Loading...
HomeMy WebLinkAbout2843 CAMINO SERBAL; ; CB043991; Permit10-21-2004 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Miscellaneous Permit Permit No: CB043991 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2843 CAMINO SERBAL CBAD MISC 2552812100 $0.00 Subtype: OTHER Lot #: 0 MENA RES-NEW FRENCH DOORS licant: C CONSTRUCTION 3110DELREYAV 92009 760 994-9946 Status: ISSUED Applied: 10/21/2004 Entered By: RMA Plan Approved: 10/21/2004 Issued: 10/21/2004 Inspect Area: Owner: MENA II TRUST 11-13-00 2843 CAMINO SERBAL CARLSBAD CA 92009 Miscelaneous Fee #1 Miscelaneous Fee #2 Additional Fees TOTAL PERMIT FEES PERMIT FEE $80.00 $0.00 $0.00 $80.00 Total Fees:$80.00 Total Payments To Date:$0.00 Balance Due:$80.00 3813 10/21/04 0002 01 02 CGP 80-00 Inspector:Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION » * CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 t-UK UM-ICb USt U PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date / #/'. Address (include Bldg/Surte #)Business Name (et this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total t of units Assessor's Parcel * A/EM Existing Use Proposed Use Description of Work SQ. FT.* of Stories * of Bedrooms * of Bathrooms Name Address ihEL City Name Address City VtCraff State/Zip State/Zip Telephone * ^Wy-> Telephone * Fax* e- 99 Name Address City State/Zip Telephone * (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file e signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codel or that he 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 l$500|). Q- "8m* r-*SI i State License * £>C//~/ft Designer Name State License * Address f. / License Class f^> Address City " State/Zip Telephone » City Business License * / 2 1 ? ?Q /) City I, " i — ^ t. **• State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: n I nave .and will maintain a certificate of consent to self-insure for workers'* compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for .the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company ' ; Policy No. ; Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [»100] OR LESS) T^\ CERTIFICATE OF EXEMPTION: 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 ss to become subject to the Workers' Compensation Laws of California. WARNING: Falura to secure workers' compensation coverage is unlawful, and she! subject an employer to criminal penalties and dvH fines up to one hundred thousand doHanUMflO.OOO). In addition to the cost of compensation, damages as provided for hi Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE <^IZ^ //ZZJ DATE 10 I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their si (Sec. 7044, Business and Professions Code: The Contractor's License Law such work himself or through his own employees, provided that such impro sold within one year of completion, the owner-builder will have the burden O l> •* owner of the property, am exclusively contracting with licensei Contractor's License Lew does not apply to an owner of property who pursuant to the Contractor's License Law). — [] I am exempt under Section . Business and Professions . 1. I personally plan to provide the major labor and materials for 2. I (have / have not) sighed en application for a building permit for the p 3. I have contracted with the following person (firm) to provide the prof 4. I plan to provide portions of the work, but I have hired the following number / contractors license number): ^____ 5. I will provide some of the work, but I have contracted (hired) the folk of work): PROPERTY OWNER SIGNATURE Is the applicant or future building occupant required to submit e business program under Sections 25506, 25633 or 25534 of the Presley-Tanner H ls the applicant or future building occupant required to obtain a permit from Is the facility to be constructed within 1,000 feet of the outer boundary of ~ IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPAN REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIIL I hereby affirm that there is a construction lending agency for the performai_ LENDER'S NAME LENDER'S ' (.certify that I have reed the application and state that the above Informatlc . - I City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is required for excavations over 5'0" deep end demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void If the building or work at any time after the work is comm> APPLICANT'S SIGNATURE for a period of 180 days (Section 106.4.4 Uniform Building Code). DATE WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 02/03/2005 Permit* CB043991 Title: MENA RES-NEW FRENCH DOORS Description: Inspector Assignment: JM Sub Type: OTHERType:MISC Job Address: 2843 CAMINO SERBAL Suite: Lot 0 Location: APPLICANT J C CONSTRUCTION Owner: MENA II TRUST 11-13-00 Remarks: Phone: 7609449946 Inspector: Total Time: CD Description 19 Final Structural Requested By: JEFF Entered By: CHRISTINE Act Comment Associated PCRs/CVs Date 11/22/2004 11/16/2004 11/15/2004 11/15/2004 11/03/2004 Inspection History Description Act Insp Comments 18 Exterior Lath/Drywall 13 Shear Panels/HD's 11 Ftg/Foundation/Piers 14 Frame/Steel/Bolting/Welding 11 Ftg/Foundation/Piers AP JM AP JM OK TO WRAP WC JM AP JM OK TO SHEAR & DRYWALL INSIDE. AP JM OK TO POUR CONSTRUCTION INSPECTION AND TESTING INCORPORATED 261 S. Pacific Street San Marcos, CA 92078 Special Inspection Report Project Address Building Permit Number Plan File Number Protect Name Architect ___ / \ % r./nr A\A Construction Material b , Do x.j vi 1 Engineer Description of Materials si A - General Contractor eivo i/tv> Sub Contractor Otter Kf <e=J---\s.H ^ fa/o>to*\ e(<I C] HP ex. HEREBY CERTIFY THAT i HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. CALCULATIONS FOR MENA RESIDENCE DOOR ADDITION AT FAMILY ROOM REAR WALL PROJ. NO. 04001 10/10/04 Engineering - Consulting **!# A* P$0r vntfH^fti ^f rttH*]L jf^m wr fr^tf// fa's Mite, , " D* / -'/,» LL ; % (Moot k/*ff ? Tutu «<J f ^ Pt, & &tssr . OWOL i *{ b*& '» fatHtfa '" : Me*6r * fit tf /' Ktt *'*•* *// /••"B^T'T/*^ * 2000/b * fifo/L re . m*> s '.ffah •**' '• *' 7 J ' 19/10/9+ *•/ * Mff 1 f 90 ft ^ ,tot +4- IL1 * bato* ban*/ PC +0 CMikr toil s/de * * nftylf (»*t ) A v_ IT* """ *' I—" - -—~• ^"^L.! ^- -^- *fc««-l*^~ ^.. wt._ ^s*- ^-^^ rf ^—f*.fH> -t/tt /*" A*Mr* r t t it * fir (t) fir &f .tl* w**s (t) T~ 2 1 -& tr ft/to/0+ Title: Mena Residence Job f 04001 Dsgnr: SCJ Date: 8:28AM, 8OCT04 Description: New door at Ramily Room rear wall Scope: Rev: 580001User KW-0606157, Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | mena.ecwrCalculations. | Description Header A-DL+LL General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 20Q3 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 1.000 Pin-Pin 35.000 pcf Center Span 6.33 ft . . Left Cantilever ft . . Right Cantilever ft . . Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi . ..Lu . . .Lu . . Lu 0.00 ft 0.00ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 409.00 #m#m fffi LL LL LL 360.00 #ffi *ffi ftft Trapezoidal Loads #1 DL @ Left DL @ Right 525.00 f/ft 525.00 #/ft LL( LL( (Left ! Right 336.00 m 336.00 #ffl Start Loc EndLoc 0.000 ft 3.167 ft Point Loads 1Dead Load Live Load ...distance 1,313.0 Ibs 840.0 Ibs 3.167 ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft |Su/n/naiy^^|'Beam Design OK Span= 6.33ft, Beam Width = Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,155.38 psi Fb 2,900.00 psi 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.743 ; 1 9.5 k-ft 12.7 k-ft 9.46 k-ft at 3.165ft 0.00 k-ft at 0.000 ft 0.00 k-ft 0.00 k-ft 12.72 fv 193.72 psi Fv 290.00 psi Maximum Shear' Allowable Shear 1.5 Camber Reactions... LeftDL Right DL 3.22 k 2.39k ©Left ©Right ©Left © Center © Right Max Max 6.4 k 9.6 k 5.58k 4.22k 0.000 in 0.110 in 0.000 in 5.58k 4.22k Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load -0.073 in 3.114ft 1,039.0 Total Load -0.127 in 3.114ft 599.93 Camber < using 1.5 * D.L. Defl)... @ Center 0.110 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job f 04001 Dsgnr: SCJ Date: 8:28AM, 8OCT04 Description : Mew door at Ramily Room rear wall Scope: Rev; 580001User: KW-0606157, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | mena.ecw:Calculations | Description Header A-DL+LL+E General Information Section Name Prllm: Beam Width Beam Depth Member Type BmWL Added to Loads Load Our. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 1.330 Pin-Pin 35.000 pcf Center Span 6 33 ft . Left Cantilever ft Right Cantilever ft .. Truss Joist- MacMHIan, Paralam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi FcAHow 650.0 psi E 2,000.0 ksi Lu Lu . . Lu 0.00 ft 0.00ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 409.00 #ffl#mm LL LL LL 360.00 fffim*m Trapezoidal Loads *#1 DL @ Left DL @ Right 525.00 */ft 525.00 I/ft Left Right 336.00 Ml 336.00 *ffi Start Loc EndLoc 0.000 ft 3.167 ft Point Loads Dead Load Live Load ...distance 1,313.0 Ibs 840.0 Ibs 3.167 ft 2,533.0 Ibs Ibs 3.167ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft Summary I Beam Design OK Span* 6.33ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 3,068.49 psi Fb 3,857.00 psi • 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.796 ; 1 13.5 k-ft 16.9 k-ft 13.46 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 16.92 fv 250.82 psi Fv 385.70 psi 3.165ft 0.000 ft Reactions... LeftDL Right DL Maximum Shear * 1.5 Allowable Shear @ Right Camber: @ Left @ Center @ Right 8.3 k 12.8 k 4.49 k 3.66k Max Max 6.85k 5.49k 0.000 in 0.179 in 0.000 in 6.85k 5.49k Deflections Center Span... Dead Load Deflection -0.119 in ...Location 3.140ft ...Length/Defl 636.5 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.179 in @ Left 0.000 in @ Right 0.000 in Total Load -0.173 in 3.114ft 439.48 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 8:28AM, 8OCT04 Description: New door at Ramily Room rear wall Scope : Rev. 580001User: KW-0606157, Ver 5.8.0, 1-Oec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | mena.ecw.-Calculations | Description Header A-DL+LL-E General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm WL Added to Loads Load Our. Factor Beam End Fixity Wood Density Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in9.500 in 1.330 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMiMan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu Lu 0.00ft 0.00ft0.00ft Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever DL DL DL 409.00 #/ft*m #/ft LL LL LL 360.00 #ffi#m*m Trapezoidal Loads #1 DL @ Left DL @ Right 525.00 #/ft 525.00 #/ft LL( LLC • Left ! Right 336.00 *ffi 336.00 #/ft Start Loc EndLoc 0.000 ft 3.167 ft Point Loads Dead Load Live Load ...distance 1,313.0 Ibs 840.0 Ibs 3.167 ft -2,533.0 Ibs Ibs 3.167ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft Summary Beam Design OK Span* 6.33ft, Beam Width = Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 1,294.97 psi Fb 3,857.00 psi 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.354 : 1 5.7 k-ft 16.9 k-ft 5.68 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 16.92 fv 136.62 psi Fv 385.70 psi 2.633ft 0.000ft Maximum Shear * 1.5 Allowable Shear Reactions... LeflDL Right DL Camber 1.96 k 1.13k @Left @ Right @LeTt @ Center ©Right Max Max 4.5 k 12.8 k 4.31k 2.95k 0.000 in 0.040 in 0.000 in 4.31k 2.95k Deflections Center Span... Dead Load Deflection -0.027 in ...Location 2.937ft ...Length/Defl 2,816.9 Camber ( using 1.5 * D.L. Defl)... @ Center 0.040 in @ Left 0.000 in @ Right 0.000 in Total Load -0.080 in 3.064ft 944.59 Left Cantilever... Deflection...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 8:28AM, 8OCT04 Description: New door at Ramily Room rear wall Rev: 580001User KW-0606157, Ver 5.8.0, 1-Dec-2003 (0)1883-2003 ENERCALC Engineering Software Scope: General Timber Beam Page 1 | mena.ecw:Calculafons | Description Header A-0.9DL+E General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 1.000 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft . . Right Cantilever ft Truss Joist - MacMWan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ...Lu .. .Lu ..Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 368.00 MlmI/A LL LL LL *m W fffi Trapezoidal Loads #1 DL @ Left DL @ Right 473.00 473.00 LL@Left LL @ Right */ft #/ft Start Loc End Loc 0.000 ft 3.167 ft Point Loads Dead Load Live Load ...distance 1,182.0 Ibs Ibs 3.167ft 2,533.0 Ibs Ibs 3.167ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft 1 Summary | Span* 6.33ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 2,038.90 psi Fb 2,900.00 psi Deflections = 3.500in x Depth * 9.5in, Ends are Pin-Pin 0.703 ; 1 8.9 k-ft 12.7 k-ft 8.94 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 12.72 fv 158.05 psi Fv 290.00 psi Maximum Shear * 1 3.165ft 0.000ft Reactions... LeftDL Right DL Allowable Shear Camber: 4.17 k 3.42k - .5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 5.3 k 9.6 k 4.17k 3.42k 0.000 in 0.168 in 0.000 in 4.17k 3.42k *Center Span... Dead Load Deflection -0.112 in ...Location 3.140ft ...Length/Defl 677.6 Camber ( using 1.5 * D.L. Defl)... @ Center 0.168 in @ Left 0.000 in @ Right 0.000 in Total Load -0.112 in 3.140 ft 677.60 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job 104001 Dsgnr: SCJ Date: 8:28AM, 8OCT04 Description: New door at Ramily Room rear wall Scope: Rev: 580001 User KW-0606157, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | mena.ecw:Calculations | Description Header A-0.9DL-E General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 1.000 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft Right Cantilever ft . . Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi . Lu Lu Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads *Center Left Cantilever Right Cantilever DL DL DL 368.00 *m*m*m LL LL LL ft/ft tfffi*m Trapezoidal Loads *1 DL @ Left DL @ Right 473.00 m 473*00 #ffi LL<[Left ! Right #/ft #ffi Start Loc EndLoc 0.000 ft 3.167 ft Point Loads Dead Load Live Load ...distance 1,182.0 Ibs Ibs 3.167ft -2,533.0 Ibs tbs 3.167ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft 1 Summary | Span* 6.33ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 360.34 psi Fb 2,900.00 psi Deflections Beam Design OK = 3.500in x Depth = 9.5m, Ends are Pin-Pin 0.151 : 1 1.6 k-ft 12.7 k-ft 1.58 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 12.72 fv 43.85 psi Fv 290.00 psi Maximum Shear * 1 1.924ft 0.000ft Reactions... LeftDL Right DL Allowable Shear: Camber 1.64 k 0.89 k .5 ©Left ©Right ©Left ©Center ©Right Max Max 1.5 k 9.6 k 1.64k 0.89k 0.000 In 0.030 in 0.000 in 1.64k 0.89k 1Center Span... Dead Load Deflection -0.020 in ...Location 2.861 ft ...Length/Defl 3,843.7 Camber ( using 1.5 * D.L. Defl)... @ Center 0.030 in @ Left 0.000 in @ Right 0.000 in Total Load -0.020 hi 2.861 ft 3,843.66 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 8:28AM, 8OCT04 Description: New door at Ramily Room rear wall Scope: Rev: 580001 User KW-0606157, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 I mena.ecwrCalculattons I Description Header A -1.2DL+0.5LL+Em General Information Section Name Prllm: Beam Width Beam Depth Member Type BmWt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin 35.000 pcf Center Span 633ft Left Cantilever ft . . Right Cantilever ft . . Truss Joist - MacMiflan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu ...Lu ...Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads I Center DL 491.00#ffi LL Left Cantilever DL Right Cantilever DL Trapezoidal Loads #1 DL @ Left 630.00 #/ft DL @ Right 630.00 */ft #/ft LL#m LL LL @ Left 168.00 LL@ Right 168.00 180.00 */ft#m */ft Mt Start Loc ft/ft End Loc i 0.000 ft 3.167 ft Point Loads | Dead Load 1,576.0 Ibs 7,100.0 Ibs Live Load 420.0 Ibs Ibs ...distance 3.167ft 3.167ft | Summary | Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft Span* 6.33ft, Beam Width = 3.500in x Depth = 9.5in, Ends are Pin-Pin Beam Design OK Max Stress Ratio 0.688 : 1 Maximum Moment Allowable Max. Positive Moment 19.79 k-ft Max. Negative Moment 0.00 k-ft Max® Left Support 0.00 k-ft Max® Right Support 0.00 k-ft Max. M allow 28.75 tb 4,510.34 psi fv Fb 6,554.00 psi Fv Deflections 19.8 k-ft Maximum Shear * 1 .5 28.8 k-ft at 3.165ft at 0.000 ft Reactions... 335. 19 psi LeftDL 655.40 psi Right DL Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right 7.41 k Max 6.42 k Max 11.1 k 21.8 k 8.59k 7.33k 0.000 in 0.326 in 0.000 in 8.59k 7.33k I Center Span... Dead Load Deflection -0.217 in ...Location 3.140ft ...Length/Defl 349.7 Camber ( using 1.5 * D.L. Defl)... @ Center 0.326 in @ Left 0.000 in @ Right 0.000 hi Total Load -0.244 in 3.140 ft 311.34 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 10:19AM, 11 OCT04 Description: New door at Ramily Room rear wall Scope: Rev: 580001User KW-0808157, Ver 5.8.0,1-D«-2003(c)1983-2003 ENERCALC Engineering Software General Timber Beam Page, 1 | mena.ecwiCalculations Description Header A -1.2DLK>.5LL+Em 2 General information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft . . Right Cantilever ft . . Truss Joist - MacMillan, ParaHam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ..Lu .. .Lu ...Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads 1 Center DL Left Cantilever DL Right Cantilever DL Trapezoidal Loads 491.00*ffi LLm LL */ft LL #1 DL @ Left 630.00 #ffi LL @ Left 168.00 DL@ Right 630.00 #ffi LL@ Right 168.00 Point Loads Dead Load 1,576.0 Ibs Live Load 420.0 Ibs ...distance 2.000 ft 1 Summary | Span= 6.33ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 3,755.43 psi Fb 6,554.00 psi 7, 100.0 Ibs Ibs Ibs Ibs 180.00 #/ft */ft ft/ft #Hi Start Loc #/ft End Loc Ibs Ibs Ibs Ibs 2.000ft 0.000ft 0.000ft 0.000ft 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.589 ; 1 16.5 k-ft Maximum Shear * 1 .5 28.8 k-ft 16.48 k-ft at 2.000ft 0.00 k-ft at 0.000ft 0.00 k-ft 0.00 k-ft 28-75 Reactions... fv 385.98 psi Left DL Fv 655.40 psi Right DL Allowable Shear @ Left @ Right Camber @ Left @ Cente @ Right 8.56 k Max 4.52 k Max 1 0.000 ft 2.000 ft 1 Ibs Ibs Ibs Ibs 0.000ft 0.000ft Beam Design OK 12.8 k 21.8 k 9.72k 5.28k 0.000 in r 0.267 in 0.000 in 9.72k 5.28k Deflections | Center Span... Dead Load Deflection -0.178 in ...Location 2.912ft ...Length/Defl 427.5 Camber (using 1.5 * D.L. Defl)... @ Center 0.267 in @ Left 0.000 in @ Right 0.000 in Total Load -0.200 in 2.937 ft 380.35 Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 8:28AM, 8OCT04 Description: New door at Ramily Room rear wall Scop*: Rev; 580001User KW-0606157, Ver 5.8.0,1-Dec-2003(c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 mena.ecw:Calculations Description Header A - 1.2DL+0.5LL-Em General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined jj 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMRIan. ParaHam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksl ...Lu Lu Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads Center DL 491.00#ffi Left Cantilever DL #/ft Right Cantilever DL 17ft LL 180.00 #ffi LL #fflLL m 1 Trapezoidal Loads 1 #1 DL @ Left 630.00 */ft LL @ Left DL@ Right 630.00 I/ft LL@ Right 168.00 *ffi Start Loc 168.00 *ffi End Loc 0.000 ft 3.167 ft Point Loads I Dead Load 1,576.0 Ibs -7,1 00.0 Ibs Ibs Ibs Ibs Live Load 420.0 Ibs ibs Ibs Ibs ibs ...distance 3.167ft 3.167ft 0.000ft 0.000ft 0.000ft 1 Summary | Span= 6.33ft, Beam Width = 3.500in x Depth = 9.5in, Ends Max Stress Ratio 0.093 : 1 Maximum Moment -2.7 k-ft Allowable 28.8 k-ft Max. Positive Moment 0.76 k-ft at 1 Max. Negative Moment -2.67 k-ft at 3 Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 28.75 fb 608.54 psi fv 15.09 psi Fb 6,554.00 psi Fv 655.40 psi Ibs tbs Ibs Ibs 0.000 ft 0.000ft Beam Design OK are Pin-Pin Maximum Shear * 1 .5 0.5 k Allowable 21.8 k .013ft Shear @Left 1.49k .165ft @ Right 0.69k Camber @Left 0.000 in @ Center 0.063 in ©Right 0.000 in Reactions... ** ^ LeftDL 0.32 k Max 1.49k Right DL -0.69k Max 0.23k Deflections || Center Span... Dead Load Deflection 0.042 in ...Location 3.266ft ...Length/Defl 1,804.6 Camber (using 1.5 * D.L. Defl)... @ Center 0.063 in @ Left 0.000 in @ Right 0.000 in Total Load 0.015 in 3.368 ft 4,907.96 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 8:28AM, 8 OCT 04 Description: New door at Ramily Room rear wall Re* 580001User KW-0606157, Ver 5.8.0, 1-Dee-2003(c)1983-2003 ENERCALC Engirwering Software Scope: General Timber Beam Page 1 | mena.ecw:Calculations | Description Header A-0.9DL+Em Code Ref. 2001 NDS. 2003IBC, 2003 NFPA 5000. Base allowables are user defined^General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prilm: 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin Center Span 6.33 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMHIan, Paralam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads I Center Left Cantilever Right Cantilever DL DL DL 368.00 *m *ffi f/ft LL LL LL W*m Trapezoidal Loads #1 DL @ Left DL @ Right 473.00 #ffi LL@Left 473.00 tm LL@ Right #/ft Start Loc End Loc 0.000 ft 3.167 ft Point Loads Dead Load Live Load ...distance 1,182.0 Ibs Ibs 3.167 ft 7,100.0 Ibs Ibs 3.167 ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft IDS Ibs 0.000ft 1 Summary | Span= 6.33ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 3,676.00 psi Fb 6,554.00 psi = 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.561 ; 1 16.1 k-ft 28.8 k-ft 16. 13 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 28.75 fv 260.13 psi Fv 655.40 psi Maximum Shear * 3.165ft 0.000 ft Reactions.. . LeftDL Right DL Allowable Shear Camber 6.43 k 5.68k 1.5 @Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 8.6 k 21.8 k 6.43k 5.68k 0.000 in 0.292 in 0.000 in 6.43k 5.68k Deflections j Center Span... Dead Load Deflection -0.195 in ...Location 3.140ft ...Length/Defl 389.8 Camber (using 1.5 * D.L. Defl)... @ Center 0.292 in @ Left 0.000 in @ Right 0.000 in Total Load -0.195 in 3.140 ft 389.76 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job f 04001 Dsgnr: SCJ Date: &28AM, 8OCT04 Description: New door at Ramily Room rear wail Rev: 580001User KW-0606157, Ver 5.8.0, 1-Dec-2003(0)1983-2003 ENERCALC Engineering Software Scope: General Timber Beam Page 1 | mena.ecw:Calculations § Description Header A-0.9DL-Em Code Ret 2001 NDS, 2003IBC. 2003 NFPA 5000. Base allowables are user defined"!General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prllm: 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin Center Span 6.33 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMiHan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads \ Center DL 368.00 #/ft LL Left Cantilever DL m LL Right Cantilever DL #ffi LL #/ft #/R ftffi Trapezoidal Loads \ #1 DL @ Left 473.00 W LL @ Left DL@ Right 473.00 #/ft LL@ Right #/ft Start Loc #/ft End Loc 0.000 ft 3.167 ft Point Loads | Dead Load 1,182.0 Ibs -7,100.0 Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs ...distance 3.167ft 3.167ft 0.000ft 0.000ft 0.000ft 1 Summary | Span= 6.33ft, Beam Width = 3.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.220 : 1 Maximum Moment -63 k-ft Maximum Shear * 1 .5 Allowable 28.8 k-ft Allowable Max. Positive Moment 0.00 k-ft at 6.330ft Shear: @Left Max. Negative Moment -6.33 k-ft at 3.165ft @ Right Max® Left Support 0.00 k-ft Camber ©Left Max @ Right Support 0.00 k-ft @Cente Max-MaHow 28.75 Reactions... @ WgW fb 1,442.88 psi fv 77.15 psi LeftDL -0.67 k Max Fb 6,554.00 psi Fv 655.40 psi Right DL -1.42k Max Ibs Ibs Ibs Ibs 0.000ft 0.000ft Beam Design OK 2.6 k 21.8 k 0.67k 1.42k 0.000 in r 0.097 in 0.000 in -0.67 k -1.42k Deflections | Center Span... Dead Load Deflection 0.064 in ...Location 3.216ft ...Length/Defl 1,179.7 Camber < using 1.5 * D.L. Defl)... @ Center 0.097 in @ Left 0.000 in @ Right 0.000 in Total Load 0.064 in 3.216 ft 1,179.67 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 10:19AM, 11 OCT04 Description : New door at Ramily Room rear wall Scope: Rev: 580001User: KW-0606157, Ver 5.8.0, 1-0ec-2003(c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | mena.ecwrCalculations § Description HeaderA-0.9DL-Em2 General Information Section Name Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Prllm: 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | Center Span 6 33 ft Left Cantilever ft . . Right Cantilever ft Truss Joist - MacMiHan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu . Lu . Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads I Center DL 368.00 #/ft LL Left Cantilever DL */ft LL Right Cantilever DL #ffl LL */ft*m*m Trapezoidal Loads \ #1 DL @ Left 473.00 *ffl LL @ Left DL@ Right 473.00 */ft LL@ Right #/ft Start Loc #ffi End Loc 0.000 ft 2.000 ft Point Loads | Dead Load 1,182.0 Ibs -7,100.0 Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs ...distance 2.000ft 2.000ft 0.000ft 0.000 ft 0.000ft | Summary | Span= 6.33ft, Beam Width = 3.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.204 : 1 Maximum Moment -5.9 k-ft Maximum Shear * 1 .5 Allowable 28.8 k-ft Allowable Max. Positive Moment 0.00 k-ft at 6.330ft Shear @Lett Max. Negative Moment -5.86 k-ft at 2.000ft @ Right Max @ Left Support 0.00 k-ft Camber ©Left Max @ Right Support 0.00 k-ft @Cente Max. Mallow 28.75 Reactions... @Riflht fb 1,334.62 psi fv 123.93 psi LeftDL -2.09 k Max Fb 6,554.00 psi Fv 655.40 psi Right DL -0.56k Max Ibs Ibs Ibs Ibs 0.000ft 0.000ft Beam Design OK 4.1 k 21.8 k 2.09k 0.56k 0.000 in r 0.084 in 0.000 in -2.09k -0.56k Deflections | Center Span... Dead Load Deflection 0.056 in ...Location 2.735 ft ...Length/Defl 1,360.9 Camber ( using 1.5 * D.L. Defl)... @ Center 0.084 in @ Left 0.000 in @ Right 0.000 in Total Load 0.056 in 2.735 ft 1,360.88 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job f 04001 Dagnr: SCJ Date: 3:37PM, 8OCT04 Description: New door at Ramily Room rear wall Rev: 580001User KW-0606157, Ver 5.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Scope: General Timber Beam Page 1 \ mena.ecwCalculations | Description Header B - DL+LL General Information Section Name Prtlm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Reft 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 1.000 Pin-Pin 35.000 pcf Center Span 6.33 ft Left Cantilever ft . . Right Cantilever ft . Truss Joist - MacMIBan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ...Lu ...Lu .Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads » Center Left Cantilever Right Cantilever DL DL DL 409.00 #/ft ftffi *ffi LL LL LL 360.00 *ffim. *ffi Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 525.00 #ffi 525.00 #/ft 50.00 I/ft 50.00 #ffi LL LL Left Right LL@Left LL © Right 336.00 #/ft 336.00 #/ft 32.00 #/ft 32.00 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 3.167 ft 3.167 ft 6.330 ft Point Loads 1Dead Load Live Load ...distance 1,313.0 Ibs 840.0 Ibs 0.330ft 2,000.0 Ibs 1,280.0 Ibs 3.167ft Ibs IbS 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft 1 Summary | Span= 6.33ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,689.37 psi Fb 2,900.00 psi = S.SOOin x Depth <* 9.5in, Ends are Pin-Pin 0.927 ; 1 11. 8 k-ft 12.7 k-ft 11. 80 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 12.72 fv 216.99 psi Fv 290.00 psi Maximum Shear * 1 3.165ft 0.000ft Reactions... LeftDL Right DL Allowable Shear: Camber. 4.85 k 2.92k .5 ©Left © Right ©Left © Center @ Right Max Max Beam Design OK 7.2 k 9.6 k 8.25k 5.09k 0.000 in 0.1 37 in 0.000 in 8.25k 5.09k Deflections | Center Span... Dead Load Deflection -0.091 in ...Location 3.114ft ...Length/Defl 832.9 Camber (using 1.5 * D.L. Defl)... ©Center 0.137 in @ Left 0.000 in @ Right 0.000 in Total Load -0.156 in 3.114ft 486.03 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 In 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 3:37PM, 8OCT04 Description: New door at Ramily Room rear wall Rev: 580001User KW-0606157, Ver 5.8.0, 1-Dee-2003 (0)1983-2003 ENERCALC Engineering Software Scope : General Timber Beam Page 1 | mena.ecw:Calculations | Description Header B - DL+LL+E General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined jj 3.5x9.5 3.500 in 9.500 in 1.330 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft . . Right Cantilever ft Truss Joist - MacMMan, ParaHam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu . ..Lu Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever DL DL DL 409.00 #ffi #/ft #ffi LL LL LL 360.00 *ffi*mft/ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 525.00 f/ft 525.00 #ffi 50.00 #ffi 50.00 fffi LLQLeft LL @ Right LL@Left LL @ Right 336.00 #/ft 336.00 #/ft 32.00 *ffi 32.00 m Start Loc EndLoc Start Loc EndLoc 0.000 ft 3.167 ft 3.167 ft 6.330 ft Point Loads 1Dead Load Live Load ...distance 1,313.0 Ibs 840.0 Ibs 0.330ft 2,000.0 Ibs 1,280.0 Ibs 3.167 ft 2,500.0 Ibs Ibs 0.330ft -2,500.0 Ibs Ibs 6.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft 1 Summary | Span* 6.33ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,689.37 psi Fb 3,857.00 psi Deflections = 3.5001n x Depth = 9.5in, Ends are Pin-Pin 0.697 : 1 11.8k-ft 16.9 k-ft 11.80k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 16.92 fv 210.94 psi Fv 385.70 psi 3.165 ft 0.000ft Reactions LeftDL Maximum Shear * 1 Allowable Shear: Camber 7.09 k Right DL 0.68 k .5 @Lert @ Right @Left @ Center ©Right Max Max Beam Design OK 7.0 k 12.8 k 10.49 k 2.85k 0.000 in 0.1 37 in 0.000 in 10.49k 2.85k 1Center Span... Dead Load Deflection -0.091 in ...Location 3.038 ft ...Length/Defl 831.6 Camber (using 1.5 * D.L. Defl)... @ Center 0.137 in @ Left 0.000 in @ Right 0.000 in Total Load -0.156 in 3.064ft 485.67 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 3:37PM, 8OCT04 Description : New door at Ramily Room rear wall ^^L Rev. 580001User KW-0606157, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Scope: General Timber Beam Page 1 | mena.ecw:Calculations | Description Header B - DL+LL-E General Information Section Name Prilnv Beam Width Beam Depth Member Type BmWt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 35x95 3 500 in g 500 in 1.330 Pin-Pin 35.000 pcf Code Ret: 2001 NDS, 2003 IBC, 2003 l> Center Span 6.33 ft . . Left Cantilever ft . . Right Cantilever ft . . Truss Joist - MacMillan, ParaHam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi JFPA 5000. 1 ...Lu ...Lu ...Lu 3ase allowables are user defined | 0.00ft 0.00ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 409.00 #/ft #ffl *ffi LL LL LL 360.00 #ffl #ffi */ft Trapezoidal Loads #1 DL @ Left DL @ Right *2DL@Left DL @ Right 525.00 #ffi 525.00 #ffi 50.00 tmso.oo *m LL@Left LL @ Right LL@Left LL @ Right 336.00 #ft 336.00 #ffl 32.00 #ft 32.00 #m Start Loc End Loc Start Loc End Loc 0.000 ft 3.167 ft 3.167 ft 6.330 ft Point Loads Dead Load Live Load ...distance 1,313.0 Ibs 840.0 Ibs 0.330ft 2,000.0 Ibs 1,280.0 Ibs 3.167 ft -2,500.0 Ibs Ibs 0.330ft 2,500.0 Ibs Ibs 6.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft 1 Summary | Span* 6.33ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 2,689.37 psi Fb 3,857.00 psi Beam Design OK = 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.697 : 1 11. 8 k-ft 16.9 k-ft 11.80k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 16.92 fv 228.75 psi Fv 385.70 psi Maximum Shear * 3.165ft 0.000ft Reactions... LeftDL Right DL Allowable Shear Camber: 2.61 k 5.16k 1.5 @Left ©Right ©Left @ Center @ Right Max Max 7.6 k 12.8 k 6.01k 7.33k 0.000 in 0.1 37 in 0.000 in 6.01k 7.33k Deflections \ Center Span... Dead Load Deflection -0.091 in ...Location 3.165ft ...Length/Defl 833.3 Camber (using 1.5 * D.L. Deft)... ©Center 0.137 in @ Left 0.000 in @ Right 0.000 in Total Load -0.156 in 3.140 ft 486.22 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 3:37PM, 8OCT04 Description: New door at Ramily Room rear wall Scope: Page 1 | mena.ecw:Calculations g Rev: 580001User KW-0606157, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Description Header B - 0.9DL+E General Information Section Name Prilm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 1.000 Pin-Pin 35.000 pcf Center Span 6.33 ft Left Cantilever ft Right Cantilever ft Truss Joist- MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ...Lu . Lu Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads 1 Center DL 368.00 #m LL #/ft Left Cantilever DL Right Cantilever DL Trapezoidal Loads f 1 DL @ Left 473.00 #ffi DL@ Right 473.00 ffffi #2 DL @ Left 45.00 #ffi DL@ Right 45.00 */ft Point Loads Dead Load 1 , 1 82.0 Ibs 1 ,800.0 Ibs Live Load Ibs Ibs ...distance 0.330 ft 3.167 ft | Summary | #/ft LL #/ft 17ft LL */ft LL @ Left #ffi Start Loc LL @ Right */ft End Loc LL @ Left #m Start Loc LL @ Right 47ft End Loc 2,500.0 Ibs -2,500.0 Ibs Ibs Ibs Ibs . Ibs 0.330ft 6.000ft 0.000ft Span* 6.33ft, Beam Width = 3.500in x Depth = 9.5in, Ends are Pin-Pin 1 0.000 ft 3.167 ft 3.167 ft 6.330 ft 1 Ibs Ibs Ibs Ibs 0.000 ft 0.000ft Beam Design OK Max Stress Ratio 0.489 : 1 Maximum MomentAllowable Max. Positive Moment 6.22 k-ft Max. Negative Moment 0.00 k-ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 12.72 fb 1,41 8.68 psi fv Fb 2,900.00 psi Fv Deflections 6.2 k-ft Maximum Shear * 1 .5 12.7 k-ft Allowable at 3.165ft Shear @ Left at 0.000 ft @ Right Camber: @ Left @Cente @ RightReactions... 11 5.68 psi LeftDL 6.61 k Max 290.00 psi Right DL 0.39k Max 3.8 k 9.6 k 6.61k 0.39k 0.000 in r 0.123 in 0.000 in 6.61k 0.39k I Center Span... Dead Load Deflection -0.082 in ...Location 3.038 ft ...Length/Deft 923.0 Camber (using 1.5 * D.L. Defl)... ©Center 0.123 in @ Left 0.000 in @ Right 0.000 in Total Load -0.082 in 3.038 ft 923.04 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job f 04001 Dsgnr: SCJ Date: 3:37PM, 8 OCT 04 Description: New door at Ramily Room rear wall Rev: 580001 User KW-0606157, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Scope: General Timber Beam Page 1 | mena.ecwrCalculaSons | Description Header B - 0.9DL-E General Information Section Name Prtlm: Beam Width Beam Depth Member Type BmWt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined jj 3.5x9.5 3.500 in 9.500 in 1.000 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMiNan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu Lu Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 368.00 #m *ffl *ffi LL LL LL */ft #ffi #ft Trapezoidal Loads \ #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 473.00 #ffl 473.00 #ft 45.00 #ft 45.00 */ft LL @ Left LL @ Right LL@Left LL @ Right #/ft #/ft I/ft Start Loc End Loc Start Loc End Loc 0.000 ft 3.167 ft 3.167 ft 6.330 ft Point Loads Dead Load Live Load ...distance 1,182.0 Ibs Ibs 0.330ft 1,800.0 Ibs Ibs 3.167 ft -2,500.0 Ibs Ibs 0.330ft 2,500.0 Ibs Ibs 6.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft 1 Summary | Span= 6.33ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,418.68 psi Fb 2,900.00 psi 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.489 ; 1 6.2 k-ft 12.7 k-ft 6.22 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 12.72 fv 125.46 psi Fv 290.00 psi Maximum Shear * 3.165ft 0.000ft Reactions... LeftDL Right DL Allowable Shear: Camber: 2.13 k 4.87k 1.5 ©Left @ Right @Left @ Center fft. D».U4(3! Kignt Max Max Beam Design OK 4.2 k 9.6 k 2.13k 4.87k 0.000 hi 0.123 in f"i (ViA inw.uuu in 2.13k 4.87k Deflections ^ Center Span... Dead Load Deflection -0.082 in ...Location 3.165ft ...Length/Defl 925.1 Camber (using 1.5 * D.L. Defl)... ©Center 0.123 in @ Left 0.000 in @ Right 0.000 in Total Load -0.082 in 3.165 ft 925.10 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 3:37PM, 8OCT04 Description: New door at Ramily Room rear wall Scop*: Rev: 580001 User KW-0606157, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam mena.ecw:Calculations I Description Header B - 1.2DL+0.5LL+Em General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ret: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin 35.000 pcf Center Span 633ft . Left Cantilever ft Right Cantilever ft . . Truss Joist - MacMiDan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu .Lu ...Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 491.00*/ft #ffi */ft LL LLLL 180.00 #ffl fffi#m Trapezoidal Loads 1 #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 630.00 #/ft 630.00 #ffl 60.00 *ffi 60.00 *ffi LL@Left LL @ Right LL@Left LL @ Rkjht 168.00 *ffl 168.00 *ffi 16.00 *ffl 16.00 m Start LOG EndLoc Start Loc EndLoc 0.000 ft 3.167 ft 3.167 ft 6.330 ft Point Loads Dead Load Live Load ...distance 1 ,576.0 IDS 420.0 Ibs 0.330ft 2,400.0 Ibs 640.0 Ibs 3.167 ft 7,000.0 Ibs Ibs 0.330ft -7,000.0 Ibs Ibs 6.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft (Summary | Span= 6.33ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 2,445.64 psi Fb 6,554.00 psi Beam Design OK = 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.373 ; 1 10.7 k-ft 28.8 k-ft 10.73 k-ft at -0.59 k-ft at 0.00 k-ft 0.00 k-ft 28.75 fv 213.11 psi Fv 655.40 psi Maximum Shear * 1 3.165ft 6.001 ft Reactions... LeftDL Right DL Allowable Shear Camber: 12.09 k -2.77 k .5 ©Left © Right ©Left © Center ©Right Max Max 7.1 k 21.8 k 13.79 k 2.77k 0.000 in 0.1 65 in 0.000 m 13.79k -1.68k Deflections } Center Span... Dead Load Deflection -0.110 In ...Location 2.962ft ...Length/Deft 691.2 Camber (using 1.5 * D.L. Defl)... ©Center 0.165 in @ Left 0.000 in @ Right 0.000 in Total Load -0.142 In 2.988 ft 533.55 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 In 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Osgnr: SCJ Date: 3:37PM, 8OCT04 Description: New door at Ramily Room rear wall Scope: Rev: 580001User: KW-0606157, Ver 5.8.0,1-Dec-2003(0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 mena.ecw:Calculations Description Header B -1.2DL»-0.5LL-Em General Information Sertinn NanriA Prllnv Rftam Wlrtth Beani Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 35x9 5 3 500 in 9 500 in 2.260 Pin-Pin 35.000 pcf Code Ret 2001 NDS, 2003 18C, 2003 C Center Span 633ft Left Cantilever ft Right Cantilever ft . . Truss Joist - MacMHIan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi FcAHow 650.0 psi E 2,000.0 ksi JFPA 5000. E Lu Lu . . .Lu ' Jase allowables are user defined jj 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 491.00*ffi*m#m LL LL LL 180.00 #/ft #ffi Trapezoidal Loads #1 DL @ Left DL @ Right #2DL@Left DL @ Right 630.00 #/ft 630.00 #/ft 60.00 ft/fteo.oo *m LL LL Left Right LL@Left LL @ Right 168.00 ftffi 168.00 #/ft 16.00 *ffi 16.00 m Start Loc EndLoc Start Loc EndLoc 0.330 ft 3.167 ft 3.167 ft 6.330 ft Point Loads Dead Load Live Load ...distance 1,576.0 Ibs 420.0 Ibs 0.330ft 2,400.0 Ibs 640.0 Ibs 3.167 ft -7,000.0 Ibs Ibs 0.330ft 7,000.0 Ibs Ibs 6.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs0.000ft 1 Summary | Span= 6.33ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,440.69 psi Fb 6,554.00 psi Beam Design OK = 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.372 ; 1 10.7 k-ft 28.8 k-ft 10.71 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 28.75 fv 229.93 psi Fv 655.40 psi Maximum Shear * 3.165 ft 0.000ft Reactions... LettDL Right DL Allowable Shear Camber -0.66 k 9.77k 1.5 ©Left @ Right ©Left @ Center @ Right Max Max 7.6 k 21.8 k 0.99k 10.85k 0.000 in 0.164 in 0.000 in 0.99k 10.85k Deflections \ Center Span... Dead Load Deflection -0.109 in ...Location 3.241 ft ...Length/Deft 696.3 Camber (using 1.5 * D.L. Deft)... @ Center 0.164 in @ Left 0.000 in @ Right 0.000 in Total Load -0.141 in 3.216 ft 536.85 Left Cantilever... Deflection...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 3:37PM, 8 OCT 04 Description: New door at Ramily Room rear wall Scope: Rev: 580001 User KW-0606157, VerS.B.O. 1-Dec-2003 (c)1 983-2003 ENERCALC Engineering Software General Timber Beam Page 1 mena.ecw:Calculations Description Header B - 0.9DL+Em General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined jj 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin 35.000 pcf Center Span 6.33 ft Left Cantilever ft . . Right Cantilever ft Truss Joist - MacMillan, ParaUam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi . ..Lu ...Lu Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads I Center DL 368.00 «m LL #ffi Left Cantilever DL Right Cantilever DL Trapezoidal Loads #1 DL @ Left 473.00 *ffi DL @ Right 473.00 m #2 DL @ Left 45.00 *ffi DL @ Right 45.00 I/ft Point Loads Dead Load 1 , 1 82.0 Ibs 1 ,800.0 Ibs Live Load Ibs Ibs ...distance 0.330ft 3.167ft (Summary | #m LL m#m LL #m LL @ Left #/ft Start Loc LL @ Right #/ft End Loc LL @ Left #/ft Start Loc LL @ Right #ffi End Loc 7,000.0 Ibs -7,000.0 Ibs Ibs Ibs Ibs Ibs 0.330ft 6.000ft 0.000ft » 0.000 ft 3.167 ft 3.167 ft 6.330 ft *Ibs Ibs Ibs Ibs 0.000 ft 0.000ft Beam Design OK Spans 6.33ft, Beam Width = 3.500in x Depth = 9.5!n, Ends are Pin-Pin Max Stress Ratio 0.218 : 1 Maximum MomentAllowable Max. Positive Moment 6.26 k-ft Max. Negative Moment -1.22 k-ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 28.75 fb 1,425.79 psi fv Fb 6,554.00 psi Fv 6.3 k-ft Maximum Shear * 1 .5 28.8 k-ft Allowable at 2.886ft Shear @ Left at 6.001 ft @ Right Camber: @ Left 4.6 k 21.8 k 10.64 k 3.64k 0.000 in @ Center 0.124 in @ RightReactions... 136.84 psi LeftDL 10.64 k Max 655.40 psi Right DL -3.64k Max 0.000 in 10.64k -3.64k Deflections | Center Span... Dead Load Deflection -0.083 in ...Location 2.912ft ...Length/Defl 917.3 Camber (using 1.5 * D.L. Defl)... ©Center 0.124 in @ Left 0.000 in ©Right 0.000 in Total Load -0.083 in 2.912 ft 917.30 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 Osgnr: SCJ Date: 3:37PM, 8OCT04 Description : New door at Ramily Room rear wall Scope : Rev; 580001User KW-0606157, Ver 5.8.0, 1-Dee-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 1 mena.ecw:Calculatk>ns | Description Header B - 0.9DL-Em General Information Section Name Prtlm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined | 3.5x9.5 3.500 in 9.500 in 2.260 Pin-Pin 35.000 pcf Center Span 6 33 ft Left Cantilever ft Right Cantilever ft . . Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu Lu ...Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 368.00 #/tt #/ft#m LL LL LL ffffi#m#m Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 473.00 #m 473.00 *m 45.00 */ft 45.00 *ffi LL@Left LL @ Right LL@Left LL @ Right #/ft*m #m#m Start Loc EndLoc Start Loc EndLoc 0.330 ft 3.167 ft 3.167 ft 6.330 ft Point Loads Dead Load Live Load ...distance 1,182.0 Ibs Ibs 0.330ft 1,800.0 Ibs Ibs 3.167ft -7,000.0 Ibs Ibs 0.330ft 7,000.0 Ibs Ibs 6.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft (Summary | Span= 6.33ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,41 5.74 psi Fb 6,554.00 psi - = 3.500in x Depth = 9.5in, Ends are Pin-Pin 0.224 : •) 6.2 k-ft 28.8 k-ft 6.21 k-ft at -0.70 k-ft at 0.00 k-ft 0.00 k-ft 28.75 fv 146.81 psi Fv 655.40 psi 3.165ft 0.329 ft Reactions LeftDL Maximum Shear * 1 Allowable Shear: Camber: -2.05 k Right DL 8.90 k 5 @Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 4.9 k 21.8 k 2.05k 8.90k 0.000 in 0.1 23 in 0.000 in -2.05 k 8.90k Deflections fc Center Span... Dead Load Deflection -0.082 in ...Location 3.292 ft ...Length/Defl 925.5 Camber (using 1.5 * D.L. Defl)... @ Center 0.123 in @ Left 0.000 in @ Right 0.000 in Total Load -0.082 in 3.292 ft 925.45 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Mena Residence Job * 04001 1/lL £ Dsgnr: SCJ Date: 5:03PM, 8OCT04 /?/ Description: New door at Ramily Room rear wall Scope: Rev: 560001User: KW-0606157, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Timber Column Design Page 1 ] mena.ecw:Calculatk>ns I Description Post between doors - DL+LL+W General Information Wood Section Prllm: 3.5x9.5 Rectangular Column Column Depth 3.50 in Width 9.50 in Manuf Loads Axial Load Eccentricity 0.000 in Applied Moment Max. Design Moment Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. | Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus Truss Joist - MacMidan, Dead Load 12,500.00 Ibs 0.00 in-* O.OOin-* 9.00ft 1.33 1,600.00 psi 2,900.00 psi 2,000 ksi ParaDam2 Live Load 0.00 Ibs 0.00 in^* 0.00 in-# Le XX for Axial 9.00ft LeYY for Axial 9.00ft Lu XX for Bending 9.00 ft Short Term Load 0.00 Ibs 11, 700.00 to-* 11,700.00 in-* I (Summary | Using : Prllm: 3.5x9.5, fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value Width= 9.50in, Depth= 3.50in, DL + LL 375.94 psi 798.46 psi 0.00 psi 2,900.00 psi 04708 Total Column Ht= 9.00ft DL + LL + ST 375.94 psi 825.66 psi 603.22 psi 3,857.00 psi 0.4808 Column OK DL + ST 375.94 psi 825.66 psi 603.22 psi 3,857.00 psi 0.4808 Stress Details | Fc: X-X Fc: Y-Y F'c: Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 1,551.08 psi 798.46 psi 798.46 psi 825.66 psi 2,900.00 psi 3,857.00 psi For Bending Stress Calcs... Maxk*Lu/d Actual k*Lu/d Win. Allow k*Lu / d CfiBending Rb: (Le d / b*2) ».5 For Axial Stress Calcs... Cf: Axial Axial X-X kLu/d Axial Y-Y kLu/d 50.00 20.57 11.00 1.000 2.776 ft// '' Post--- nit' Tttle: Mena Residence Job * 04001 Dsgnr: SCJ Date: 5:02PM, SOCT04 Description : New door at Ramily Room rear wall Scope: Rev: 580001User KW-0606157, Ver 5.8.0,1-0ec-2003(c)1883-2003 ENERCALC Engineering Software Timber Column Design Page 1 mena.ecw:Calculations Description Posts on sides of doors - DL+LL+W General Information Wood Section Prllm: 3.5x9.5 Rectangular Column Column Depth 3.50 in Width 3.50 in Manuf Loads Axial Load Eccentricity 0.000 in Applied Moment Max. Design Moment Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. | Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus Truss Joist -MacMilan, Dead Load 5,600.00 IDS 0.00 in-* O.OOin-* 9.00ft 1.33 1, 600.00 psi 2,900.00 psi 2,000 ksi Parallam2 Live Load 0.00 tos O.OOin-* 0.00 irv* Le XX for Axial 9.00ft LeYY for Axial 9.00ft Lu XX for Bending 9.00ft Short Term Load 0.00 Ibs 6,130.00 in-* 6,130.00 in-* I 1 Summary | Using : Prllm: 3.5x9.5, fc : Compression Fc : Allowable fbx : Flexural Pbx : Allowable Interaction Value Width= 3.50in, Depth= 3.50in, DL + LL 457.14 psi 798.46 psi 0.00 psi 2,900.00 psi O.S725 Total Column Ht= 9.00ft DL + LL + ST 457.14 psi 825.66 psi 857.84 psi 3,857.00 psi 0.7706 Column OK DL + ST 457.14 psi 825.66 psi 857.84 psi 3,857.00 psi 0.7706 Stress Details | Fc: X-X Fc: Y-Y F'c: Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 798.46 psi 798.46 psi 798.46 psi 825.66 psi 2,900.00 psi 3,857.00 psi ?r* For Bending Stress Calcs.. Maxk*Lu/d Actual k*Lu/d Win. Allow k*Lu/d CfBending Rb:(Led/b*2)A.5 For Axial Stress Gates... Cf: Axial Axial X-X k Lu / d Axial Y-YkLu/d 50.00 20.57 11.00 1.000 7.535 1.000 30.86 30.86 pl - •• tf fin* *» **/ m* >2/#> \\f$ Title: Mena Residence Job * 04001 Dsgnn SCJ Date: 5:03PM, 8OCT04 Description : New door at Ramily Room rear wall Scope: Rev: 580001User KW-0606157, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Timber Column Design Page mena.ecw:CalculationsJ Description Posts on sides of doors - DL+LL+W - Alt. General Information Wood Section 4x6 Rectangular Column Column Depth 3.50 in Width 5.50 in Sawn Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. | Total Column Height 9.00 ft Load Duration Factor 1.33 Fc 1,700.00 psi Fb 1,500.00 psi E - Elastic Modulus 1 ,900 ksi Douglas Fir - Larch, Select structu Le XX for Axial 9.00ft LeYY for Axial 9.00ft Lu XX for Bending 9.00ft Loads I Axial Load Eccentricity 0.000 in Applied Moment Max. Design Moment Dead Load 5,600.00 Ibs 0.00 in-* 0.00in-* Live Load 0.00 Ibs 0.00 irn* 0.00 in-* Short Term Load 0.00 Ibs 6,130.00 in-* 6,130.00 in-* 1 Summary | Using : 4x6, Width= fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value 5.50in, Depth= 3.50in, DL+LL 290.91 psi 546.79 psi 0.00 psi 1,500.00 psi 0.5320 Total Column Ht= 9.00ft DL + LL + ST 290.91 psi 561.53 psi 545.90 psi 1,995.00 psi 0.8007 Column OK DL + ST 290.91 psi 561.53 psi 545.90 psi 1,995.00 psi 0.8007 Stress Details \ Fc: X-X Fc: Y-Y F'c: Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 1,089.46 psi 546.79 ps! 546.79 psi 561.53 psi 1,500.00 psi 1,995.00 psi For Bending Stress Calcs.. Maxk*Lu/d Actual k*Lu/d Min. Allow k*Lu / d Cf:Bending Rb:(Led/bA2)A.5 For Axial Stress Calcs... Cf: Axial Axial X-X kLu/d Axial Y-Y kLu/d 50.00 19.45 11.00 1.000 4.795 1.000 19.64 30.86 Title: Mena Residence Job * 04001 Dsgnr: SCJ Date: 10:20AM, 11 OCT04 Description: New door at Ramify Room rear wall Scope: Rev: 580001 User. KW-0606157, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Timber Column Design Page 1 mena.ecw:CalculaGons Description Posts on sides of doors - 1.2DL+0.5LL+Em General Information Wood Section Rectangular Column Column Depth Width Manuf Loads Axial Load Eccentricity Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. | Prllm: 3.5x9.5 Total Column Height Load Duration Factor 3.50 in Fc 3.50 in Fb E- Elastic Modulus Truss Joist -MacMillan, Dead Load 9,700.00 Ibs 0.000 in 9.00ft 2.26 1, 600.00 psi 2,900.00 psi 2,000 ksi ParaHam 2 Live Load 0.00 Ibs Le XX for Axial 9.00ft LeYY for Axial 9.00ft Lu XX for Bending 9.00 ft Short Term Load 0.00 Ibs I (Summary | Using : Prllm: 3.5x9 fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value 5, Width= 3.50in, Depth= 3.50in, DL+-LL 791.84 psi 798.46 psi 0.00 psi 2,900.00 psi 0.9917 Total Column Ht= 9.00ft DL + LL + ST 791.84 psi 851 .76 psi 0.00 psi 6,554.00 psi 0.9297 Column OK DL + ST 791.84 psi 851. 76 psi 0.00 psi 6,554.00 psi 0.9297 Stress Details | Fc: X-X Fc: Y-Y F'c: Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 798.46 psi 798.46 psi 798.46 psi 851.76 psi 2,900.00 psi 6,554.00 psi For Bending Stress Calcs... Maxk*Lu/d Actual k'Lu/d Win. Allow k'Lu/d Cf:Bending Rb: (Le d / b*2) *.5 For Axial Stress Calcs... Cf: Axial Axial X-X KLu/d Axial Y-Y kLu/d 50.00 15.78 11.00 1.000 7.535 1.000 30.86 30.86 Title: Mena Residence Job * 04001 Osgnn SCJ Date: 10:21AM, 11 OCT04 Description: New door at Ramily Room rear wall Scope: • Rev: 580001User KW-0806157, Ver 5.6.0,1-Dec-2003(c)1983-2003 ENERCALC Engineering Software Timber Column Design Page 1 mena.ecw:Calculations Description Posts on sides of doors -1.2DL+0.5LL+Em - Alt. General Information Wood Section Rectangular Column Column Depth Width Sawn Loads Axial Load Eccentricity Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 4x6 Total Column Height 9.00 ft Load Duration Factor 2.26 3.50 in Fc 1,700.00 psi 5.50 in Fb 1,500.00 psi E - Elastic Modulus 1,900*$! Douglas Fir - Larch, Select structu Dead Load 9,700.00 Ibs 0.000 in Live Load 0.00 Ibs Le XX for Axial 9.00 ft LeYY for Axial 9.00ft Lu XX for Bending 9.00 ft Short Tefm Load 0.00 Ibs \ \ 1 Summary | Using : 4x6, Width= fc : Compression Fc : Allowable fbx : Ftexural Fbx : Allowable Interaction Value 5.50in, Depth= 3.50in, DL + LL 503.90 psi 546.79 psi 0.00 psi 1,500.00 psi 0.9216 Total Column Ht= 9.00ft DL + LL + ST 503.90 psi 578.15 psi 0.00 psi 3,390.00 psi 0.8716 Column OK DL + ST 503.90 psi 578.15 psi 0.00 psi 3,390.00 psi 0.8716 Stress Details \ Fc: X-X Fc: Y-Y F'c: Allowable Fc:Altow* Load Dur Factor F'bx F'bx * Load Duration Factor 1,089.46 psi 546.79 psi 546.79 psi 578.15 psi 1,500.00 psi 3,390.00 psi For Bending Stress Calcs... Maxk*Lu/d Actual k*Lu/d Min. Allow k*Lu / d Cf:Bending Rb:(Led/b»2)*.5 For Axial Stress Calcs... Cf: Axial Axial X-X kLu/d Axial Y-Y kLu/d 50.00 14.92 11.00 1.000 4.795 1.000 19.64 30.86 Title: Mena Residence Job * 04001 Dsgnr: SCJ Data: 5:08PM, 8OCT04 Description: New door at Ramily Room rear wall Scope: Rev; 580001User KW-0608157, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Timber Column Design mena.ecw.Calculalions Description Typical stud at new shear wall General Information Wood Section 3x4 Rectangular Column Column Depth 3.50 in Width 2.50 in Sawn Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. | Total Column Height Load Duration Factor Fc Fb E- Elastic Modulus Douglas Fir -Larch, Stud 9.10 ft 1.33 850.00 psi 700.00 psi 1,400 ksi Le XX for Axial LeYY for Axial Lu XX for Bending 1.00 ft 9.10ft 9.10 ft Loads 1 Axial Load Eccentricity 0.000 in Applied Moment Max. Design Moment Dead Load 1,41 3.00 Ibs 0.00 in-* O.OOin-f Live Load 928.00 Ibs 0.00 in-* O.OOin-* Short Term Load 0.00 Ibs 2,900.00 irv* 2,900.00 in-* 1 Summary | Using : 3x4, Width= fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value 2.50in, Depth= 3.50in, DL + LL 267.54 psi 382.34 psi 0.00 psi 1,037.79 psi 0.6998 Total Column Ht= 9.10ft DL + LL ••- ST 267.54 psi 396.63 psi 568.16 psi 1,373.36 psi 0.8749 Column OK DL + ST 161.49 psi 396.63 psi 568.16 psi 1,373.36 psi 0.5832 Stress Details \ Fc : X-X 966.67 psi Fc : Y-Y 382.34 psi F'c: Allowable 382.34 psi F'c:Allow * Load Dur Factor 396.63 psi F'bx 1,037.79 psi F'bx * Load Duration Factor 1,373.36 psi For Bending Stress Calcs... Maxk'Lu/d Actual k*Lu/d Min. Allow k*Lu/d Cf:Bending Rb : (Le d / b*2) A.5 For Axial Stress Calcs... Cf: Axial Axial X-X kLu/d Axial Y-Y kLu/d 50.00 23.61 11.00 1.500 10.608 1.150 4.80 31.20 » x i l8'-0" ABOVE « BELOW STRAPS W/ CSIfe STRAP FULL WIDTH ABOVE 4 BELOW NEW WINDOWS W/ BLK6. W/ 8d « 3" O.C, BETWEEN STRAPS « WINDOW - / Ifattjff*'ft**'**•//u - / uifft CPr v i S [ [telBETWEV ( BETWEEN STRAPS • WINDOW •RO 250 « S' OR 3&<2> « 12" .*-,« Jt-X. .4-.9S £z { iTl£- V-f y-o"p. jp ** <IM'_ »'-0- -t fe? PROMT: VBLUiSESOPLACCWA ,. »l «• o £ zR:0a:LU u t zI m §,^ V ^-i<< ^