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BPAT 2016-002378175 Masters Cir BPAT2016-0023 Z i 78-495.CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: BPAT2016-0023 t COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT - Property Address: 78175 MASTERS CIR APN: 770350009 Application Description: GLEN RESIDENCE / 307 SF PATIO COVER Property Zoning: Application Valuation: Applicant: $9,000.00 ; SUN VISTA DEVELOPMENT P 0 BOX 1144F CORPORATION JUN 0 8 2016 LA QUINTA, CA 92247 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: B License No.: 744091 kDate: Contractor: OWNER -BUILDER DECLARATION I hereby.affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for e permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: ( I, 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, Business and Professions Code: The Contractors' State license Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale: If, however, the 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, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractors) licensed pursuant to the Contractors' State License Law.). ( I am exempt under Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). l Lender's Name: Lender's VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/8/2016 Owner: MICHAEL GLENN 7420 BISCAYNE WAY SE GRAND RAPIDS, MI 92253 Contractor: SUN VISTA DEVELOPMENT CORPORATION - POBOX 1144 LA QUINTA, CA 92247 (760)771-4722 Lic. No.: 744091 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' 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. M orkers' compensation insurance carrier and policy number are: Carrier:Policy Number: _ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I s come subject to the workers'compensation provisions of Section 37 of the la or Code, I shall forthwith comply with those provisions. Date: _ ) _l Applica WARNING: FAILURE TO SECURE WOKE COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official fora permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or Following issuance of this permit.. - ' 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will.subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above-mentioned property for inspection purposes. Date: — d b Signature (Applicant or Agent): FINANCIAL DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE HOURLY PLAN CHECK - YES 101-0000-42600 2 $140.00 $140.00 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK R16081 15483 AOR Total Paid for BLDG CITY STAFF - PER HOUR: $140.60 $140.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK R16081 15483 AOR Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE DEVICES, FIRST 20 101-0000-42403 0 $24.17 $24.17 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK R16081 15483 AOR DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE DEVICES, FIRST 20 PC 101-0000-42600 0 $24.17 $24.17 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK '1116081 15483 AOR DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE OTHER ELECTRICAL EQUIPMENT 101-0000-42403 0 $24.17 $24.17 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK R16081 15483 AOR DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE OTHER ELECTRICAL EQUIPMENT PC 101-0000-42600 0 $24.17 $24.17 6/8/16 PAID BY METHOD RECEIPT #• CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK R16081 15483 AOR Total Paid for ELECTRICAL: $96.68 $96.68 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, DESIGNED 101-0000-42404 0 $133.43 $133.43 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK R16081 15483 AOR DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, DESIGNED PC. 101-0000-42600 0 $168.24. $168.24 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY SUN VISTA DEVELOPMENT CORPORAT CHECK R16081 15483 AOR Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $301.67 $301.67 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $1.17 $1.17 6/8/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY Description: GLEN RESIDENCE / 307 SF PATIO COVER Type: PATIO COVER Subtype: SPECIAL/ENGINEERED Status: ISSUED Applied: 4/22/2016 MFA -• ° c, NOTES j -+' - • DESIGN;, OPEN/ENCLOSED z Approved: 5/25/2016 JJO Parcel No: 770350009 Site Address: 78175 MASTERS CIR LA QUINTA,CA 92253 Subdivision: TR 28867. Block: Lot: 87• '. Issued: 6/8/2016 AOR Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:. Finaled:.. Valuation: $9,000.00 Occupancy Type: Construction Type:.., Expired: 12/5/2016 AOR No. Buildings: 0 No. Stories: 0 No. Unites: 0 _ Details: ENGINEERED FREESTANDING 307 SQ. FT..PATIO COVER WITH 2 HEATERS 4 SPOTLIGHT AND ONE HANGING LIGHT. PER STRUC CALCS PROVIDED.' . _ RESUBMITTAL 14 g 33 ` R ' Aped ; Approved a4,.JM Approved to'Issued .n. APP • CHRONOLOGY -CHRONOLOGY TYPE-'; • STAFF NAME . ' d -ACTION DATE=' COMPLETION_DATE A -• ° c, NOTES j -+' - • NOTE JIM JOHNSON ` . 4/29/2016 5/3/2016 r WAITING FOR STRUC CORRECTIONS NOTE MARY FASANO 4/22/2016 _ ' ' A/22/2016 'APPLICAMT ONLY BROUGHT IN TWO SETS OF PLANS. NOTE MARY FASANO -'S/26/2016 5/26/2016 CONTRACTOR BROUGHT IN HOA LETTER PLAN CHECK PICKED UP RAMSES SEVILLA. 5/4/2016 5/4/2016 _ RESUBMITTAL MARY FASANO 5/19/2016 5/19/2016 CALLED ROB TO INFORM HIM THE PLANS ARE READY FOR TELEPHONE CALL - JIM JOHNSON - 5/3/2016 5/3/2016• j. CORRECTIONS TELEPHONE CALL JIM JOHNSON 5/25/2016 V 5/25/2016. , called rob to inform him the patio permit is ready to issue CONDITIONS r Printed: Wednesday, lune 08, 2016.2:22:31 PM I of 4 SYSTEMS % uis 0 ,.. • MO d: z c > 6`NOF'I] '9 Printed: Wednesday, June 08, 2016 2:22:31 PM 2 of 4 C ,, SYS7Fti1S CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT SUN VISTA DEVELOPMENT P O BOX 1144 LA QUINTA CA 92247 CORPORATION CONTRACTOR SUN VISTA DEVELOPMENT P O BOX 1144 LA QUINTA CA 92247 CORPORATION OWNER MICHAEL GLENN 7420 BISCAYNE WAY SE GRAND RAPIDS MI 92253 FINANCIAL INFORMATION CLTD DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY SUN VISTA HOURLY PLAN CHECK - 101-0000-42600 2 $140.00 $140.00 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR YES CORPORAT Total Paid for BLDG CITY STAFF - PER HOUR: $140.00 $140.00 SUN VISTA BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR CORPORAT Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $1.00 BSA: SUN VISTA DEVICES, FIRST 20 101-0000-42403 0 $24.17 $24.17 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR CORPORAT SUN VISTA DEVICES, FIRST 20 PC 101-0000-42600 0 $24.17 $24.17 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR CORPORAT SUN VISTA OTHER ELECTRICAL, 101-0000-42403 0 $24.17 $24.17 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR EQUIPMENT CORPORAT SUN VISTA. OTHER ELECTRICAL 101-0000-42600 0 $24.17 $24.17 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR EQUIPMENT PC CORPORAT Total Paid for ELECTRICAL: $96.68 $96.68 Printed: Wednesday, June 08, 2016 2:22:31 PM 2 of 4 C ,, SYS7Fti1S 4 r4- :14 :7577 7 7"7.]: 7T,7.77 ,-; .............. ... ..... . . ....... . . ..... . . ...... 71 _ F_*747 -V-47,c; "'! Y ­`DATE 7 7 T 7 7 7 . -.1. 77 -77 7, ­ 4 7777777777- CLT D% DESCRIPTIO. '4ACCOUNT­ ­ PAID PAID DATE I tid`lki; Cl' -MET HOD" PAID BY REVISIONS REQUIRED 4, iS 1ST BLDG STR (1 4 41 j4 4/29/2016 4/27/2016 READY FOR APPROVAL WK) THOMPSON ND BLDG NS (1 JIM JOHNSON 5/19/2016 5/26/2016 PATIO COVER, 'SUNVISTA 101-0000-42404* .0, $133.43 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR DESIGNED .$133.43 CORPORAT SUN VISTA PATIO COVER 101-0000-42600 0 $168.24 $168.24 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR DESIGNED PC CORPORAT Total Paid for PATIO COVER COVERED PORCH LATTICE:- .$301.6.7 $301.67 S LIN VISTA =ENTIAL SMI -RESIDENTIAL 101-0000-20308 0 $1.17 $1.* 7_ 1 6/8/16 R16081 15483 CHECK DEVELOPMENT AOR CORPORAT' Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.17 $1.17 TOTALS: $540.52 $540.52 . . . ........ INSPECTIONS 77 . ...... . ....... . .. . . . . . . ...... "REVIEWER -:_ 'JDUE:D RFVIFWS,, ...... ............... ........... STATUS'` .............. ... ..... . . ....... . . ..... . . ...... REVIEW TYPES SENT DATE Y ­`DATE NOTES, IST BLDG ISIS (1 WK) JIM JOHNSON 4/22/2010 4/29/2016 4/26/2016 REVISIONS REQUIRED 1ST BLDG STR (1 JOHN 4/.22/2016 4/29/2016 4/27/2016 READY FOR APPROVAL WK) THOMPSON ND BLDG NS (1 JIM JOHNSON 5/19/2016 5/26/2016 5/25/2016 APPROVED WK) Printed; Wednesday, June 08,.2016 2:22:31 PM 3 of 4 RwsysTrms c permit Details pEiT ryuM . - BER Rnn-. BPAT201f =0023 I �" City of la Quinta � M Printed: Wednesday, June 08, 2016 2:22:31 PM 4 of 4 sysrenns 1 Bin.# City of La QUMta Building 8L Safety Division PA. Box 1504,78-495 Calle Tampico La.Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit #0D Cp QT Project Address: — fc/(z Owner'sNarne:. ,'Me je,v A. P. Number: Address: Z8—/7LS YY)>aSfQ_fS Legal Description: City, ST, Zip: Gi4 ' J'vv/-A-. Contractor: 5 V /i V/ T p Telephone: `a Address: leo A J 1 VLl. Project Description: City, ST, Zip::/,Pq-/Us L -j F('8 0— !/ fX Telephone: . State Lie. #y0 : Lie'. M. on! rel e - / City Arch., Arch., Engr., Designer: Address: d Z D City., ST, Zip: 93 6 3.8 Telephone: ? ` ` . ; ,G Si' State Lic. #: 0!5_05 /...... , :uG Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft: #Stories: # Units: Name of Contact Person: Telephone # of Contact Person: 60 -. 2 S- S Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKNG PERMIT FEES Plan Sets 2 Plan Check submitted Item Amount Structural Cates. Reviewed, ready for corrections Plan Check Deposit. . Truss Calcs. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2`' Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.L ILO.A. Approval Plans resubmitted Grading IN HOUSE:- 34 Review; ready for correcdons/issue Developer Impact Fee Planning Approval- Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees May 10, 2016 MAY 2 6 2016 Mr. Mike Glenn Clay OF LA ®UINTA 78175 Masters Circle COMMUNITY DEVELOPMENT La Quinta, CA 92253 Re: Lot 87, Tr. 28867 at 78175 Masters Circle Remodel: Outdoor Covered Kitchen Concept/Artificial Turf Installation Dear Mr. Glenn: This correspondence shall serve as notification from the Tradition Architectural Design Review Committee ("ADRC") that your request to remodel the covered, outdoor kitchen area and the request to replace the existing turf in the rear yard with artificial turf was reviewed at the May 5, 2016 meeting. The project was approved -subject to -the fotlowrng conditions:— • A sample of the hardscape material(s) must be submitted for review. • A sample of the artificial turf and installation methods must be submitted for review. • Ty Broadhead must be contacted with regard to the rear yard turf extension to be certain he finds the use of artificial turf acceptable on the golf course property in this location. • As a reminder, please note that all front yard lighting requires that 25% of the fixtures remain dusk to dawn. • The BBQ relocation was approved as presented. Please contact Brook Marshall at 760-219-8057 or by email at DRCFacilitator@gmail.com with any questions regarding this field review. Sincerely, THE TRADITION ARCHITECTURAL AND DESIGN REVIEW COMMITTEE Title: cc: Sun Vista Ty Broadhead ADRC File Date: Pursuant to Cal. Civil Code any rejection by the ADRC may be appealed to the Board of Directors for the Association. /f you wish to pursue an appeal, -please contact the Association's property manager so that you may be put on the next meeting agenda. ' YOUNG' ENGLNEERING ,qV'J E R,• V "{ cE,r x a o ° e f t Letter of Transmittal " ► " ° To: City of La Quinta Today's Date: 4-27-16 ' r 7 TampicoCity Due 8-495 Calle Tam i Date. 4'=29-16 . = :-' ° La Quinta, CA 92253. Project Address:.,_ " 78-175 Masters Circle" Attn: Ramses Plan Check #: BPAT2016-,0023` hy❑ Submittal ,® 1st. ;-4th ❑ ,. 2nd E]. Stn ❑3rd y u -',-r `[, 0 Other: _ , '• Jin. -Y , l- .• We are forwarding ® By Messenger -` 4.`x ❑ -: By Mail,(Fed,Ex or UPS) i' ., .Your Pickup 4❑. Includes Descriptions:. + Includes: # Of Descriptions: • Copies: ® 1' Structural Plans _ _ ❑ Revised Struct. Plans ®_ 1 .,Structural Calculations - "'El- Revised Struct. Calc§ . ❑ , , Truss CMcs _ ❑, Revised Truss-Calcs, D Soils Report `❑ Revised Soils Report f ❑ Structural P/C Comments ❑ Approved Structural Plans Redlined Structural Plans ❑ ri _, r ;' ; Approved Structural Calcs ElRedlined "Structural Calcs ❑ - .. `~ Approved Truss Calc§ ❑ Redlined Truss Calcs. _ 0 Approved Soils Report ❑ Redlined Soils Reports « ❑ ° Other: :- Comments .. _ Structural content.is approvable l.- . Structural Plan Review Time- = 2.0 HR , This- Material S ent' fore ❑ Your Files` ' ® :Per Y, , Request El Your Review` ❑'3 .Approval f Y ❑' Checking ❑ ' . At the request -of r Other: • e y By: John W. Thompson xa '.. Office ® (760) 772-5107 Other". FTr Mf " N' '. �ry'. � Vit' '{ a. .. ^ ,'f• J . , ' ^ - • n ! "' ^ } S t t � �. i n • - W '-t 'ARy rl 2016^- . � CI- C3F: LA QUINTA P t EM REPE & SAFETY.DEPT ' �BUIL:DING' D �``` eaiAr Ai'.R 2 2.2016 e , APP FJR CONCT CTIONI. CITY OF LA QUINTA COMMUNITY DEVELOPMENT 'Prepare&By:' r i - �' ;�. SUMMIT STRUCTURALL 4 X �ENGINEERING �Ct�NSLTL3NNGIIEERS: 1208) 634-8148 (208) 64.639'a$ �� .< SV -551:. , • SUMMIT STRUCTURAL ENGINEERING _1 L P.O. Box 2618 y I 902 Baycolt Way _ 4` McCall, ID 83638 j rDE846WCRITERIA RG, U,CTU.RA illi A ULATIONS • The drawings, calculations, specifications and reproduction areinstruments of . service to be used only for the specific project covered by agreement and cover.. ` sheet. Any other use is solely prohibited.. _ •, -The structural calculations included here are for the analysis and design;of the primary structural system. ,• . Non-structural elements and the attachment mechanism is the responsibility4of the, M . ,•. `, architects or designer, unless specifically shown otherwise: =.•. " • , All changes made to the subject project shall be submitted to Summit Structural ` Engineering, in writing for review and comments. • Sketches and details in calculations are not to scale and may not present true ' conditions on plans. Architect or designer is responsible for drawing_ details in plan .a .which represent true framing conditions and scale. Governing,Code 2013 CBC 4. ;Seismic Criteria M -'. •Location La Quinta; CA 92253 -Ss =' 1.503 S1=0.600 _ Sds=1.002 Sd 1=0.600 a - +Seismic Design Category =.D Site Class ,= D (assumed) Occupancy Category•II Seismic Importance I = 1.0 Response Modification Coefficient R=6.5 (1.25 @ Steel Cant. Column where occurs) Redundancy Factor p =13 Wind Loading Wind exposure category, C Risk Category '= I I V3 Basic Wind Speed = 90 mph (V3.= V,;,t x X1.6' V,,, =1`15 mph) `y , -.Topographic Factor Kzt=1.0 ri .. • ` . ' =4 Soil Report _. r By: IBC Min. _ Report No. Dated: t r 1 ...- . Phone No.: ►: - z Z. 1 44' h Soil Bearing Pressure M 1500 base . 1-4 + 1SUNQNiT STRucT.,URAL,.ENGINEERIN4` PHONE: w(208) 634-8148, F.AXi(208) 634 6395' P.O 80X2618; MCCAIL ;IDj - r " SUMMIT STRUCTURAL ENGINEERING 1 P.O. Box 2618 902 Baycolt Way McCall, ID 83638 DESIGN'LOADS Roof Loads - Sloped *Stone Veneer. 75.0 psf. ' Clay Tile -mud set 18 psf. Roof Loads - Flat Sheathing (2x6 deck) 3.0 psf. Framing 2.5 psf. Roofing 3.5 psf. Y Insulation 0.0 psf. Sheathing (1/2" CDX) 1.5 psf. Ceiling 0.0 psf. Framing 2.5 psf. Misc. 1.5 psf. Insulation 1.8 psf. Total Dead Load 25 psf. Ceiling 2.5 psf. Total Live Load 20 psf. Misc. 8.2 psf. ` Total Dead Load 20 psf. Total:Roof Load: X45 sf" ' Total Live Load =. 20 psf. * +10 psf dl @ stucco lid/porch iTotal Roof Load :40 psf^' _ *Trellis - - 5.0 psf. *Stucco Lid 10.0 psf., Wood Floor Loads *Timber Clg 7.5 psf. t. ' Sheathing (3/4" Plywd.) 2.5 psf. Deck Loads Framing 3.5 psf. Ceiling 2.5 psf. Tile and Mortar/Lt- Wt. ( 31 psf. 1.1/2" Lt Wt Conc. 15 psf. Framing 6.0 psf -Misc. 11.5 psf. • Misc. 8.0 psf Total Dead Load 35 psf.' Total Dead Load 45 psf. Total Live Load '40 psf. Total Live Load 40 psf. ' Totem al'F r Load .4: L:r.a L _ 7.5 psf: Total;L,oadts.;85;psf Exterior Wall _ Interior Wall - Stucco 10.0 psf. _ Studs _ _ 1.0 psf. Drywall 5.0 psf. Drywall 2.5 psf.' Studs 1.0 psf., ` Misc. 1.0 psf. r - Mechanical & Insulation 1:0 psf. otalWallWeigtit 41. :psf* Misc., 1.0 psf. ' ISUMMIT:,STRUCTURAL'ENGINEERING;.rPHONE:=(208)6348.148 F;ax,(208)6346395f .. r="P.O.BOX'2618,.McCALL;JD1 l -t ' :- .. s . -- • -.rr.- • ,:rte,' •^ s r" .' t _ SUMMIT STRUCTURAL ENGINEERING y ' ' P.O. Box 2618 902 Baycolt Way r ' , 4 • 1 ' McCall, ID 83638 t' 1MATfR AL= SPEGIFICATION *Timber: All timber shall be Douglas Fir Larch with'a maximum moisture content of 19%. Grading rules agency: West Coast Lumber Inspection Bureau (WCLIB). Member ` Fb (psi") ' Fv (psi). F E (psi) - Sawn Lumber (DF -L)` , 2x Joists & Rafters (No.2) ,. 11006 95 , 1.6x106 4x Sawn Beams (No.2) 875 953 1.6x106 t . 6x Sawn Beams (No.2) '. 875 85 1.3x106 ' . 4x Sawn Beams (No. 1) i .?y .1000 , 95 ' ' 1.7x106 , 6x Sawn Beams (No. 1) • ., ':1350 85 1.6x106 ` Values may be increased according to size factor, CF i 7 w Manufactured Products Glu -Lam 2400165. 1.8x106 Paralam PSL r t.•. - 2900 t' + • 290 + 2.0006 i Microllam LVL ' - { 2600 285' r 1.8006 *Concrete: Application Strength @ 28 days - Slab on grade 2500 psi" '•' ` Footings and grade beams ""s Y } _ _` 3000 psi" yy, Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise..r w _ ♦ Reinforcing Steel: '. Bars y ' F ` - Allowable stress L ' #4 and smaller reinforcing bars shall conform to A.S.T.M. A - 615-40. r Fy=40,000 psi . #5 and larger reinforcing bars shall conform':to A.S.T.M. A - 615-60. F .. Fy=60,000 psi *Structural Steel. Y' L r %'r.- .} Y . •' Description Specification y -Allowable stress v Pipe ' " ASTM A-53 Type E or S, Grade B _ r.f Fy=30,000 psi" _ Tube ASTM A-500, Grade B , , , Fy=46,000 psi -All other shapes _ _ _ ASTM A-36 , ' Fy=36,000 psi High strength bolts _ - ASTM A=325 " _All other bolts ASTM A-307 . .*CONCRETE MASONRY UNITS [ E. All concrete masonry units shall conform to standard specifications for hollow load bearing concrete' masonry units (ASTM C-90, Grade N-11). jSUMMIT;STRUC2URAL?tk6iNEERING:F`i PHONE (208)634- 8148FAx:(208)634-6395 P.OTBox2618„MCCALLJD!' r SUMMIT STRUCTURAL ENGINEERING 1 P.O. Box 2618 L'" 902 Baycolt Way McCall, ID 83638 SHEAR WALL SCHEDULE Number Construction Plate A35 Anchor Bolt Shear Nailing Equiv. Size and Value 16d sinker Spacing '/2' or 5/8" Drywall unblocked, w/ 5d (6d @ 5/8") 8" 48" 5/8" @ 48" 100 plf. •50 plf in zone 1 cooler nails @ 7" o.c. @ 3&4 edges and field '/z' or 5/8" Drywall 8" 32" 5/8" @ 48" 200 plf. unblocked, w/ 5d (6d @ 5/8") •100 plf in 1 a cooler nails @ 7" O.C. @ zone 3 & 4 edges and field. Both Sides. 3/8" Plywood, w/ 8d nails @ 2" 2" 8" 5/8" @ 16" 640 plf. 2 o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2" 2-16d @ 2" 4" 7/8" @ 12" 1280 plf. 2a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 3" 3" 12" 5/8" @ 16" 490 plf. 3 o.c. @ edges and 12" o.c. field., 3/8" Plywood, w/ 8d nails @ 3" 2-16d @ 3" 6" 7/8" @ 12" 980 plf. 3a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 4" 4" 16" 5/8" @ 24" 385 plf. 4 o.c. @ edges and 12" o.c. (limited to field. 350 plf.) 3/8" Plywood, w/ 8d nails @ 4" 2" 8" 3/" @ 12" 760 plf. 4a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 6" 6" 24" 5/8" @ 32" 260 plf. 6 o.c. @ edges and 12" o.c. field. 7 7/8" Stucco o/ paper backed Jath w/ 16 8" 32" 5/8" @ 48" 180 plf gauge staples @ 6" o.c. @ top, bottom, edge, and field. '/2" Plywood, w/ 10d nails @ 2" 2" 7" 5/8" @ 16" 770 plf. 8 . o.c. @ edges and 12" o.c. .field. o ' SUMMIT STRUCTURAL ENGINEERING I P.O. Box 2618 'L` 902 Baycolt Way McCall, ID 83638 The calculations for this project have been prepared in accordance with the ASD basic load combinations per ASCE 7, Sec. 2.4.1 and IBC (CBC) Sec. 1605.3.1 The ASD basic load combinations are as follows: Simplified Combinations 1. D + F D 2. D+H+F+'L+T. D + L, 3. % D + H +F + (LrorS or R) D+Lr 4. D + H + F + 0.75(L + T) + 0.75(Lr or S or R) D + 0.75L + 0.75Lr 5. D+H+F+(W or 0.7E) D+(W or 0.7E) 6. D + H + F + 0.75(W or 0.7E) + 0.75L + 0.75(Lr or S or R) _ D + 0.75(W or .7E) • + 0.75L + 0.75Lr 7-- 0.6D+W+H -- 0.6D+W 8. 0.6D+0.7E+H 0.61=0.7E D Dead load - E Earthquake load - F Load due to fluids with well defined pressures and maximum heights Fa 'Flood load _ H -Load due to lateral earth pressure, groundwater pressure, or pressure of bulk materials. L Live load Lr Roof live load 'R Rain load S - Snow load T Self straining force (temperature) 4 W ' Wind load Note that for this structure, it would be unusual to consider fluid loads or self straining loads- Also, lateral pressure from earth (wood structure raised above ground), and flood loading, and snow loads are exempt in this structure. Rain {SUMMIL;STRUCTURALENGINEERING PHQNE s(208)fi634 81,48 z,FAX(308) 634=6395 „ .i 1? O, BOX 2618;;MCCALL,•IQ 6 SUMMIT STRUCTURAL ENGINEERING P.O. Box 2618 1 -" _ I902 Baycolt Way McCall, ID 83638 loads are not considered, as the roof is sloped, and has enough pitch to drain, and will not accumulate rain. See simplified combinations. WindLoad is based on the Simplified Method Justification for this is as follows: (ASCE 7 section 6.4) 1. . The building is a simple diaphragm.building as defined in section 6.2 2. The building is a low-rise building as defined in section 6.2 r 3. The building is enclosed as defined in section 6.2 and conforms to the wind- borne debris provisions of section 6.5.9.3 (building is not in a wind-borne debris region) 4. The building is a regular -shape building or structure as defined in section 6.2. 5. The building is not classified as a flexible building as defined in section 6.2. 6. The building does not have response characteristic making it subject to across wind load, vortex shedding, instability due to galloping or flutter; and does not have.a site location for which channeling effects or buffeting in the wake of upwind obstructions warrant special consideration. 7. The building has an approximately symmetrical cross section in each direction with either a flat roof or a gable or hip roof with 0:5 450 8. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 6-10, or the torsional load cases defined in Note 5 do not control the design of any of the MWFRS of the building. " Component and Cladding Wind Design for Glazing Pnet = A Kt 1 pnet30 (10 psf minimum inward and outward) - - Pnet = (1.21) x 1 x 1 x 13.6 psf 16.5 psf -- All windows and glazing in doors must be designed for this force: ` Truss to top plate uplift calculation: i,SUMMITr.$TRUCT,URAL ENGINEERINGs,_ PHONE (208);634-81,48 ?,FAX -(208) 634 6395 ,„;'P -O: 80x'2618;-'MbCALL,ID 0 d t SUMMIT STRUCTURAL ENGINEERING SOB No '902 BAYCOLT WAY SHEET: NO. PO BOX 2618 CALCULATED BY McCall; ID: 83638 CHECKED BY - -' 208 6344148 fax 208 634=6395'' LL - SCALE . f\- - - - - - - - - - ---------.-- - - - - -- - ---- - - - -%-- - r -- -- ----------- --------- - - - - - - - - t: I N • i I I I I I I I I 537 I I I ." I• I I I i I • I I I '., ,I I I •' . ,I .I f • f.' 1 I I I I ATO I sC.14M,KL I -- - - -- - -- ----- --------I- - I. _..-- -------- - - - - -=--=--- ------- I .. ... IL/------------------------'i----------- `-`G ' r 18'-9' S 1 r/ . . - ... _ - > .. • . 1. .. • • 7 To. 1 lt`-12-3` 3S +' r 3C&Totz:i 132- I Z, 3%) 4 DI- - (-2-5 X \3z) 33C3 o _ LA_ - C -ol)3 L) 10C . 5 O C PI 3 935 x.35 L),.-.e- 3 I. lasLl -L 761 Z5 -4) +w iS:R y 1.$ ' '9 %y .5, S`' Ji «'" ' " +l w'. "a _ SUMMiT STRUCTURALTENGINEERING a, *> = Joe Nom r X902 BAYCO_LTz WAYac " SHEETsNO_ POdBgX 261 8 ' „ r c •, ' / 'a ;r'%"'3 s :f , z.^ y a ,g t " C'ALCUL AT1E, Dr Y :; r ' McCaIl,ID83638, x iq a a:CHECKEDBY{ (208E63Y8148fax (208), 6346395 w S SCALE r, F. < = t FTI I ''✓1 N4. S lee. , Cowl b IT: aec,&-7 6pkA6f\,J 6VL4 — I C h' - ►-c e . 3 g ` ZS I ' ` i 7- Z- L4 26icy, i!;7re , .154 r —`Sl MN11TgSTRUCTURALENGINEERING Joe i. J-xgr.` ¢ -` A . + rx4 ''. t d r.' i S't 'hr+s,ga' ,,• hL 'R.. + ..: ; e ;; yet, "' .g4. w:. 902 $i R, - OL.T WAV q s ; SHEET NO s s . c' IlG4` f' F,r. $ ..ie +F ' ..ir +x l ;y .:,r :••;cY z. r a '' 6 4-.r a P© Box 2618 i' TT k3ti ° `CALCULATED 6 ` g ..k ' 3' '+,. +F' ; '4z k t .3 McC ION 83538. , a ak h + x d. s x . . , +. ` , ` , 'ga, CtiECKED ' } 208 = 63 81.4$ faX 208 6346395 <s : ; , SCALE a' ' `-v i d ~. r FZ;.s \ L-tif:—S. Tioo C p Lz ,zsX2s ) Z7 A TOP k.sb-- - _ RIK 4-0 t o -7o' 64 AA F r . COMPANY PROJECT Summit Structural Engineering Glenn Residence Timber Patio Cover 'Vo o d Wo "k, ` PO Box 2618 Tradition 902 Baycolt Way La Quinta, CA SpFlLYAREFOR IYObDpF51CK McCall, ID 83638 Beaml.wwb Apr. 12, 2016 22:42 Design Check Calculation Sheet Sizer 8.3 ILOADS: Load Type Distribution at- tern Location [ft]. Start End Magnitude nit Start End d Dead Partial Area 575 7.00 11.67 25.00 (7.00)* )sf 1 Roof live Partial Area 1452 7.00 11.67 20.00 (7.00)* sf d2 Dead Triangular Load Comb 0.00 7.00 0.0 87.5 if 12 Roof live Triangular 1 1.001 0.00 7.00 0.0 70.0 if 13 Roof live Triangular 1.00 11.67 18.75 70.0 0.0 if d3 Dead Trian ular 1 1 11.67 18.75 1 87.5 0.0 if -iriouuary wiaLn trt7 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 Unfactored: Analysis Value Design Dead 884 Shear 880 Other 575 195 572 Factored: 1458 674 1452 Total Bearing: #2 0.13 = #2 Load Comb Length 0.50* Total Defl'n 0.50* Cb 1 1.001 L/240 1.00 ivun. ueanng iengrn for oeams is vz ror emenor supports Timber -soft, D.Fir-L, No. 1, 6x14" Self -weight of 17.64 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value nal sis/Desi n Shear fv = 29 Fv' = 195 fv/Fv' = 0.15 Bending(+) fb = 674 Fb' =1488 1.00 0.968 0.990 1.00 fb/Fb' = 0.45 Live Defl'n 0.13 = <L/999 0.63 = L/360 0.20 Total Defl'n 0.40 = L/555 0.94 = L/240 0.43 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt. Ci Cn Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 Fb'+ 1350 1.15 1.00 1.00 0.968 0.990 1.00 1.00 1.00 1.00 - Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - Custom duration factor for Live load = 1.15 Shear -: LC #2 = D+Lr, V = 1458, V design"= 1424 lbs Bend irig (+):-LC #2- = D+Lr, M = 9388 lbs -ft.'. Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) EI = 1804e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC'.s are listed in the Analysis output Load combinations: ASCE 7-05 LC# 2 .2 2 2 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 'A "t: COMPANY PROJECT !Summit Structural Engineering Glenn Residence Timber Patio Cover PO Box 2618 Tradition x _W Wo r k s 902 Baycolt Way La Quinta, CA SOF1'{YA9f1 AR WApAAfS7C.A': McCall, ID 83638 Beam2.wwb Apr. 12, 2016 22:42 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Yat- Location [ft] Magnitude Wnit 430 Other 245 tern Start End Start End 675 d2 Dead Triangular Bearing: 0.00 7.00 0.0 87.5 ])If = <L/999 12 Roof live Triangular #2 0.00 7.00 0.0 70.0 if 13 Roof live Triangular 7.00 14.00 70.0 0.0 if d3 Dead Triangular 7.00 14.00 87.5 0.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dnfactored: Analysis Value Design Dead 430 Shear 430 Other 245 195 245 Factored: 675 = 215 675 Total Bearing: Live Defl'n 0.02 = <L/999 Load Comb #2 0.05 #2 Length 0.50* 0.70 = 0.50* Cb 1.00 1.00 -Min. bearing lengtn Tor beams Is wz- tor exterior supports Timber -soft, D.Fir-L, No. 1, 6x14" Self -weight of 17.64 pit included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value nal sis/Desi n Shear fv = 13 Fv' = 195 fv/Fv' = 0.07 Bending(+) fb = 215 Fb' = 1504 fb/Fb' = 0.14' Live Defl'n 0.02 = <L/999 0.47 = L/360 0.05 Total Defl'n 0.07 = <L/999 0.70 = L/240 0.11 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 Fb'+ 1350 1.15 1.00 1.00 0.979 0.990 1.00 1.00 1.00 1.00 - Fcp' . 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - Custom duration factor for Live load = 1.15 Shear LC #2 = D+Lr, V. 675, V design = 641 lbs Bending(+): LC #2 = D+Lr, M = 2987 lbs -ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) EI = 1804e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead 'L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 LC# 2 2 2 2 DESIGN NOTES:. . 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4 "= A Type Distributio COMPANY PROJECT n'. ® fv = Summit Structural Engineering PO Box 2618 Glenn Residence Timber Patio Cover ' Tradition Start End Start E d . d 902 Baycolt Way La Quinta, CA Fb' = 25.00 (2.00)} psf McCall, ID 83638 Beam3 typ rafter.wwb fsornvakEFoa--woad nrscx>+ -- • •- ••• - _. 361 Apr. 12, 2016 22:50 sf Design Check Calculation Sheet Sizer 8.3 LOADS Load Type Distributio Pat Location [ftj Magnitude Unit Shear fv = Other terii Start End Start E d . d Dead Full Area Fb' = 25.00 (2.00)} psf 1 Roof live Full Area 361 20.00 (2.00)* sf 1111111-Y 111ULIJ ­) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 7'-4.5" i Unfactored: Anal sis Value Design Dead 221 Shear fv = Other 140 195 fv/Fv' = 0.05 Factored: fb = 147 Fb' = 1380 fb/Fb' = 0.11 Live Defl'n 0.01 = Total 361 L/360 0.03 Bearing: 0.03 = <L/999 0.37 = L/240 0.07 Emin' 0.00 million 1.00 1.00 - - - - F'theta 655 2 Custom duration factor for Load Comb 92 Length 0.50+ 284 lbs 0, Cb 1.00 M = 631 lbs -ft 1 -,.,...oar,r,y ic,iy,n w. ucan,a m - wi -1-1 aurry.- Timber -soft, D.Fir-L, No. 1, 6x8" Pitch: 4.0/12; Total length: TA.5"; Self -weight of 9.8 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2006: Criterion Anal sis Value Design Value Anal sis/Desi n Shear fv = 10 Fv' = 195 fv/Fv' = 0.05 Bending(+) fb = 147 Fb' = 1380 fb/Fb' = 0.11 Live Defl'n 0.01 = <L/999 0.25 = L/360 0.03 Total Defl'n 0.03 = <L/999 0.37 = L/240 0.07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# - Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 1200 1.15 1.00 1.00 .1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - - 1.00 1.00 - 2 Custom duration factor for Live load = 1.15 Shear LC I!2 = D+Lr, V = 342, V design = 284 lbs Bending(+): LC U2 = D+Lr, M = 631 lbs -ft Deflection: LC @2 = D+Lr_ (live) LC $2 = D+Lr (total) EI = 309e06 lb-in2 - Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 - D=dead L=live S=snow W=wind I=impact. Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE.7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. SLOPED BEAMS: level bearing is required for all sloped beams. t Load Type COMPANY PROJECT Location [ft) Magnitude Unit Summit Structural Engineering Glenn Residence Timber Patio Cover 498 tern Start End PO Box 2618 Tradition d , ¢ k No 902 Baycolt Way La Ouinta, CA ^W': tO O o r si Triangular McCall, ID 83638 Beam4.wwb t ARf fOR: WUOn flrsrGr .'? d2 Apr. 12, 2016 23:00 - - No Design Check Calculation Sheet' 0.0 40.6 plf 12 Sizer 8.3 Trianqular LOADS: 0.00 3.25 0.0 32.5 plf Load Type Distribution Pat- Location [ft) Magnitude Unit FV, = 195 fv/Fv' = 0.12- 498 tern Start End Start End d Dead Triangular No 3.25 13.25 0.0 175.0 plf 1 Roof hive Triangular Yes 3-25 13-25 0.0 140.0 plf . d2 Dead Triangular No 0.00 3.25 0.0 40.6 plf 12 Roof live Trianqular Yes 0.00 3.25 0.0 32.5 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 37 -5.1- n - r v^ Unfactored- Analvsis Value Design Value Anal sis/Desi n- ' 4 Unfactored- Analvsis Value Design Value Anal sis/Desi n- ' Shear Dead FV, = 195 fv/Fv' = 0.12- 498 fb = 315 667 Other Factored: Bending(-) 291 - 467 Total Bearing: Deflection: - ,. 789 .. °•. 1134 Interior Live - Total 0-09 = <L/999 0.53 = L/240 X0.16 F'theta 655 -0.03 = <L/999 652 -- - - 652 Load Comb 00 0.34 = L/120 I2 - - + Iq Length 0.00 0.50" 0.50' Cb 1 0.001 1 1.75 - 1.00 rvun. -nn!j rcnyrn oeamb a oc ror e -nor buppuru an ut Ior mrenn-are bupponb Timber -soft, D.Fir-L, No. 1, 6x10" - Pitch: 4.0112; Total length: 13'-11.6 Self -weight of 12.41 plf included in loads; Lateral support: top= full, bottom= at supports; - - Analysis vs. Allowable Stress (psi) and Deflection (in)using NDS 2005 Criterion Analvsis Value Design Value Anal sis/Desi n- tr Shear fv = 23 FV, = 195 fv/Fv' = 0.12- Bending(+) fb = 315 Fb' -= 1552. fb/Fb' = 0.20 Bending(-) fb = 29 Fb' = 1552 - - fb/Fb-' = 0---02 Deflection: - 0-03 = <L/999 0.35 = L/360 0.08 - Interior Live - Total 0-09 = <L/999 0.53 = L/240 X0.16 Cantil. Live -0.03 = <L/999 0_23=•L/180 0.-12 Total -0-08 = L/515 0.34 = L/120 .' 0.23 ' ADDITIONAL DATA: ^ FACTORS:F/E CD CM Ct CL CF. Cfu Cr, Cfrt Ci Cn LCI _ Fv' ,170 1-15 1.00 '-1.00 - - - - 1.00 1-00 1.00 2 _ Fb'+ 1350 1.15 1:00 1.00 1.00 1.000 1.00 1.00 1.00 1:-00 - 4 - - Fb'- 1350 .1-15 .1:00 1.00 - 1:0 000 1.000 •11.00 1.00 .1.00 1.00 - 2 - - - Fcp' 625 - 1.00 1.00 - - 1.00. 1.00 E. 1.6 million 1.00 1.00 - - 1.00 1:00 - 4 - - Emin' -0.00 million 1-00. 1.00 - - 1,.00 1.00 - 4" - - Custom duration factor for Live load = 1.15 o 't Shear LC 12 = D+Lr, V 1069, V design 809 lbs Bending(+): LC 14 = D+Lr (pattern: _L), M = 2169 .lbs -ft Bending(-)-: LC 12 = D+Lr,.M = .202 lbs -ft Deflection: LC I4 =-D+Lr (pattern: L) '(live) .. ' LC I4 = D+Lr (pattern: _L) (total) EI = 629e06 lb -int Total Deflection 1'.50(Dead Load Deflect ion) "+'Live -Load Deflection. • - .. Bearing: Allowable bearing at:'an angle F'theta calculated for each support .. as per NDS 3.10-3 , D --dead' L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated - All LC's are listed.in the Analysis -.output - - t Load Pattern: s=S/2, X=L+S or L+Lr, = no -pattern load in this -span Load combinations: ASCE 7-05 DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of.2.span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - 4. SLOPED BEAMS: level bearing is required for all sloped beams. 5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. LATERAL ANALYSIS SUMMIT STRUCTURAL ENGINEERING Jog No. -- 902 BAYCOLT WAY SHEET No. PO Box 2618 CALCULATED.BY McCall, ID 83638 CHECKED By (208) 634-8148 fax (208) 634-6395 SCALE 2012 IBC Lateral Analysis La Quinta, CA 92253 Wind and Seismic Load Distribution Timber Patio Shade' Weight of Materials . Roof DIL 25 psf Exterior Wall 15 psf Interior Wall '10 psf Design Base Shear ' Ss= 1.503 Fa= 1 S1= 0.6 Fv= • 1.5 - Sds= 1.002 Sds = 2/3 Sms = Fa x Ss x 2/3 Shc= 0.6 Sd1 = 2/3 Sml = Fv x S1 x 2/3 Seismic Design Category = D Site Class = D (assumed) Occupancy Category II ; Seimic Importance 1=1 h= 15 R= 1.5 T= Ct(hn)314 Rho= 1.3 T= ' 0.152 , V= (rho) x Sds x I/ 1AR x W Ts = Sd1/Sds = 0.5988 V= 0.620 W 0.152 < 0.6 Sds` governs Design Wind Pressure (Simplified Method - reduced 0.6 for ASD) Roof slope = 4 12 Roof angle = 18.44 degrees - Ps30 " 15 deg. 20 deg. - linear interp.- ps=AKIps30 X 0.6 _ Zone A 26.3. 29 28.15 20.44 x Zone B -8.7 -7.7 -8.01 -5.82 c Zone C 17.5 19.4 18.81 13.65 Zone D -5 -4.2 -4.45 -3.23 Mean Height 15 Values above interpolated A15'= 1.21 . Reduced x 0.6 for ASD A20'= - , 1.29 A ht. = 1.21 Wind Exposure Category C 0.40 mean height 6 ft. Wind Risk Category II Least horiz dim. = 66 Basic.Wind Speed = 115 mph Vult. 0.1b = 6.6 Topographic Factor Kzt = 1 2a = End Zone Dim 13.2 ft. r ' Wind Factor ps = A x Kzt x I x Ps30 _ Zone B and D are negative (outward) and are set to 0 for most conservative value ' SUMMITSTRUCTURAL ENGINEERING 902.113i4YCOLT WAY SHEET NO S CALCULATED BY " 'McCall, 6,83638 ' * ' `" ,y CHECKED BYT.l '(208):634=8148 fax (208) 634-6395x. _ _ SCALE " .-.-..... a......w.-..,.-.tiw.,...,.. w .. v ___ ,e,....:..t_•......._..r ., ire :.. ..4H .t.Y' F.. ...w.•...9"^x+.c ... +«+x ' ' Y { ✓ Vertical Distribution of Forces North -South Direction + Dead Loads Tribituary Area Roof 25 psf x 20 ft • = 500 Exterior Wall 15 psf x 4 ft x 4 = 240 Interior Wall 10 psf x 0 ft x 2 = 0 0.620 x 740 469 Ib./ft. Wind A 20.4 psf x 6 ft. = 123 Ib./ft. Wind C 13.7 psf. x 6 ft. = 82 Ib./ft. Check 10 psf min to dia 10 x, 6 ft. .. 60 Ib./ft. East - West Direction Dead Loads ' Tribituary Area Roof 25 psf x` • 25 ft = 625 Exterior Wall 15 psf x 4 ft x 4 = 240 Interior Wall 10 psf x 0 ft x 2 = 0 -0.620 x 865- -637 Ib./ft. Wind A 20.4 psf x 6 ft. ,, = 123 Ib./ft. Wind C 13.7 psf. x 6 ft. _ 82 Ib./ft. Check 16 psf min to dia ' 10 x 6 ft. 60 Ib./ft. - Note: All forces have been adjusted to ASD values . SU.MMIT'ST ' UCTURAL'yENGINEERIN6 i1"' .n F .loe No: M2 BAYCOLT SHEET NO *, ' CALCU LATDBY PO Box 2618 e _ !MCCali D, 83638 , wt rry CHECKED.BY , "^x- ; r '` sr s wMsx s";• w.."s )64148fa x208 ( CALE(208 r' :7 T e Lateral Analysis Shear Wall Line 1 Roof level • L= 2 V = 537, . Q1 = 537 Ib/ft x 14 / ' 2 = 3759 Load From Side 0 lb/ft x 0/. 2 = 0 f r Additional Load 0 0 Total Load 3769 Unit Shear = 3759 / .' . 2 ft. = 1880 Ib./ft. Use steel moment column per plan. See calculations on following pages. ' Al .rz t .s ` •Y 4 C - -J s SUMMIT`STR- MMRAL;ENGINEERING 3. x JoaNO:y ` j `902 BAYCOLT WAY .SHEET NO PO Box 261.8':CALCULATED BY r r McCall, ID 83638' . r s 6n. * T', mx T ' , r n g r k ; h CHECKED BY u -# (208) 634 8148fax{208) 634 6395 I.xa SCALE x Summit Structural Engineering PO Box 2618 fi 902 Ba colt Way ............ McCall, ID 83638 Steel Column`s 41 A Project Title: Engineer: Project Descr: Glenn Residence Timber Patio Cover Project ID:. File Pr4hxt 13 APR 2016; 11:43A61 niaminkDOCUME-I\ENERCA-I\GLENNT-i.EC6"'; INC: 1983-2014: Build:6.14.11.18. Ver.6.14.12.31-i, Description "Line A Steel Moment Column .. F I CodeR '9 'T Calculations per AISC 360-10,' IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 7 dWe_ral RnGrWaitirn 777777;TT Steel Section Name: HSS6x6x1/4 Overall Column Height ft Analysis Method Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ks i X -X (width) axis E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 8.5 ft, K = 2.1 Load Combination ASCE. 7-10 Y -Y (depth) axis Fully braced against buckling along Y -Y Axis, -Applied toads, Service [dads entered. Load Factors will be applied for calculations. Column self weight included 161.384 lbs Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 fl, D = 1.812, LR =1.111 k - L BENDING LOADS ... Lat. Point Load at 8.50 ft creating Mx -x, E.= 2.180 k 77 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6583 1 Maximum SERVICE Load Reactions.. Load Combination +D+-0.70E+H 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.. . r Top along Y -Y 0.0 k Pa: Axial 1.973 k > Bottom along Y -Y 2.180 k, Pn /Omega: Allowable 72.667 k Ma -x Applied -12.971 k -ft Max . imum SERVICE Load Deflections . . . Omega: Allowable .'Along Y -Y 0.9251 in at 2b. 120 k -ft 8.50ft above base -Mn-x " : 2.for load combination : E Only Ma -y: Applied , , - - - - . . 0.0 k -ft % Mn -y I Omega: Allowable N-: 20.120'k -ft 1'; Along X -X 0.0 in at, 0.0ft - above base for load combination PASS Maximum- Shear Stress Ratio = -.0.04776 :1. Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are -.. . 71, -Va: Applied 1.526 k Vn I Omega: Allowable .31.951.-k W­kisu FAoij orn aT Maximum Axial + Bendinq Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H -0.027 PASS 0-00flm 0.000 PASS 0.00 ft +D+L+H • 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H- 0.042 PASS, 0.00 ft • 0.000 PASS 0.00ft +D+S ' +H 0.027 0.00 0.000 PASS PASS ft 0.00 ft +D+0.750Lr+0.750L+H . 0.039 PASS 0.00 ft 0.000 'PASS - 0.00 ft +D+0.750L+0.750S+H •'0.027- -PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.027, PASS -0.00 ft 0-000.- PASS 0.00 ft +D+0.70E+H0.658,..,PASS 0.00ft 0.048" PASS, 0.00 ft +D+0.750Lr+0.750L+0' 450W+H 0.039 - PASS •0.00 ft 0.000 PASS J' 0.00 ft +D+0.750L+0.750S+0.450W+H 0.027 -PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.497 PASS- = 0.00 ft PASS 0.00 ft +0.60D+0.60W+0.60H 0.016 PASS -0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.653 PASS 0.00 ft 0.048 PASS 0.00 ft 41 FOUNDATION DESIGN Grade Beam Design Grade Beam Line A ; DL + LL ; x Trib. Area = Load " Roof Load 18 16 x 0 = 0 Floor Load 12 4.0 x 0 = 0 Wall Load 15 x . 0 0 s - Point Load 2922 - 2922 Total (W) ° _ 2922 ' Lateral Load adjustment for redundancy and overstrength ' - Lateral Load = 2180 rho = 1.3 omega : 1.25 Factored load for grade beam = Load x omega/rho = 2096 Ib Lateral Force (V)= 2096 Ib. Height of applied force 8.5 ft. Allowable Soil Pressure (q) = 1500 psf , Adjusted Soil Pressure (q') 1.33*q = 1995 psf Grade Beam Geometry b= 18" h= 24" ' d= ,21,,. 1 toe = 4 ft heel = 4 ft . General Stability Check _ r Mot = V x (H+h) _ - 22,010 ft.lb Mr— W x toe + (b x h x (toe + heel) x toe x 150 pcf 88,488 ft.lb, • _ General Stability O.K. t - Soil Pressure Check r ' q = F x (H + h) / (b*Toe/2) = 1,834 psf Allowable Soil Pressure = 1995 psf • f - Soil. Pressure O.K. f - Grade Beam Strength Check Ms= 17.81731 ft -kip - - Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = 24.94423 ft -kip fc= 2500 psi fy= 60000 psi . b= 18.. _ As= 4 x # 5 rebar = - 1.23 in.112 - T= As x fy= • 73628.91 Ib. - a = T/(0.85 x fc' x b) _ 1.92 in. 'SUMMIT STRUCTURAL;ENGINEERING; _ •. ' y .#' - -_.Y "` J66 No: 1 ,902 BAYCOLT WAY g ,,,- a '# y : ,`'-,SHEET:NO PO Box'2618 w _ . +CALCULATED McCall,`I083638 y~ CHECKED BY - i0 .i 5..,t•. i m 'c ,..-. e- ' F+k' -+» ',.,. .:e'dEa ` ...sis. w Brie 'S" .-s- (208) 34-78148 fax,(208) 634=63953 SCALE . d . .... .. _h _._:... ..._..»...:..:,. A. ....w-,.:,; ^ ., :: .' ,....L.a..:..si:. w."%..a...w.h... $0. w:di..+....r'v. ewa+- , ..,....• . Mu'= 0.9 x (As x fy x (d-a/2)) = 110.65 ft-kip Mu'= 110.65 ft-kip > Mu = 24.944 O.K. •_ .-_ _ Y Jt• .. ' q 7.—Y-- . ... .•e., c.^ne- x. Pr. 'I ^'_ k"[,•,,, ` W ^•„^R.,pw..,. .,.. T....,p....yy.. ..v. - • , SUMMIT, STRUCTURAL ENGINEERING g - M ' d ` Y + } No.::x -Jog 902 $AYCOLT WAYf tt Y 5^^?, F SHEET NO T'. (r:, e3 r 171 t }` "=- + pCALCULATED BY j—i fx z, :'--— McCaII,1IC;83638a-- ; . r + a x ~a . CHECKED BY , a Y(208) 634 8148ii (208);634'6395 Y w` w Aswr='F SCALE { ...• PO Box 2618 Engineer: Project ID: 902 Baycolt Way Project Descr. 1 F F1_--" McCall, ID 83638 "" - - PiirmKd: 13APP.7;;16, 11AWA CO Ufillh`' -, "- ar File - c:lUse ",rslBenjaminlDOCUME=l\ENERCA-1IGLENNT-l.EC6'"• y "ENERCALC, INC. 1983-2014, Build:6.14.1:1.18,Ver.6.14.12.31 Description : Line A Steel Moment Column Maxfmum'Reacttons • Note: Only non -zero reactions are listed. X -X Axis Reaction - Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base . @ Top @ Base +D+H k k 1.973 k r +D+L+H k k 1.973 k +D+Lr+H k k 3.084 k , +D+S+H k • k 1.973 k +D+0.750Lr+0.750L+H k k 2.807 k +D+0.750L+0.750S+H k ` k 1.973 k +D+0.60W+H k - k 1.973 k +D+0.70E+H k -1.526 k 1.973 k 1 +D+0.750Lr+0.750L+0.450W+H k k 2.807 k +D+0.750L+0.750S+0.450W+H - k k 1.973 k +D+0.750L+0.750S+0.5250E+H k -1.145 k 1.973 k +0.60D+0.60W+0.60H k k 1.184 k +0.60D+0.70E+0.60H k -1.526 k 1.184 k D Only k k 1.973 k Lr Only _ . k k 1.111 k L Only k k k S Only k k k W Only k t- k k, E Only k -2.180, k k H Only • k k - . k MaXIw-U- b lections for%L'oatl `" .Combinations, . aw .Y u7 ' Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+L+H - - - 0.0000 " in 0.000 ft 0.000 in 0.000 ft +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 ft +D+0.750Lr+0.750L+H 0.0000 in -' 0.000 ft 0.000 in - 0.000 it +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 ft 0.000 in 0.000 ft +D+0.70E+H ' " 0.0000 in 0.000 ft 0.648' in 8.500 ft +D+0.750Lr+0.750L+0.450W+H . 0.0000 in 0.000 it 0.000 in , . 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 0 0.000 in 0.000 ft ' +D+0.750L+0.750S+0.5250E+H 10.0000 in 0.000 ft 0.486 in 8.500 ft +0.60D+0.60W+0.60H - 0.0000 in 0.000 It 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in " 0.000 ft 0.648 in 8.500 ft , D Only - 0.0000 in 0.000 ft • 0.000 in 0.000. ft 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 it 0.000 in - 0.000 ft W Only - 5 0.0000 . in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.925 in 8.500 ft H Only 0.0000 in 0.000 ft 0.000 in ` 0.000 ft - 4, t 3t-eel.Section Properties HSS6x6X114 ' ' ` " '-x c. SUMMIT ENGINEERING s STIRUCTURAL r s iJ _} <A q •+ k A i . ... SLS +902'BAYC&T VUAYNO T ° x `PO Box 2618 3 •4 ° 4 . ' ' CALCULATED $Y ' McCall, D 83638 s + ; r w , CHECKED BY ' a ''(2*".04 8148-faxT(208) 634 639 ' "`,` t SCALE" x•`'' *;'1 r .t 2977k M -x Loads - O r, X' Gd CY Loads are total entered value. Arrows do not reflect absolute direction. — '$UMMIT'STRUCTURAL :ENGINE'ERING JOB Nom a; x . 1.s. ' " - om-•. d ..cx `' t.,,,. -* i ..'" # „ SHEET•N:.O 902B60LT-WAY'.. PO;BCALCULATED BY i :# qi McCall, ID.'83638 CHECKED BY i E + '(208);634=8148 Sfax (208) 6346395 W ' '- ` SCALE° " y == •; PO Box 2618 Engineer: ID: 902 Baycolt Way, ` .. " Protect Descr: „Project ' McCall, ID 83638, t Punted: 3 APR 2.16,11:494A ',` ., File='c:\UserslBenjamin\D000ME 11ENERCA-11GLENNT-I:EC6 $teed Column" • <<• =-ENERCALC.JNC.`1983-2014'Bui6:6.14.11'.18Ver.6.14.1231.1 r•rr• YIN! I Description : Line A Steel Moment Column k ro7c-r HSS6x6x1l4 K -'Steel Section Properties,:.., Depth = 6.000 in I xx = 28.60 inA4 J = 45.600 inACt. S xx = 9.54 in^3 Width = 6.000 in R xx = • 2.340 in T Wall Thick = 0.250 in Zx = 11.200 in A3 ti Area = 5.240 in^2 Iyy _ 28.600 in^4 C _ _ 15.400 in^3 Weight = 18.986 plf S yy = 9.540 in"3 ' f R yy = 2.340 in Ycg = 0.000 in 1 .. 2977k M -x Loads - O r, X' Gd CY Loads are total entered value. Arrows do not reflect absolute direction. — '$UMMIT'STRUCTURAL :ENGINE'ERING JOB Nom a; x . 1.s. ' " - om-•. d ..cx `' t.,,,. -* i ..'" # „ SHEET•N:.O 902B60LT-WAY'.. PO;BCALCULATED BY i :# qi McCall, ID.'83638 CHECKED BY i E + '(208);634=8148 Sfax (208) 6346395 W ' '- ` SCALE° " y