.750L+0.750S+0.450W+H 3.808 0.500 D+0.750L+0.750S+0.5250E+H 3.808 0.500 0.60D+0.60W+0.60H 2,285 0.300 0.60D+0.70E+0.60H 2.285 0.300 D Only 3.808 0.500 LrOnly 3.700 0.500 L Only S Only W Only E Only H Only YZ 0140 kOfIS1411i i{ gl`oup, lilt. SECTION 2L B z i Lj C w 2 O it LU F SECTION I L ROOF SHEAR WALL LAYOUT L:i OT 4:i Job :64558IOTTT7StjL.J v j Plan :1 consultin oup,inc. SECTION 1 - DIRECTION L BLDG DIMENSION (FT): BASE HT=0.0 HEIGHT= 10.0 B=88.0 L=62.0 SECTION DIMENSION (FT): BASE HT=0.0 HEIGHT= 10.0 WIDTH=85.0 DEPTH=34.0 PLATE HT.: 1-FLR=9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 123MPH WIND EXPOSURE=C COEFFICENTS: Kd=0.85, K,.t= 1.00, G=0.85, Gcpi=t0.18, w= 1.00, qh=27.95PSF INTERPOLATION:UB=>YES, h/L=>YES, 8=>YES WIND HEIGHT(FT): 15 20 25 30 40 50 WALL PRESSURE wP(PSF): 30.88 32.07 33.04 33.87 35.24 36.36 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Gable W=85'L=17'Windward 13.97 24.03 16.91 6.85 31296 16758 Gable W=85'L=17'LeeWard 16.91 6.85 13.97 24.03 31296 16758 WIND LOAD: ROOF= 101.90 =0.6 x 169.84 PLF(MAX.) UPLIFT AVE.= 12.99 PSF MAX TOTAL= 101.90 PLF SEISMIC PARAMETERS: Ss= 1.83 S1=0.88 Fa= 1.00 F = 1.50 Ry=6.50 SITE CLASS:D SDs=2FaSs/3=1.220 SD1=2F St/3=0.875 SDC=E 1e=1.00 k=1.00 V=SDsxIxW/1.4xR= 0.1341W ROOF: DL ROOF=20.00 x 2890.00/85.00=680.00 PLF DL EXT WALL= 15.00 x 170.00 x 4.50/85.00= 135.00 PLF DL INT WALL= 10.00 x 170.00 x 4.50/85.00= 90.00 PLF SHEAR= 0.1341 x(680.00+ 135.00+90.00)= 121.36 PLF SHEAR ROOF= 121.36 x 905.00 x 9.0/8145= 121.36 PLF (157.73 PLFf1)) ROOF: 121.36 PLF SEISMIC GOVERN ROOF DIAPHRAGM: V= 157.73 PLF ALIGN MAX SHEAR=157.73 x 85.00/(2 x 34.00)= 197.16 PLF USE: 15132"CDX RATED BLOCKED 32/16 w/8d COMMON NAILS AT 6". 6". 12"O.C.(Min. Blockina=4'-O") CHORD FORCE= 157.73 x 85.00 2/(8 x 34.00)=4189.67 LBS USE:MST37(Fmin=4190 LBS)BETWEEN SPLICE POINT SECTION 1 - DIRECTION T BLDG DIMENSION (FT): BASE HT=0.0 HEIGHT= 10.0 B=88.0 L=62.0 SECTION DIMENSION (FT): BASE HT=0.0 HEIGHT= 10.0 WIDTH=34.0 DEPTH=85.0 PLATE HT.: 1-FLR=9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 123MPH WIND EXPOSURE=C COEFFICENTS: Kd=0.85, Kzt= 1.00, G =0.85, GCp t0.18, w= 1.00, qh=27.95PSF INTERPOLATION:UB=>YES, h/L=>YES, 8=>YES WIND HEIGHT(FT): 15 20 25 30 40 50 WALL PRESSURE wP(PSF): 28.89 30.07 31.05 31.87 33.25 34.37 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Hip Roof W=34'L=42.5'Windward -9.31 0.75 12.16 2.1 31296 16758 Hip Roof W=34'L=42.5'LeeWard 12.16 2.1 9.31 0.75 31296 16758 WIND LOAD: ROOF=82.80 =0.6 x 138.00 PLF(MAX.) UPLIFT AVE. = 12.99 PSF MAX TOTAL= 82.80 PLF SEISMIC PARAMETERS: Ss= 1.83 St=0.88 Fa= 1.00 F,= 1.50 RX=6.50 SITE CLASS:D SDs=2FaSs/3=1.220 SD1=2F St/3=0.875 SDC=E 6=1.00 k=1.00 V= SDsxIxW/1.4xR= 0.1341W ROOF: DL ROOF=20.00 x 2890.00/34.00= 1700.00 PLF DL EXT WALL= 15.00 x 68.00 x 4.50/34.00= 135.00 PLF DL INT WALL= 10.00 x 68.00 x 4.50/34.00= 90.00 PLF SHEAR= 0.1341 x(1700.00+ 135.00+90.00)=258.14 PLF SHEAR ROOF= 258.14 x 1925.00 x 9.0/17325= 258.14 PLF (335.50 PLF0)) ROOF: 258.14 PLF SEISMIC GOVERN ROOF DIAPHRAGM: V= 335.50 PLF ALIGN MAX SHEAR=335.50 x 34.00/(2 x 85.00)=67.10 PLF USE: 15132"CDX RATED UNBLOCKED 32116 w/8d COMMON NAILS AT 6". 6". 12"O.C. CHORD FORCE=335.50 x 34.00 2/(8 x 85.00)=570.35 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8"O.C. (STANDARD CONSTRUCTION) 1)Load from Diaphragm Only Version:6.4 Y4 OT 46 GOTT`7Ia Job 64558 J v l Plan :1 consultin oup,inc. SECTION 2 - DIRECTION L BLDG DIMENSION (FT): BASE HT=0.0 HEIGHT=10.0 B=88.0 L=62.0 SECTION DIMENSION (FT): BASE HT=0.0 HEIGHT= 10.0 WIDTH=46.0 DEPTH=32.0 PLATE HT.: 1-FLR=9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 123MPH WIND EXPOSURE=C COEFFICENTS: Kd=0.85, K=t= 1.00, G=0.85, Gcp t0.18, w= 1.00, qh=27.95PSF INTERPOLATION:L/B=>YES, h/L=>YES, 6=>YES WIND HEIGHT(FT): 15 20 25 30 40 50 WALL PRESSURE wP(PSF): 30.88 32.07 33.04 33.87 35.24 36.36 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Gable W=46'L=16'Windward 13.97 24.03 16.91 6.85 15940 8536 Gable W=46'L=16'LeeWard 16.91 6.85 13.97 24.03 15940 8536 WIND LOAD: ROOF=101.90 =0.6 x 169.84 PLF(MAX.) UPLIFT AVE.=12.99 PSF MAX TOTAL= 101.90 PLF SEISMIC PARAMETERS: %= 1.83 St=0.88 Fa= 1.00 F = 1.50 Ry=6.50 SITE CLASS:D SDs=2F.%/3=1.220 SD1=2F St/3=0.875 SDc=E Ie=1.00 k=1.00 V= SDsxIxW/1.4xR= 0.1341W ROOF: DL ROOF=20.00 x 1475.00/46.00=641.30 PLF DL EXT WALL= 15.00 x 92.00 x 4.50/46.00= 135.00 PLF DL INT WALL= 10.00 x 92.00 x 4.50/46.00= 90.00 PLF SHEAR= 0.1341 x(641.30+135.00+90.00)= 116.17 PLF SHEAR ROOF= 116.17 x 866.30 x 9.0/7797= 116.17 PLF (150.98 PLIF ROOF: 116.17 PLF SEISMIC GOVERN ROOF DIAPHRAGM: V= 150.98 PLF ALIGN MAX SHEAR=150.98 x 46.00/(2 x 32.00)= 108.52 PLF USE: 15132"CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6". 6" 12"O.C. CHORD FORCE= 150.98 x 46.00 2/(8 x 32.00)=1247.98 LBS USE: 7- 16d SINKER NAIL MINIMUM EACH SIDE OF SPLICE SPLICE POINT SECTION 2 - DIRECTION T BLDG DIMENSION (FT): BASE HT=0.0 HEIGHT= 10.0 B=88.0 L=62.0 SECTION DIMENSION (FT): BASE HT=0.0 HEIGHT= 10.0 WIDTH=32.0 DEPTH=46.0 PLATE HT.: 1-FLR=9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 123MPH WIND EXPOSURE=C COEFFICENTS: Kd=0.85, KZt= 1.00, G =0.85, Gcp t0.18, w= 1.00, qh=27.95PSF INTERPOLATION:L/B=>YES, h/L=>YES, 6=>YES WIND HEIGHT(FT): 15 20 25 30 40 50 WALL PRESSURE wP(PSF): 28.89 30.07 31.05 31.87 33.25 34.37 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Gable W=32'L=23'Windward 13.97 24.03 14.91 4.85 15940 8536 Gable W=32'L=23'LeeWard 14.91 4.85 13.97 24.03 15940 8536 WIND LOAD: ROOF=95.33 =0.6 x 158.88 PLF(MAX.) UPLIFT AVE.= 12.99 PSF MAX TOTAL= 95.33 PLF SEISMIC PARAMETERS: Ss= 1.83 S1=0.88 Fa= 1.00 F = 1.50 Rx=6.50 SITE CLASS:D SDs=2FaS5/3=1.220 SD1=21F S03=0.875 SDc=E 6=1.00 k=1.00 V= SDsxIxW/1.4xR= 0.1341W ROOF: DL ROOF=20.00 x 1475.00/32.00=921.88 PLF DL EXT WALL= 15.00 x 64.00 x 4.50/32.00= 135.00 PLF DL INT WALL= 10.00 x 64.00 x 4.50/32.00= 90.00 PLF SHEAR= 0.1341 x(921.88+135.00+90.00)= 153.80 PLF SHEAR ROOF= 153.80 x 1146.88 x 9.0/10322= 153.8 PLF (199.88 PLF")) ROOF: 153.80 PLF SEISMIC GOVERN ROOF DIAPHRAGM: V= 199.88 PLF ALIGN MAX SHEAR=199.88 x 32.00/(2 x 46.00)=69.52 PLF USE: 15132"CDX RATED UNBLOCKED 32116 w/8d COMMON NAILS AT 6". 6" 12"O.C. CHORD FORCE= 199.88 x 32.00 2/(8 x 46.00)=556.20 LBS SPLICE W/MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8"0.C. (STANDARD CONSTRUCTION) 1)Load from Diaphragm Only Version:6.4 L5 OT 4J GOUVIS Job 64558 Plan :1 consultin oup,inc. 1T_ROOF I2T_ROOF Wind:1868 34.00ft I 10.50ft Seismic:5614 Wind: 1858(LB) Seismic 7840(LB)= 1.3 (5614 +416) T,25 C D E 9.00 2.50 3.75 4.00 0. 13.75 4.50 3.50 0.25 7.50 8.25 7.50 0.85i0 7.75 Strap(E) 0.00 B A 84.00 14.00 20.95 41.00 45.50 56.75 65.00 76.25 6.25 1841 Drag Force Analysis A: Simpson ST22 (1192LB) ALT(10)#16 sinker per top plate splice B: Simpson ST6224 (21341-13) ALT(16)#16 sinker per top plate splice C: Simpson ST6236 (3230LB) ALT(22)#16 sinker per top plate splice D: Simpson MST37 (42671-13) ALT(24)#16 sinker per top plate splice Design Analysis WALL 1 1st Floor WALL NORTH OF GARAGE/LIVING/MASTER BEDRM. Exterior Direction:T Location:(0.00,0.00) p=1.3) Total Length=84.00 ft Total panel Length=34.25ft(Net Length=34.25ft) Shear Diaphragm=7840/84.00=93 plf Use(22 A35)or(15 LS50)Along Line of Shear Panel or for Framing Clips Spacing See S.W.Schedule Design Wall Shears=7840/34.25=229 plf(Flexible)Max. Drag=4190 Ibs Max panel deflection: OM=(4.0/1.00)x As x 1.4= 1.473"<_0.020 x 108.00=2.160" Use TYPE 1 Design Report: Loads: wall 135.00 plf=15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel O b=6.00 h=9.00 Left Side:T= 1935 LB C= 2260 LB STHD10/4x4 Right Side: T= 1935 LB C= 2260 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(2)5/8"x 12"Anchor Bolt (@ 56"O.C. max) Panel O b=7.75 h=9.00 Left Side:T= 1873 LB C= 2234 LB STHD10/4x4 Right Side: T= 1873 LB C= 2234 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)5/8"x 12"Anchor Bolt (@ 40"O.C. max) Panel O b=4.50 h=9.00 Left Side:T= 1995 LB C= 2299 LB STHD10/4x4 Right Side: T= 1995 LB C= 2299 LB STHD10/4x4 Use STHD10/4x4 on both ends wl(2)5/8"x 12"Anchor Bolt (@ 40"O.C.max) Version:6.4 Yb OT ZKJ GOVVIS Job :64558 J v j consultin oup,inc. Plan :1 WALL 1 1st Floor WALL NORTH OF GARAGE/LIVING/MASTER BEDRM. Overturn Analysis Uplift(T) Down(C) Panel OD b=8.25 h=9.00 Left Side:T= 1856 LB C= 2229 LB STHD10/4x4 Right Side: T= 1856 LB C= 2229 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)5/8"x 12"Anchor Bolt (@ 40"O.C. max) Panel OE b=7.75 h=9.00 Left Side:T= 1873 LB C= 2234 LB STHD10/4x4 Right Side: T= 1873 LB C= 2234 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)5/8"x 12"Anchor Bolt (@ 40"O.C. max) Version:6.4 e f OT 46 1 OT T TTS Job :64558 tj J v j Plan :1 consultin oup,inc. 2T_ROOF Wind:1626 32.00ft Seismic:2461 Wind: 1525(LB) Seismic:3441(LB)= 1.3,(2461 + 186) O 9.00 i 5.25 7.75 2.50 2.75 2.75 7.50 12.50 Strap(E) 0.00 A A 41.00 5.25 13.00 21.00 28.50 1049 Drag Force Analysis A: Simpson ST22 (11921-6) ALT(10)#16 sinker per top plate splice B: Simpson ST6224 (21341-13) ALT(16)#16 sinker per top plate splice Design Analysis WALL 2 1st Floor WALL NORTH OF HALUDINING Exterior Direction:T Location:(0.00,0.00) p=1.3) Total Length=41.00 ft Total panel Length=15.25ft(Net Length=15.25ft) Shear Diaphragm=3441 /41.00=84 plf Use(9 A35)or(6 LS50)Along Line of Shear Panel or for Framing Clips Spacing See S.W.Schedule Design Wall Shears=3441 / 15.25=226 plf(Flexible)Max. Drag= 1248 Ibs Max panel deflection: OM=(4.0/1.00)x As x 1.4=1.109"5 0.020 x 108.00=2.160" Use TYPE 1 Design Report: Loads: wall 135.00 Of=15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel AO b=7.75 h=9.00 Left Side:T= 1843 LB C= 2204 LB STHD10/4x4 Right Side: T= 1843 LB C= 2204 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)518"x 12"Anchor Bolt (@ 40"O.C. max) Panel OB b=7.50 h=9.00 Left Side:T= 1851 LB C= 2207 LB STHD10/4x4 Right Side: T= 1851 LB C= 2207 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)518"x 12"Anchor Bolt (@ 32"O.C.max) Version:6.4 Zd Oi 4J GUUVI( Job :64558 LJ //JJ Plan :1 consullin oup,inc. 2T_ROOF Wind:1025 21.5011 Seismic:1653 Wind: 1025(LB) Seismic:2288(LB)= 1.3'(1653 + 107) 9.00 11.00 7.00 Strap(E) 0.00 A 18.00 11.00 890 Drag Force Analysis A: Simpson ST22 (1192LB) ALT(10)#16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT(16)#16 sinker per top plate splice Design Analysis WALL 3 1st Floor WALL NORTH OF BEDRM.3 Exterior Direction:T Location:(0.00,0.00) p=1.3) Total Length=18.00 ft Total panel Length=11.00ft(Net Length= 11.00ft) Shear Diaphragm=2288/18.00= 127 plf Use(6 A35)or(4 LS50)Along Line of Shear Panel or for Framing Clips Spacing See S.W.Schedule Design Wall Shears=2288/ 11.00= 208 plf(Flexible)Max. Drag= 1248 Ibs Max panel deflection: OM=(4.0/1.00)x As x 1.4=0.868"5 0.020 x 108.00=2.160" Use TYPE 1 Design Report: Loads: wall 135.00 plf=15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel AO b=11.00 h=9.00 Left Side:T= 1577 LB C= 2015 LB STHD10/4x4 Right Side: T= 1577 LB C= 2015 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)518"x 12"Anchor Bolt (@ 56"O.C. max) Version:6.4 ZV 01 43 GOUVIS Job 64558 Plan :1 consultin oup,inc. 2L_ROOF Wind:1070 21.00ft Seismic:1220 Wind: 1070(LB) Seismic: 1815(LB)= 1.3`(1220 + 177) L 9.00 1.501.7 10.75 1.75 0.7N.75 2.00 2.75 3.50 Strap(E) 0.00 A 27.50 3.25 14.00 891 Drag Force Analysis A: Simpson ST22 (11921-6) ALT(10)#16 sinker per top plate splice Design Analysis WALL A 1st Floor LEFT OF BEDRM.3/GARAGE Exterior Direction: L Location:(0.00,0.00) p=1.3) Total Length=27.50 ft Total panel Length= 10.75ft(Net Length= 10.75ft) Shear Diaphragm= 1815/27.50=66 plf Use(5 A35)or(4 LS50)Along Line of Shear Panel or for Framing Clips Spacing See S.W.Schedule Design Wall Shears= 1815/ 10.75= 169 plf(Flexible)Max. Drag=891 Ibs Max panel deflection: AM=(4.0/1.00)x As x 1.4=0.700"s 0.020 x 108.00=2.160" Use TYPE 1 Design Report: Loads: wall 135.00 plf=15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel OA b=10.75 h=9.00 Left Side:T= 1227 LB C= 1655 LB STHD10/4x4 Right Side: T= 1227 LB C= 1655 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)518"x 12"Anchor Bolt (@ 56"O.C. max) Version:6.4 JU 01 4J GO=7U`TTS Job :64558 r 1 Plan :1 consulitin oup,inc. 21- ROOF Wind:2344 46,00ft Seismic:2672 Wind:2344(LB) Seismic:3554(LB)= 1.3"(2672 +62) M375 9.00 10.75 3.75 0.50 8.75 T Hold down 0.00 B B A 27.50 9.2310.75 4.50 18.28 1680 Drag Force Analysis A: Simpson ST22 (1192LB) ALT(10)#16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT(16)#16 sinker per top plate splice Design Analysis WALL B 1st Floor WALL RIGHT OF BEDRM.3 Exterior Direction: L Location:(0.00,0.00) p=1.3) Total Length=27.50 ft Total panel Length=3.75ft(Net Length=3.75ft) Shear Diaphragm=3554/27.50=129 pif Use(9 A35)or(6 LS50)Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 3554/3.75= 948 plf(Flexible) Max. Drag= 1680 Ibs Max panel deflection: AM=(4.0/1.00)x As x 1.4= 1.893"<_0.020 x 108.00=2.160" Use TYPE 4 Panel B.S. 2x6 wall is requiredl shear capacity reduced by Aspect Ratio=0.95) Design Report: Loads: Wall 135.00 Of=15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel AO b=3.75 h=9.00 Left Side:T= 10491 LB C=10343 LB HDU11/6x8(I)w/DBL BLK'G Right Side: T= 10491 LB C=10343 LB HDU11/6x8(1)w/DBL BLK'G Use HDU11/6x8(1)on both ends w/(3)5 8"x 12" Anchor Bolt w/3x6 Sill(@ 16"O.C. max) For Grade Beam,Add(1)#5 Top&Bottom,4'Past Panel Each End 1) Hold down Inside of panel Version:6.4 0)Hold down Outside of panel Use Exceptions 1 Per Section SDPWS 4.3.3.4.1 01 OT 4:i GOUVIS' Job :64558 Plan :1 consuldn roup,inc. 21- ROOF Wind:1274 25.00ft Seismic:1462 Wind: 1274(LB) Seismic: 1947(LB)= 1.3*(1452 +46) N451 9.00 T4. 75 Hold down 1000 0.00 ZA 9.25 4.75 Drag Force Analysis A: Simpson ST22 (11921-13) ALT(10)#16 sinker per top plate splice Design Analysis WALL C 1st Floor WALL RIGHT OF DINING Exterior Direction: L Location:(0.00,0.00) p=1.3) Total Length=9.25 ft Total panel Length=4.50ft(Net Length=4.50ft) Shear Diaphragm=1947/9.25=210 plf Use(5 A35)or(4 LS50)Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1947/4.50=433 plf(Flexible) Max.Drag=1000 Ibs Max panel deflection: AM=(4.0/1.00)x As x 1.4= 1.669"5 0.020 x 108.00=2.160" Use TYPE 3 Design Report: Loads: wall 135.00 Of=15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel 0 b=4.50 h=9.00 Left Side:T= 4133 LB C= 4260 LB HTT5/4x4(I)w/DBL BLK'G Right Side: T= 4133 LB C= 4260 LB HTT5/4x4(I)w/DBL BLK'G Use HTT5/4x4(1)on both ends w/(2)518"x 12"Anchor Bolt (@ 40"O.C. max) 1) Hold down Inside of panel Version:6.4 0)Hold down Outside of panel J[01 4J GOUVIS Job 64558 consultin oup,inc. Plan 1 1L ROOF Wind:3159 62,00ft Seismic:3762 Wind:3159(LB) Seismic:5073(LB)= 1.3"(3762 + 140) O O 9.00 of 5.75 10.00 7.75 2.00 0.25 Strap(E) 1033 0.00 A A 27.00 1.25 7.00 17.00 Drag Force Analysis A: Simpson ST22 (1192LB) ALT(10)#16 sinker per top plate splice Design Analysis WALL D 1st Floor WALL RIGH OF MASTERBATH Exterior Direction: L Location:(0.00,0.00) p=1.3) Total Length=27.00 ft Total panel Length= 13.50ft(Net Length= 13.50ft) Shear Diaphragm=5073/27.00= 188 pif Use(13 A35)or(9 LS50)Along Line of Shear Panel or for Framing Clips Spacing See S.W.Schedule Design Wall Shears= 5073/ 13.50= 376 plf(Flexible)Max. Drag= 1033 Ibs Max panel deflection: AM=(4.0/1.00)x As x 1.4= 1.792"5 0.020 x 108.00=2.160" Use TYPE 2 Design Report: Loads: Wall 135.00 plf=15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel 0b=5.75 h=9.00 Left Side:T= 3300 LB C= 3657 LB STHD10/4x4 Right Side: T= 3300 LB C= 3657 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(2)5/8"x 12"Anchor Bolt (@ 56"O.C.max) Panel 0 b=7.75 h=9.00 Left Side:T= 3220 LB C= 3607 LB STHD10/4x4 Right Side: T= 3220 LB C= 3607 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3)518"x 12"Anchor Bolt (@ 40"O.C. max) Version:6.4 Jd OT 40 GOLTVIS consultinggioup, inc. OF "eAP aG F*Tm G. ®S f J,— Max Int,Are,. 4-' U U.j- 110 —4- 4,4"S IL, 2 S K-6 7n- o2- 04 Oi 44 TRELLIS DESIGN Seismic Design Requirements for Nonbuilding Structures(Section 15.4) Basic info: Importance Factor 1 = 1 Sds= 1.83 Structure: R= 1.25 Seismic Response Coefficient Cs: Therefore, Cs= Sds/(R/I)=1.464 The Terrace total area is 10 ft2 Roof DL is 17 psf Roof LL is 10 psf Vertical load from DL= 17psf x 10 ft2= 0.17 kips for each post Vertical load from RILL= 10psf x 10 ft2= 0.1 kips for each post Seismic load from the roof(above grade) _ (Cs x 10 ft2 x 10 psf=0.24888 kips Please see the following pages for calcs J5 OT 46 Title Block Line 1 Project Title: You can change this area Engineer:Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Punted:22 NOV 2017.. 8:124M Steel Beam FlIe=C:\Users\tzhanglDesktop\MYPROJ-1164558\64558. ENERCALC,INC.1983-2017,BwId:10.17.8.29,Ver:10.1L 29 0.r00r•GOUVIS ENGINEERING Description: Trellis joists CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: CBC 2016 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending oso.:oi to.oil HSS3x1-1/2x1/4 Span = 12.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.010, Lr=0.010 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio =0.128: 1 Maximum Shear Stress Ratio= 0.008 : 1 Section used for this span HSS3x1-1/2x1/4 Section used for this span HSS3x1-1/2x1/4 Mu :Applied 0.665 k-ft Vu:Applied 0.2173 k Mn*Phi:Allowable 5.210 k-ft Vn*Phi:Allowable 26.635 k Load Combination 1,20D+1.60Lr+0.50L+1.60H Load Combination 1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 6.125ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.104 in Ratio= 1.407>=360 Max Upward Transient Deflection 0.000 in Ratio=0 <360 Max Downward Total Deflection 0.274 in Ratio= 537>=240. Max Upward Total Deflection 0.000 in Ratio=0 <240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx 1.40D+1.60H Dsgn.L= 12.25 It 1 0.082 0,005 0.43 0.43 5.79 5.21 1.14 1.00 0.14 29.59 26.64 1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 12.25 ft 1 0.088 0.006 0.46 0.46 5.79 5.21 1.14 1.00 0.15 29.59 26.64 1.20D+1.60L+0.50S+1.60H Dsgn.L= 12,25 ft 1 0.070 0.004 0.37 0.37 5.79 5.21 1.14 1.00 0.12 29.59 26.64 1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 12.25 ft 1 0.128 0.008 0.67 0.67 5,79 5.21 1.14 1.00 0.22 29.59 26,64 1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 12.25 ft 1 0.128 0.008 0.67 0.67 5.79 5.21 1.14 1.00 0.22 29.59 26.64 1.20 D+0.50 L+1.60 S+1.60 H Dsgn.L= 12.25 ft 1 0.070 0.004 0.37 0.37 5.79 5.21 1.14 1.00 0.12 29.59 26.64 1.20D+1.60S+0.50W+1.60H Dsgn.L= 12.25 ft 1 0.070 0.004 0.37 0.37 5.79 5.21 1.14 1.00 0.12 29.59 26.64 1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 12.25 ft 1 0.088 0.006 0.46 0.46 5.79 5.21 1.14 1.00 0.15 29.59 26.64 1.20 D+0.50 L+0.50 S+W+1.60 H Dsgn.L= 12.25 ft 1 0.070 0.004 0.37 0.37 5.79 5.21 1.14 1,00 0.12 29.59 26.64 1.20 D+0.50 L+0.70 S+E+1.60 H Dsgn.L= 12.25 ft 1 0.070 0.004 0.37 0.37 5.79 5.21 1.14 1.00 0.12 29.59 26.64 0.90D+W+0,90H Dsgn.L= 12.25 ft 1 0.053 0.003 0.27 0.27 5.79 5.21 1.14 1.00 0.09 29.59 26.64 0.90D+E+0.90H Dsgn.L= 12.25 ft 1 0.053 0.003 0.27 0.27 5.79 5.21 1.14 1.00 0.09 29.59 26,64 3b OT 40 Title Bldck Line 1 Project Title: You can change this area Engineer: • Project ID: using the'Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Tinted:22 NOV 2017,8:12AM Steel Beam File=C:\Usersltzhang\Desktop\MYPROJ--1164558164558. 6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver.10.17.8.29 GOUVIS ENGINEERING Description: Trellis joists Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+H 1 0.2740 6.160 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.161- 0.161 Overall MINimum 0.060 0.060 D+H 0,099 0.099 D+L+H 0.099 0.099 D+Lr+H 0.161 0.161 D+S+H 0.099 0.099 D+0.750Lr+0.750L+H 0.145 0.145 D+0.750L+0.750S+H 0.099 0.099 D+0.60W+H 0.099 0.099 D+0.70E+H 0.099 0.099 D+0.750Lr+0.750L+0.450W+H 0.145 0.145 D+0.750L+0.750S+0.450W+H 0.099 0.099 D+0.750L+0.750S+0.5250E+H 0.099 0.099 0.60D+0.60W+0.60H 0.060 0.060 0.60D+0.70E+0.60H 0.060 0.060 D Only 0.099 0.099 Lr Only 0.061 0,061 L Only S Only W Only E Only H Only Of Or 40 Title Block Line 1 Project Title: You can change this area i Engineer:Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Prnted:20 NOV 2017, 2 52PNI Steel Beam File=C\UsersltzhanglDesktoplMYPROJ-1164558164558.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29.Ver:10.17.8.29 0.0s0i•GOUVIS ENGINEERING :, Description: Trellis bm CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: CBC 2016 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O 21)Lr(O.Ofi)_. HSS4x4x 1/4 Spam=3 750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Uniform Load: D=0.0350, Lr=0.010 ksf, Tributary Width=6.0 ft DESIGN SUMMARY r• • Maximum Bending Stress Ratio =0.039: 1 Maximum Shear Stress Ratio= 0.018 : 1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Mu:Applied 0.637 k-ft Vu:Applied 0.6799 k Mn*Phi:Allowable 16.181 k-ft Vn Phi:Allowable 38.211 k Load Combination 1.20D+1.60Lr+0.50L+1.60H Load Combination 1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 1.875ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio= 37,954>=360 Max Upward Transient Deflection 0.000 in Ratio=0 <360 Max Downward Total Deflection 0.006 in Ratio= 8070 >=240. Max Upward Total Deflection 0.000 in Ratio=0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx 1.40D+1.60H Dsgn.L= 3.75 It 1 0.034 0.015 0.55 0.55 17.98 16.18 1.14 1.00 0.58 42.46 38.21 1.20D+0.50Lr+1.60L+1.60H Dsgn,L= 3.75 It 1 0.032 0.015 0.52 0.52 17.98 16.18 1.14 1.00 0.56 42.46 38.21 1.20D+1.60L+0.50S+1.60H Dsgn.L= 3.75 It 1 0.029 0.013 0.47 0.47 17.98 16.18 1.14 1.00 0.50 42.46 38.21 1.20D+1.60Lr+0.50L+1.60H Osgn.L= 3,75 It 1 0.039 0.018 0.64 0.64 17.98 16.18 1.14 1.00 0.68 42.46 38.21 1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 3.75 ft 1 0.039 0.018 0.64 0.64 17.98 16.18 1.14 1.00 0.68 42.46 38.21 1.20D+0.50L+1.60S+1.60H Dsgn.L= 3,75 It 1 0.029 0.013 0.47 0.47 17.98 16.18 1.14 1.00 0.50 42.46 38.21 1.20D+1.60S+0,50 W+1.60H Dsgn.L= 3.75 It 1 0.029 0.013 0.47 0.47 17.98 16.18 1.14 1.00 0.50 42.46 38.21 1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 3.75 It 1 0.032 0.015 0.52 0.52 17.98 16.18 1.14 1.00 0,56 42.46 38.21 1.20D+0.50L+0,50S+W+1.60H Dsgn.L= 3.75 It 1 0.029 0,013 0.47 0.47 17.98 16.18 1.14 1.00 0.50 42.46 38.21 1.20D+0.50L+0.70S+E+1.60H Dsgn.L= 3.75 It 1 0.029 0.013 0.47 0.47 17,98 16.18 1.14 1.00 0.50 42.46 38.21 0.90D+W+0.90H Dsgn.L= 3.75 It 1 0.022 0.010 0,35 0.35 17.98 16.18 1.14 1.00 0.37 42.46 38.21 0.90D+E+0.90H Dsgn.L= 3.75 ft 1 0.022 0.010 0.35 0.35 17.98 16.18 1.14 1.00 0.37 42.46 38.21 M OT 4J Title Block Line 1 Project Title: You can change this area Engineer:Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line Puted 20 Nov eon. 2 52RA Steel Beam File=C:\Users\tzhang\Desktop\MYPROJ-1\64558\64558.ec6 ENERCALC,INC.19n2017,Build:10.17.8.29,Ver:10.17.8.29 0.0000•GOILIVIS ENGINEERING Description: Trellis bm Overall Maximum Deflections Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+H 1 0.0056 1.886 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.529 0.529 Overall MINimum 0.113 0.113 D+H 0.417 0.417 D+L+H 0.417 0.417 D+Lr+H 0.529 0.529 D+S+H 0.417 0.417 D+0.750Lr+0.750L+H 0.501 0.501 D+0.750L+0.750S+H 0.417 0.417 D+0.60W+H 0.417 0.417 D+0.70E+H 0.417 0.417 D+0.750Lr+0.750L+0.450W+H 0.501 0.501 D+0.750L+0.750S+0.450W+H 0.417 0.417 D+0.750L+0.750S+0.5250E+H 0.417 0.417 0.60D+0.60W+0.60H 0.250 0.250 0.60D+0.70E+0.60H 0.250 0.250 D Only 0,417 0.417 Lr Only 0.113 0.113 L Only S Only W Only E Only H Only JV OT 4J Title Bloi;k Ling 1 Project Title: • You can change this area Engineer:Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 tinted 20 Nov 2017 2 6M Steel Column File=C:IUsers\tzhang\Desktop\MYPROJ-1\64558\64558.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 0.666i• Description: Trellis col. Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : CBC 2016 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 9 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:121.808 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft,D=0.170,LR=0.10 k BENDING LOADS. .. Lat.Point Load at 10.0 ft creating Mx-x,E=0,250 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio =0.1608 :1 Maximum Load Reactions.. Load Combination 1.20D+0.50L+0.70S+E+1.60H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pu 0.3502 k Bottom along Y-Y 0.250 k 0.9*Pn 27,698 k Mu-x 2.50 k-ft Maximum Load Deflections... 0.9*Mn-x: 16.181 k-ft Along Y-Y 0.6334 in at 10.Oft above base Mu-Y 0.0 k-ft for load combination:E Only 0.9*Mn-y: 16.181 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.007851 :1 Load Combination 1.20D+0.50L+0.70S+E+1.60H Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.250 k Vn*Phi:Allowable 31.842 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 1.40D+1.60H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+0.501-r+1.60L+1.60H 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+1.60L+0.50S+1.60H 0.013 PASS 0.00 ft 0.000 PASS 0.00 ft 1,20D+1.601-r+0.50L+1.60H 0.018 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+1.60Lr+0.50W+1.60H 0,018 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+0.50L+1.60S+1.60H 0.013 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+1.60S+0.50W+1.60H 0.013 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+0.50Lr+0.50L+W+1.60H 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+0.50L+0.50S+W+1.60H 0.013 PASS 0.00 ft 0.000 PASS 0.00 ft 1.20D+0.50L+0.70S+E+1,60H 0.161 PASS 0.00 ft 0.008 PASS 0.00 ft 1.20D+0.50L+0.70S-E+1,60H 0.161 PASS 0.00 ft 0.008 PASS 0.00 ft 0.90D+W+0.90H 0.009 PASS 0.00 ft 0.000 PASS 0.00 ft 0.90D+E+0.90H 0.159 PASS 0.00 ft 0.008 PASS 0.00 ft 0.90D-E+0.90H 0.159 PASS 0.00 ft 0.008 PASS 0.00 ft 4U 0146 Title Bl4k Line 1 Project Title: You can change this area Engineer:Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted:20 NOV 2017, 2:56PM Steel Column File=C:lUsersltzhang0esldoplMYPROJ-1164558164558.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 0.0000•GOUVIS ENGINEERING Description: Trellis col. Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D+H 0.292 D+L+H 0.292 D+Lr+H 0.392 D+S+H 0.292 0+0.750Lr+0.750L+H 0.367 D+0.750L+0.750S+H 0.292 D+0.60W+H 0.292 D+0.70E+H 0.292 0.175 1.750 D+0.750Lr+0.750L+0.450W+H 0.367 D+0.750L+0.750S+0.450W+H 0,292 D+0.750L+0.750S+0.5250E+H 0.292 0.131 1.313 0.60D+0.60W+0.60H 0.175 0.60D+0.70E+0.60H 0.175 0,175 1.750 D Only 0.292 Lr Only 0.100 L Only S Only W Only E Only 0.250 2.500 H Only Extreme Reactions Axial Reaction X X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0.3 22 Minimum Reaction, X-X Axis Base Maximum 0.292 1. Minimum 0.292 Reaction, Y-Y Axis Base Maximum 0.250 2.500 Minimum 0.292 Reaction, X-X Axis Top Maximum 0.292 Minimum 0.292 Reaction, Y-Y Axis Top Maximum 0.292 Minimum 0.292 Moment, X-X Axis Base Maximum 0.292 Minimum 2.500 0.250 2.500 Moment, Y-Y Axis Base Maximum 0.292 Minimum 0.292 Moment, X-X Axis Top Maximum 0.292 Minimum 0.292 Moment, Y-Y Axis Top Maximum 0.292 Minimum 0.292 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D+H _- ------0.0000 in 0.000 ft 0.000 in --0.00--0 ft D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 It D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S+H 0.0000 in 0.000 ft 0.000 in 0,000 It D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 ft D+0.70E+H 0.0000 in 0.000 ft 0.443 in 10.000 ft D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0,000 ft D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D+0.750L+0.750S+0.5250E+H 0,0000 in 0.000 ft 0.333 in 10.000 ft 0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.60D+0.70E+0.60H 0,0000 in 0,000 ft 0.443 in 10.000 ft D Only 0.0000 in 0,000 ft 0.000 in 0,000 ft 41 OT 40 Title Block Line 1 Project Title: You can change this area Engineer:Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Prymed 20 Nov 2017 2.56PM I.Stee) COlumn File=C:\Users\tzhang\lDesktop\MYPROJ-1\64558\64558.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 0.e000 Description: Trellis col. Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0,000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.633 in 10.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x114 Depth 4.000 in I xx 7.80 in^4 J 12.800 in"4 Design Thick 0.233 in S xx 3.90 in"3 Width 4.000 in R xx 1.520 in Wall Thick 0.250 in Zx 4.690 in"3 Area 3.370 in^2 I yy 7.800 in^4 C 6.560 in"3 Weight 12,181 plf Syy 3.900 in13 R yy 1.520 in Ycg 0.000 in Sketches x Load 1 o 0 Kr Y 4.00in 4z or 40 Title•Bldck Ling 1 Project Title: • You can change this area Engineer:Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 P!inted 20 Nov eon. 6 46PM Pole Footing Embedded in Soil Re=C\Users\tzhang\Desktop\MYPROJ-1\64558\64558.ec6gENERCALC,INC.1983-2017,Build:10.17.8 29,Ver.10.17.8.29 r.re0rGOLIVIS ENGINEERING Description: POLE FOOTING SOUTH SIDE Code References Calculations per IBC 2015 1807.3, CBC 2016,ASCE 7-10 Load Combinations Used : CBC 2016 General Information Pole Footing Shape Rectangular Pole Footing Width.......... ... 24.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive..... ... .......... 250.0 pcf Max Passive.... ........... .. .. 1,500.0 Psf Controlling Values Governing Load Combination: +D+0,70E+H Lateral Load 0,1750 k Moment 1.575 k-ft Restraint @ Ground Surface Pressure at Depth Actual 525.66 psf Allowable 531.25 psf Surface Retraint Force 1,750.0 Ibs I Minimum Required Depth 2.125 ft Footing Base Area 4.0 ft^2 Maximum Soil Pressure 0.06750 ksf Applied Loads Lateral Concentrated Load (k)Lateral Distributed Loads (klf) Applied Moment (kft) Vertical Load (k) D:Dead Load k k/ft k-ft 0,170 k Lr:Roof Live k k/ft k-ft 0.10 k L:Live k k/ft k-ft k S:Snow k k/ft k-ft k W:Wind k k/ft k-ft k E:Earthquake 0.250 k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 9.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads-(k)Moments-(ft-k) Depth (ft) Actual-(psf) Allow-(psf) Factor D+H 0.000 0,000 0.13 0.0 31,3 1,000 D+L+H 0.000 0.000 0.13 0.0 31.3 1.000 D+Lr+H 0.000 0.000 0.13 0.0 31.3 1,000 D+S+H 0.000 0.000 0.13 0.0 31.3 1.000 D+0.750Lr+0.750L+H 0.000 0.000 0,13 0.0 31.3 1.000 D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 31.3 1.000 D+0.60W+H 0.000 0.000 0.13 0.0 31.3 1.000 D+0.70E+H 0,175 1.575 2.13 525.7 531.3 1.000 D+0,750Lr+0,750L+0.450W+H 0.000 0.000 0.13 0.0 31.3 1.000 T 81/oZ/11 I -pasuay-osl Sulgwnld lapowad uoisuyo(/jnoswed I' 7----"7 i- 7 1