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RER (13-0216)
51429 Marbella Ct 13-0216 I P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA,. CALIFORNIA 92253 c&t!t 4 4 Q m& BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: 13-00000216 Property Address: 51429 MARBELLA CT "til APN: 777-320-025- - - f Application description: REMODEL - RESIDENTIAL '""jAR Property Zoning: LOW DENSITY RESIDENTIAL© 3 Application valuation: 30000 C17Y OF1 A QUIM1' rR j;CA7Y . Applicant: Architect or Engineer: J 1iN 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 Professionals Code, and my License is in full force and effect. License Class: B LicenseNo.: 919430 Date: 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 a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1 _ 1 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, 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' Slate License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( ) I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY 1 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.). Lender's Name: Lender's Address: J LQPI?Rn1IT VOICE (760) 777-7012 FAX (760) 777-7011 - INSPECTIONS (760) 777-7153 Date: 3/26/13 Owner: PARTRIDGE JOHN 51429 MARBELLA CT LA QUINTA, CA 92253 Contractor: GALLAUDET CONSTRUCTION 52202 ROSEWOOD LANE LA QUINTA, CA 92253 (760)516-9000 Lic. No.: 919430 WORKER'S COMPENSATION DECLARATION 1 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. My workers' compensation insurance carrier and policy number are: Carrier EXEMPT Policy Number EXEMPT 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 should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS (5100,000). 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 Director of Building and Safety for a 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. 1 agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. Date: Signature (Applicant or Agent): a Application Number . . . . . 13-00000216 ------ Structure Information REMOVAL OF (2) PATIO COLUMNS ONLY ----- Other struct info . . . . . CODE EDITION 2010 --------------------------------------=------------------------------------- Permit . . . . BUILDING PERMIT Additional desc . Permit Fee 284.50 Plan Check Fee 184.93 Issue Date . . . . Valuation . . . . 30000 Expiration Date . . 9/22/13 Qty Unit Charge Per Extension BASE FEE 252.00 5.00 6.5000 THOU BLDG 25,001-50,000 32.50 ---------------------------------------------------------------------------- Special Notes and Comments REMOVAL OF TWO (2) PATIO COLUMNS TO CREATE A CLEAR OPENING [ENGINEERED] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2010 CALIFORNIA BUILDING CODES. March 26, 2013 12:40:38 PM AORTEGA ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 2.00 STRONG MOTION (SMI) - RES 3.00 Fee summary Charged Permit Fee Total 284.50 Plan Check Total 184.93 Other Fee Total 5.00 Grand Total 474.43 LQPERAIIT Paid Credited Due .00 .00 284.50 .00 .00 184.93 .00 .00 5.0.0 .00 .00 474.43 Qr CITY OF LA QUINTA'SUB-CONTRACTOR LIST _ JOB ADDRESS CT-' PERMIT NUMBER OWNER lr ,w PA-(z-TfZkO-+-6 BUILDER1 S/• This form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance of building permit. For each applicable trade, all information requested below must be completed by applicant. "On File".is not an acceptable response. Classification oTrade ntractorsLrcenseCotateC .. .. . .... . n ikecWo.Com e:fnsuranntractor . . . Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/xx/xx) Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp... Date (xx/zx/xx) EARTHWORK (C-12) CONCRETE IC -8)'::.'X17 L- FRAMING .(G-5) STRUCT:'STEEL (C-51) MASONRY -(C-29) `. PLUMBING (C-36)' LATH; PLASTER (Cr35)- DRYWALL (C-9) .:..: HVAC. IC -20)` ELECTRICAL. (C=10) :. ROOFING1C4439)4:.-.----:-%4----: ` L-rmry p tQ qI &kj, qc(q &6s7- SHEET.METAL (C 43) FLO •RING (0:151: ` : ,?`: `: : GLAZING (C-17);: INSULATION: (C-2) . SEWAGE DISP (C-42) PAINTING (C=33) CERAMIC TILE* (C-54) CABINETS IC -61 FENCING IC -13) LANDSCAPING (C=27) . `' POOL (C-53) f Bin. # Qty of La Quint 'a g 8z Safety Division Permit # P.O. Box 1504,78-495 Calle Tamplto a`4 1.a.Quinta, CA 92253 - (760) 777-7012 ?j' Building Permit Application' and Tracking Sheet Project Address: MflR6t,L,_ Owner's Name:. SQrW A. P. Number. TCity,STZip:2. Address: Legal Description: Contactor. �/�L(.RD�� nlSTf�C�'l0� z` 3 Telephone: Address: , ' •7S AVIC SZ # 32Project Description: 2.Gitit��n2�. '�- IntNtrlL City, ST, Zip: Telephone: -766) -q! State Lic. # : ! t.' 3 O City Lic, #; Arch., gr. Designer\t2P10't� ENGtt/Ub'�YLI >✓ Address: 3� �1:�21• �� e�- City, ST, Zip: i tv p �!� q Z 2-03 . Telephone: j (o 0 - tiZ 3 _,j y.-pq State Lic. #: Name of Coatact Person:Lt=lZ p�-. Construction Type:. Occupancy: Project c � type Circle ono): New Add'n Alter Repair Dano Sq. Ft.: B Stories: 1 # Units: Telephone # of ContactPerson: %t'o0 .N i 3 - %sS� Estimated Value of Project: 7S>0 APPLICANT: DO NOT WRITE BELOW THIS UNE N Submittal Plan Sets Req'd Recd TRACK NIG PERMIT FEES Plan Check submitted item Amount Structural Cake. Reviewed, ready for corrections Plan Check Deposit. Truss Cates. Called Contact Person Plan Check Balance Title 24 Calm Plans picked up Construction ' Flood plain plan Plans resubmitted Mechanical Grading plan 2" Review, ready for correctiouslissue Electrical Subcontector List Called Contact Person Plumbing Grant Deed Plans picked up S hLL H.O.A. Approval Plans resubmitted Gradlog IN ROUSE:- Review; ready for correctio ae�y� Developer Impact Fee Planning Approval Called Contact Person Pub. Wks. Appr Date of permit Issue School Fees Total Permit Fees To 3�2-bj 1 EsGil Corporation In Partnership with Government for Buifding Safety DATE: 3/20/2013 JURISDICTION: City of La Quinta PLAN CHECK NO.: 13-216 SET: I PROJECT ADDRESS: 51-429 Marbella Ct. PROJECT NAME: Patridge Patio Modification ❑ jPPLICANT orliURIS. ❑ PLAN REVIEWER ❑ FILE ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ® EsGil Corporation staff did not advise the applicant that the plan check has been completed. ❑ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ® REMARKS: structural review only By: David Yao Enclosures: EsGil Corporation ❑ GA ❑ EJ ❑ PC 3/13 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax(858)560-1576 Ic 1W ARMOUR BUILDING COMPONENT DESIGN $ ENGINEERING SERVICES 41-343 Butler Court, La Quinta California 92203 Phone: 760-423-9479 email: danny@abcdes.net TODAY'S DATE: 02/20/2013 STRUCTURAL DESIGN CALCULATIONS FOR Patio Modification JOB NUMBER: 1731-13 CLIENT: John and Ann Partridge PROJECT: 51-429 Marvella Mountain View Country Club La Quinta, CA 92253 0 0�� l?i .eZ 1 MEMA TABLE OF CONTENTS CITY O LA QUINTA Section 1 Design Criteria Pages 1-2 BUILDING & SAFETY DEPT. Section 2 Gravity Pages 3-5 APPROVED Section 3 Foundation Pages 6 Section 4 Glu -Lam Bolting Pages 7-9 FOR CONSTRUCTION Submittal: 15C DATE rBY Z= Dated: 00/00/2013 RE"EIVED FEB 2 8 2013 COMMn DE VELD ME �� INT" page 1 Basis for Design Building Code 2010 California Building Code (based on 2009 IBC) Building Design Loads Roof Live Load = 20 psf (reducible) Roof Dead Load = 34 psf Floor Live Load = 40 psf N/A Floor Dead Load = 30 psf N/A Wind Loading = 76 mph Wind Speed (3 sec gust =90 mph) Exposure Category = C Foundations Allowable Soil Bearing Pressure = 1,500 psf assumed Concrete Pc = 2,500 psi - at 28 days per ACI 318 Reinforcing Steel #5 and larger � = 60,000 psi #4 and smaller fy = 40,000 psi Dimensional Lumber GluLam Beam Properties Unless noted otherwise = DF -L #2 DF 24F -V4 at simple spans 2x wall studs up to 10'-0" = HF #2 DF 24F -V8 at cont. or cant. spans 2x wall studs over 10-0" = DF #2 Fb= 2,400 psi F„ = 190 psi 6x or larger beams = DF #1 Fc = 650 psi E =1,800 ksi 6x6 or larger posts = DF #1 Structural Steel Structural steel �, = 36 ksi Pipe steel fy = 36 ksi Wide flange sections 1;, = 50 ksi Tubular sections fy = 46 ksi Bolts = A307 Design Loads Roof Dead Load (psf) 3.5 Roofing 1.5 " 1/2" plywood 3.5 Trusses 13.5 Tile 12.0 Stucco ceiling 0.0 N/A Sprinklers 34.0 TOTAL Floor N/A Dead Load (psf) Flooring 1-1 /2" gyperete 3/4" sheathing Trusses (joists) 1/2" gypsum board ceiling Sprinklers M.P.&E. Misc. TOTAL Walls EXTERIOR Dead Load (psf) 6.5 Stucco (7/8" loose pc) 2.5 Studs 2.0 1/2" gypsum board 1.5 1/2" plywood 1.5 Insulation 1.0 Misc. 15.0 Total Live Load (osf) 20.0 (reducible) Additional uniform load Fascia/fascia soffit/beam soffit =120 plf imposed along beam for 45.5 feet Live Load (gsfi (not reducible) INTERIOR Dead Load (psfi 1.3 Studs 4.0 1/2" gypsum board (both sides) 1.0 M. P. & E. 1.7 Misc. 8.0 Total page 2 Project: partridge Location: wood column -1 Column [2009 International Building Code(2005 NDS)] 7.5 INx15.5INx12.OFT Select Structural - Douglas -Fir -Larch - Dry Use Section Adequate By: 83.0% Location: footing -1 Footing [2009 International Building Code(2005 NDS)] Footing Size: 5.0 FT x 5.0 FT x 72.00 IN Reinforcement. #4 Bars @ 1.50 IN. O.C. E/W / (35) min. Section Footing Design Adequate Location: roof Beam 1 Roof Beam [2009 International Building Code(2005 NDS)] (2) 8.75 IN x 24.0 IN x 45.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 77.5% Controlling Factor: Deflection page 3 page Daniel Armour Armour Engineering 41-343 Butler Court or Indio, California 92203 StruCalc Version 8.0.112.0 2/22/2013 5:54:35 PM Project: partridge Location: roof Beam 1 Read Roof Beam Section Modulus: [2009 International Building Code(2005 NDS)] 1680 in3 (2) 8.75 IN x 24.0 IN x 45.5 FT 72.01 int 24F -V4 - Visually Graded Western Species - Dry Use Moment of Inertia (deflection): Section Adequate By: 77.5% 20160 in4 Controlling Factor. Deflection 166408 ft -Ib DEFLECTIONS Center Shear: Live Load 0.43 IN U1284 85330 lb Dead Load 1.28 in Total Load 1.71 IN U320 ROOF LOADING Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS B B Live Load 3640 Ib 3640 Ib Dead Load 10989 Ib 10989 Ib Total Load 14629 Ib 14629 Ib 20 Bearing Length 1.29 in 1.29 in Roof Dead Load: DL= 34 BEAM DATA Span Length 45.5 ft Unbraced Length -Top 0 ft 5 Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 20 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by. Fb_cmpr = 1850 psi Fb' = 2259 psi Cd=1.15 Cv=0.82 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L' = 650 psi Controlling Moment: 166408 ft -Ib 22.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -14629 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 883.81 in3 1680 in3 Area (Shear): 72.01 int 420 in2 Moment of Inertia (deflection): 11355.5 in4 20160 in4 Moment: 166408 ft -Ib 316318 ft -Ib Shear: -14629 lb' 85330 lb page 4 page Daniel Armour i Armour Engineering 41-343 Butler Court 6at Indio, California 92203 StruCalc Version 8.0.112.0 2/22/2013 5:54:35 PM LOADING DIAGRAM t Q 45.5 n ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL= 34 psf Tributary Width: TW = 5 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL= 34 psf Tributary Width: TW = 3 ft Wall Load: WALL = 120 pit SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 45.5 ft Beam Self Weight: BSW = 91 plf Beam Uniform Live Load: WL = 160 plf Beam Uniform Dead Load: wD_adj = 483 plf Total Uniform Load: WT = 643 plf Project: partridge Location: wood column -1 Column [2009 International Building Code(2005 NDS)] 7.5 INx15.5INx12.OFT Select Structural - Douglas -Fir -Larch - Dry Use Section Adequate By: 83.0% VERTICAL REACTIONS dx = 15.5 Live Load: Vert-LL-Rxn = 4950 Ib dy = Dead Load: Vert-DL-Rxn = 11234 Ib Area: Total Load: Vert-TL-Rxn = 16184 Ib in2 COLUMN DATA Sx = 300.31 Total Column Length: 12 ft Sy = Unbraced Length (X -Axis) Lx: 12 ft in3 Unbraced Length (Y -Axis) Ly: 12 ft Lex/dx = Column End Condtion-K (e): 1 Bending Stress Lateral Loads Only (X -X Axis): Axial Load Duration Factor 1.00 psi COLUMN PROPERTIES. Fbx' = 1555 Select Structural - Douglas -Fir -Larch Bending Stress Lateral Loads Only (Y -Y Axis): Fby = Base Values Adiusted Compressive Stress: Fc = 1100 psi Fc' = 818 psi 1555 Cd=1.00 Cp=0.74 Combined Stress Factor: Bending Stress (X -X Axis): Fbx = 1600 psi Fbx' = 1555 psi Cd=1.00 CF=O. 97 Bending Stress (Y -Y Axis): Fby = 1600 psi Fby' = 1555 psi Cd=1.00 CF=0.97 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X -X Axis): dx = 15.5 in Column Section (Y -Y Axis): dy = 7.5 in Area: A = 116.25 in2 Section Modulus (X -X Axis): Sx = 300.31 in3 Section Modulus (Y -Y Axis): Sy = 145.31 in3 Slenderness Ratio: Lex/dx = 9.29 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Ley/dy = 19.2 psi Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 139 psi Allowable Compressive Stress: Fc' = 818 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): MY= 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1555 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1555 psi Combined Stress Factor: CSF = 0.17 page 5 page Daniel Armour / I Armour Engineering 41-343 Butler Court or Indio, California 92203 StruCalc Version 8.0.112.0 2/22/2013 5:54:35 PM 12 ft AXIAL LOADING Live Load: PL = 4950 Ib Dead Load: PD= 10932 Ib Column Self Weight: CSW = 302 Ib Total Load: PT = 16184 Ib Project: partridge Location: footing -1 Footing [2009 International Building Code(2005 NDS)] Footing Size: 5.0 FT x 5.0 FT x 72.00 IN Reinforcement: #4 Bars @ 1.50 IN. O.C. EM/ / (35) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Baseplate Bearing: Allowable Punching Shear (ACI 11-36): Width: W = 5 ft Length: L = 5 ft Depth: Depth = 72 in Effective Depth to Top Layer of Steel: d = 68.25 in COLUMN AND BASEPLATE SIZE Allowable Beam Shear: Vc1 = Column Type: Steel 107919 in -Ib Column Width: m = 8 in Column Depth: n = 18 in Baseplate Width: bsw = 8 in Baseplate Length: bsl = 18 in Bearing Calculations: Ultimate Bearing Pressure: Qu = 590 Effective Allowable Soil Bearing Pressure: Qe = 600 Required Footing Area: Areq = 24.59 Area Provided: A = 25.00 Baseplate Bearing: Allowable Punching Shear (ACI 11-36): vc2-b = Bearing Required: Bear = 19157 Allowable Bearing: Bear -A = 397800 Beam Shear Calculations (One Way Shear): vc2 = 0 Ib Beam Shear: Vu1 = 0 Allowable Beam Shear: Vc1 = 307125 page 6 page Daniel Armour . I Armour Engineering 41-343 Butler Court or Indio, California 92203 StruCalc Version 8.0.112.0 2/22/2013 5:54:35 PM F18In-1 72 In sin �6ft—� �6I(t 72 In sin I6 ft—� Punching Shear Calculations (Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 0 in Live Load: PL = 3640 Ib Punching Shear: Vu2 = 0 Ib Dead Load: PD= 11111 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 0 Ib Total Load: PT = 14751 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 0 Ib Ultimate Factored Load: Pu = 19157 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 0 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 14500 Ib Controlling Allowable Punching Shear: vc2 = 0 Ib Bending Calculations: Factored Moment: Mu = 107919 in -Ib Nominal Moment Strength: Mn = 16610090 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 2.15 in Steel Required Based on Moment: As(1) = 0.04 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 8.64 in2 Controlling Reinforcing Steel: As-reqd = 8.64 in2 Selected Reinforcement: #4's @ 1.5 in. o. c. e/w (35) Min. Reinforcement Area Provided: As = 6.87 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 23 in Note: Plain concrete adequate for bending, therefore adequate development length not required ,4NpaOM770M C N NI C flI T OPI CS WOOD ASS Form No. TT -011 Page 1 of 3 June 2005 CONNECTIONS FOR BUILT-UP GLULAM BEAMS When a pair of narrow glulam beams must be combined to carry a specific load, it is essential that the two glulam elements be attached together in a manner that will permit the load to be shared equally by both beams. The International Building Code provides guidance for lumber framing in Table 2304.9.1, item 24, "Built-up girder and beams." Developed for nominal 2x framing, the attachment recommendations listed are not appropriate for members wider than 1-1/2 inches. It is the purpose of this Technical Topic to provide similar guidance for glulam members 3 -1/8 -inches wide and wider. For the purpose of this publication, both glulam beams are assumed to be full length, have adequate lateral bracing to avoid buckling, have the same width, stiffness, bending capacity and have adequate bearing at supports to carry the applied load. Top -Loaded Applications: In a top -loaded application, load is applied perpendicular to the span of the built-up beam and parallel to the depth of the beams — e.g., a wall or post resting on the top of a built-up beam (Figure 1). Theoretically, if the load is bearing equally on both elements of the built-up beam and the elements are identical in strength and stiffness, the load should be equally distributed between both beams without any beam -to -beam connections. In reality, because the loads are seldom positioned and bearing exactly as planned, and due to the natural variability in any manufactured product, a minimum connection between the glulam beams is necessary. This minimum attachment is provided in Table 1. It is important to note that this also serves as the minimum attachment requirement between a pair of beams for any loading condition. Figure 1 7011 South 19th Street . Tacoma, WA 98466 Telephone (253) 565-6600 . Fax Number (253) 565-7265 www.apawood.org Form No. TT -011 June 2005 Page 2 of 3 Table 1. Minimum connection requirements for top -loaded applications. Fastener Two rows spaced at: 1/2 -inch -diameter lag screws 24 inches on center 1/2 -inch -diameter bolts Lag screws shall conform to ASTM A307 and have a minimum yield strength of 45,000 psi. Lag screws shall be of sufficient length to fully penetrate both glulam beams. For example, for 2 glulams 3 -1/8 -inches wide, the lag screw shall be at least 6 -1/4 -inches long. Lag screws shall be equipped with cut washers and placed with a wrench via a 3/8 -inch lead hole. Lag screws shall not be driven into the beam with a hammer. Bolts shall conform to ASTM A307 and have a minimum yield strength of 45,000 psi. Bolt holes shall be the same diameter as the bolts and be located a minimum of 4 times the diameter of the bolt away from the glulam edge and end (2 inches for a 1/2 -inch -diameter bolt). Standard cut washers shall be used between head and nut of the bolt and the glulam. Side -Loaded Applications: When a load is applied to one side of a built-up glulam, or an unbalanced load is applied to both sides (Figure 2), the elements of the built-up beam shall be attached such that the applied load is distributed equally to all elements of the built-up glulam beam. Like the minimum attachment as shown in Table 1, this connection is most often made with lag screws or bolts. The capacities of various fastener types and diameters are given in Table 2 for a built-up beam composed of two beam elements only. Connections for more than two beam elements are beyond the scope of this publication. Figure 2 APA — The Engineered Wood Association P ii Form No. TT -011 June 2005 Table 2. Uniform load capacities of two -beam connections (plf)' Page 3 of 3 Fastener2 Two rows s aced at 24 inches on center I 12 inches on center Glulam species SP DF SPF SP DF SPF 1/2 -inch -diameter lag screws 500 480 420 1000 960 840 1/2 -inch -diameter boltS4 920 860 700 1840 1540 1400 5/8 -inch -diameter lag screws' 780 720 640 1560 1440 1280 5/8 -inch -diameter boltS4 1170 1000 1 790 1 2340 1 2000 11580 capacities given are for two -beam (single -shear) connections under normal (10 -yr.) load duration. The minimum width for each glulam beam element is assumed to be 3-1/8 inches. Increases for other load durations are permitted. For connections with more than 2 beam elements (e.g. double -shear), consult with an engineer/architect competent in timber engineering. 2 Use 5/8 -inch -diameter bolts and lag screws when each glulam beam element is wider than 3-1/2 inches. 3 Lag screws shall conform to ASTM A307 and have a minimum yield strength of 45,000 psi. Lag screws shall be of sufficient length to fully penetrate both glulam beams. For example, for 2 glulams 3 -1/8 - inches wide, the lag screw shall be at least 6 -1/4 -inches long. Lag screws shall be equipped with cut washers and placed with a wrench via a 3/8 -inch lead hole for the 1/2 -inch -diameter lag screws and a 15/32 -inch lead hole for 5/8 -inch -diameter lag screws. Lag screws shall not be driven into the beam with a hammer. ° Bolts shall conform to ASTM A307 and have a minimum yield strength of 45,000 psi. Boltholes shall be the same diameter as the bolts and be located 4 times the diameter of the bolt away from the glulam edge and end (2 inches for a 1/2 -inch -diameter bolt). Standard cut washers shall be used between head and nut of the bolt and the glulam. s Offset bolt or screw spacing so that protruding fasteners do not interfere with intersecting side members. Design Procedure for Side -Loaded Applications: ■ Determine maximum uniform load (Ibf/ft) on built-up beam by summing up all uniform loads acting on the beam. Concentrated loads require special consideration. Consult with an engineer/architect competent in timber engineering. ■ Select a glulam or glulams to carry this load based on manufacturer's recommendations. ■ If 2 glulams are required for a built-up beam, select an attachment schedule from Table 2 with sufficient capacity to carry applied loads. ■ Place bolts/lag screws in accordance with Figure 3. Maintain a minimum end and edge distance of 4 times the bolt diameter (2 inches for 1/2 -inch -diameter and 2-1/2 inches for 5/8 -inch -diameter bolts). Technical Services Division © 2005, APA - The Engineered Wood Association Disclaimer The information contained herein is based on APA — The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. APA — The Engineered Wood Association