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AR (07-3149)78110 Masters Cir 07-3149 P.O. ,BOX 1504 78-495 CALLE TAMPICO r LA 'QUINTA, CALIFORNIA 92253 Application Number: 07-00003149 . Property Address: 78110 'MASTERS CIR APN: 770-350-004- - - Application description: ADDITION - RESIDENTIAL Property Zoning: . LOW DENSITY RESIDENTIAL Application valuation: 153804 4 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: DANFORT, 78-110 MASTER CIR LA QUINTA, CA 92253 Contractor: Applicant: Architect or Engineer: CAL -TECH DEVELOPMENT CORP 78150 CALLE TAMPICO STE 205A I ( LA QUINTA, CA 92253 (760)771-3738 LiC. No.: --------------- Lic. No.: 68833 969 V CIU'L 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 Bu ess and Professionals Code, and my License is in full force and effect. Lice lass: B ' License No.: 683969 'Dat 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 ($5001.: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec: 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided.that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ' (_) I am exempt under Sec. •, B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 3/31/08 ffMAR 11008 ) WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate, of consent to self -insure for workers' compensation, as provided for by Section 3790 of the Labor Code, for the performance of the work for which this permit,is issued. _ I have and will maintainworkers' 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 STATE FUND Policy Number 1768839 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 37 0 of "Ii e Labor e, I shall fo thwwitlhl comply with pthose provisions. Date'Apcant: i 1 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 ($100,000)..IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the 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. I agree to comply with all city and county ordinances and state laws relating to buil ing construction, and hereby authorize representatives of thi count to enter upon the above-mentioned pope for inspe i purposes. Da Signature (Applicant or Agent): C Application Number . . . . . 07-00003149 Permit . . . . . . BUILDING PERMIT Additional desc . Permit Fee 828.50 Plan Check Fee 538.53 Issue Date . . . Valuation . . . . 153804 Expiration Date 8/30/08 Qty- Unit Charge Per Extension BASE FEE 639.50 54.00 ---------------------------------------------------------------------------- 3.5000 THOU BLDG 100,001-500,000 189.00 Permit . . . ELECT - ADD/ALT/REM Additional desc . Permit Fee . . 80A7 Plan Check Fee 20.09 Issue Date Valuation . . . . 0 Expiration Date 8/30/08 Qty Unit Charge Per Extension BASE FEE 15.00 1511.00 .0350 ELEC NEW RES.- 1 OR 2 FAMILY 52.89 624.00 ---------------------------------------------------------------------------- .0200 ELEC GARAGE OR NON-RESIDENTIAL 12.48 Permit . . . MECHANICAL Additional desc . Permit Fee . . . 52.50 Plan Check Fee 13.13 Issue Date . . . . Valuation . . 0 Expiration Date 8/30/08 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K- 9.00 1.00 9.0000 EA MECH R/C <=3HP/100K BTU 9.00 3.00 -------------------------------------------------------- 6.5000 EA MECH VENT FAN -------------------- 19.50 Permit PLUMBING Additional desc . Permit Fee . . ._ 96.00 Plan Check Fee 24.00 . Issue Date . . . . Valuation . . . . 0 Expiration Date 8/30/08 Qty Unit Charge 'Per Extension BASE FEE 15.00 9.00 6.0000 EA PLB FIXTURE 54.00 2.00 7.5000 EA PLB WATER HEATER/VENT 15.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 LQPEn11T Application Number . . . . . 07-00003149 Permit . . . . . . PLUMBING Qty Unit Charge Per Extension 3.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 9.00 ---------------------------------------------------------------------------- Special Notes and Comments 1511 SQ. FT. CASITA WITH 1465 PATIO AND 624 SQ. FT. GARAGE. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . ENERGY REVIEW FEE 53.85 STRONG MOTION (SMI) - RES 15.38 Fee summary Charged Paid Credited - -=-------------- ---------- ---- - ----- -•--------- ---------- Due Permit Fee Total 1057.37 .00 .00 1057.37 Plan Check Total 595.75 .00 ..00 595.75 Other Fee Total 69.23 .00 .00 69.23 Grand Total 1722.35 .00 •.00 1722.35 LQPERAI IT Bin V City of La Quints Building U Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760)'777-7012 Building Permit Application and Tracking Sheet Permk # Project Address: —719 —"c lma, . l- (21 Owner's Name: A. P. Number: 77O _ SL5D _ p p Lr Address: a 3 ro G o0 Legal. Description: City, ST, Zip: 17 Contractor:::r _ Telephone: C.3 I e -i ) „2 - - g O Address: Project Description: [ b City, ST, Zip: t 2 5 Jbe 4-Q UWZ Telephone: Y9i r - 3,f State Lic. # : City Lic. #: Arch., Engr., Designer: J • vt2i5 ' S ( "'' Address: City, ST, Zip: l,,, 3 Telephone: ;760—(,,167S- Construction Type: Occupancy: 3 State Lic. #: - ,Z (g '7 Project type (circle one): New dd' Alter Repair Demo Name of Contact Person: w -e Sq. Ft.: #Stories: #Units: Telephone # of Contact Person: - 6 5 ' Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING. PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready f correctio Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Energy Calcs. Z Plans picked up _ v\f Construction Floodplain Iain P P Plans resubmitted a ( Mechanical Grading plan 2"" Review, ready for correction issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''" Review, ready for. corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue O School Fees v '3119 ' Total Permit Fees i jfo g . ,()/S RFc 1/1 6TR AM Date 3/19/08 No. 29971 Owner Danforth Address 78110 Master Circle City La Quinta Zip 92253 Tract # Type Detached Guest House CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # No. of Units 4 FIEDIsi- o Q BERMUDA DUNES V) RANCHO MIRAGE ( J INDIAN WELLS PALM DESERT y LA QUINTA 1 Q1 N0O yr O 770-350-004 La Quinta Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78110 Master Circle 1511 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments Traditions At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.97 X 1,511 S.F. or $4,487.67 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By O/C -Wells Fargo, Lori Hatzopoulos Check No. 7234701562 Name on the check Telephone 771-3738 Funding Residential By Dr. Sharon P. McGehee Superintendent Fee collected lexe ed by P tri Signature , J r srr Barbuzza Payment Recd =?$0.00 717 $4,487.67 ::over/u^de - f d NOTICE: Pursuant to Government Code SecKon 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting January 7, 2008 Mr. and Mrs. Jack Danforth 211 N. Broadway Trust St. Louis, MO 63102 Re: Danforth/Lot 69, Tr. 28867 at 78120 Masters Circle Guest House Addition — Final Working Drawings Formal Variance Request to Board for Final Approval Dear Mr. and Mrs. Danforth, The Tradition Architectural Design Review Committee met to discuss the final Construction Drawings for the Guest House addition on Masters Circle. The committee is recommending approval of the architectural components of the submittal subject to the exterior light fixtures matching the main residence (and/or being submitted for review if different). As there was only one set of plans received our alternate landscape consultant is currently reviewing the plans to be certain they are in compliance with the Design Guidelines. The committee members did review the landscape plans at our meeting and they anticipate the landscape components will be approved without comment as well. Once this review is received we will forward the design package to the Board of Directors with a recommendation for approval. We look forward to working with you during the construction phase of this project. Once approved, please have the General Contractor contact the ADRC for a Pre -Construction Meeting prior to the start of construction. Please contact Brook Marshall at (760) 219- 8057 or by email at BrookQdc.rr.com with any questions. Sincerely, Tradition Architectural Design Review Committee CITY OF LA QUINTA PLAN CHECK CORRECTION LIST• Jack & Sally Danforth 78-110 Master Circle La Quinta, CA 92253 PLAN CHECK NO. 07=3149 ADDRESS 78-110 Master Circle SCOPE OF WORK Casta w/detached Garage January 30, 2008 SECOND CHECK/FINAL (Structural) OCCUPANCY R -3/U-1 TYPE -OF -CONST. V -N The submitted plans and specifications have been reviewed by the VCA CODE GROUP. In our professional opinion the plans are in substantial conformance with the building codes and regulations adopted by the CITY OF LA QUINTA and the State of California Amendment. APPROVAL FOR A BUILDING PERMIT IS HEREBY RECOMMENDED SUBJECT TO OBTAINING APPROVALS/CLEARANCES FROM ALL APPLICABLE CITY DEPARTMENTS, AGENCIES, AND ASSOCIATIONS. Plans checked by: Perry 4astopoulos, PE. VCA CODE GROUP 2200 W. Orangewood Avenue, Suite 155 Orange, CA 92868 (714) 363-4700 #756 1 VCA File No. LQ -20546 P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLS TAIIPICO (760) 777-7000 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7101 March 14, 2008 Fiero Engineering, Inc. P.O. Box 12980 Palm Desert, CA 92255 SUBJECT: PARCEL MERGER 2007-479: LOTS 68 & 69, TRACT 28867 DANFORTH PROPERTY ON MASTERS CIRCLE IN LA QUINTA Dear Applicant: The Planning Department has reviewed the above referenced application, and provides this letter to advise you of its approval. Attached with this letter are the approved Exhibits A, B and Site Plan. These items must be filed for recordation by Riverside County, along with a copy of your existing deed(s) to the property and the new deed, reflecting this merger approval. A copy of the recorded grant deed shall be submitted to the Planning Department prior to the release of any building permits for this site. Please be aware that it is the responsibility of the property owner to record these documents. The City cannot file them for recordation on your behalf as we do not have any ownership interest in the property. The Riverside County Recorder's office can be reached at (800) 696-9144. This letter shall serve as official verification to the County Recorder of the merger's approval by the City of La Quinta, and requesting its recordation. There are utility agencies and a homeowners association which may have easements affected by this approval. The City has approved this merger based on zoning compliance and correctness of the property descriptions. Any potential. conflicts with recorded utility or access easements should be investigated prior to any construction. By execution of this approval, the applicant agrees to indemnify., defend, and hold harmless the City of La Quinta from any legal claim or litigation arising out of the City's approval of this parcel merger. If you have any questions, please contact me at (760) 777-7125 Sincerely, ArKrew J. Mogensen, Principal Planner AM/am att c: " Building & Safety Department File; Parcel Merger 2007-479 P:\Andy's\Tentative Parcel Maps & Parcel Mergers\PM 06-475\PM 07-479 Approval.rtf Ordet No. Escrow No. s/. Loan No. WHEN RECORDED MAIL TO: Bank of America, Private Bank 100 No. Broadway, 7"' Floor St. Louis, MO 63102 Computed on the consideration or value of property conveyed; OR Computed on the consideration or value less liens or encumbrances UVC; f LUIDt3-10141011 fD 03/21/2008 08:00A Fee:16.00 i Page 1 of 4 Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk & Recorder I IIIIII IIIIIII ILII IIII IIII IIIIII IIIIII III IIIII IIII IIII S R U PAGE1 SIZE DA I MISC LONG1 RFD COPY ' f4 M A L 465 426 PCOR NCOR SMF NCHG EXAM remaining at time of sale. Signature of Declarant or Agent determining tax -Firm Name GRANT DEED APN: 770-350-004 & 005 ; FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Bank of America, N.A., Co Trustee of the Donald Danforth Irrevocable Trust FBO John C. Danforth Dated January 17, 1957, hereby GRANT(S) to, Bank of America, N.A., Co Trustee of the Donald Danforth Irrevocable Trust FBO John C. Danforth Dated January 17, 1957, the real property in the City of La Quinta, County of Riverside, State of California, described as Lots 68 and 69, of Tract No. 28867, per map recorded in Book 276, pages 69 -through 78, inclusive, official records of the County of Riverside. THIS DEED REFLECTS PARCEL MERGER'NO.07-479, AS. APPROVED BY THE CITY OF LA QUINTA DATED 3LIq JOB - -.J. } STATE OF MISSOURI )u. CITY OF ST. LOUIS p ,/ ^ } On N tp ✓h C/r W prj before me, Notr',lnn personally appeared ar O a` personally known to me (or proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESSmy an n of al Signature MAIL TAX STATEMENTS TO: Bank of America c/o Peggy Thomas The Donald Danforth Irrevocable Trust FBO John C. Danforth dated January 17, 1957 e Margaret TWomas SVP Bank of America, N.A. Co -Trustee PAULA M. MORENO Notary Public - Notary Seal State of Missouri, St. Louis City Commission # 05810362 My Commission Expires: Dec. 15, 2009 (This area for official notarial seal) EXHIBIT "A" CERTIFICATE OF PARCEL MERGER NO. 07-479 Existing Parcels Record Owners Assessor Parcel Numbers Bank of America, N. A., -Co—Trustee 770-350-004 of the Donald Danforth Irrevocable Trust FBO John C. Danforth dated January 17, 1957 Bank of America, N.A. Co—Trustee of the Donald Danforth Irrecovable 770-350-005 Trust FPO John C. Danforth dated January 17, 1957 Legal Description of Merged Parcel LOTS 68 AND 69,-. TRACT 28867 IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFOWNIA, AS SHOWN ON MAP ON FILE IN BOOK 276 PAGES 69 THROUGH 78, INCLUSIVE, OF MAPS,. ALSO BEING 1N A PORTION OF THE SOUTH ONE—HALF OF SECTION 7, TOWNSHIP -6 SOUTH, RANGE 7" EAST, SAN " BERNARDINO MERIDIAN. 5 D. FF ► o O No, P. 06/30/OS q or Cp►u APP OVED BY PLANNING DEPARTMENT BY Aa Ser+ DATE 3 - 14- Zoo 9 EXHIBIT A CASE NO. PM 07- y7 9 Recording Requested by: City of La Quinta When Recorded, Return to: C17Y OF LA QUINTA PLANNING DEPAR7MENT 78-495 CALLE TAMPICO P. O. BOX 1504 LA QUINTA, CA 92253 EXHIBIT "B" CERTIFICATE OF PARCEL MERGER N0. _-4N_ Nsg. O?q fy LOT 123 to LOT 67 LOT 68 7R. 28867. /... 1,g .0S• MB 276/69-78 .. / . / p Lot Line LOT 69 .ry O o be / / 7R. 28867 re ove d U MB 276/69-78 Existing - - - -- - - -- -- House PARCEL /1 31,f57 SQA FT LOT 123 (0.72 AC)/ VACANT . O O DoO -- ..1 70 N0. 75 c UNE TABLE A/,qs P. 06/30/08 NO. BEARING DISTANCE L2 N6X 18.28"W 50.93• CURVE TABLE NO. DELTA RADIUS LENr-m APPROVED BY PLANNING DE PAR ENT ICI . 9. " 56,9.50J147.1 BY +. DATE 2- 1 -Zoog C2 114-49-48- 550.00 142.36 ECHIBI 13 CASE NO. PM 0 -7 - V 9 DEPARTMENT USE ONLY Record Owner. Donald Danforth Irrevocable This Certificate of Parcel Merger No. Trust FBO John C. Danforth Is, hereby approved. Address oFA. I0o , a / 7K /ate Map Prepared By: ST Laa rS, h-<), 3 joz By. ncl 5. MoaPn FEIRO ENGINEERING, INC. Address: P. 0. Box 12980 Title _ ;P^1 f>IAAA tr Palm Desert, Co. 92255 Date 3- Iq- Zoo Area/District — CERTIFICATE OF PARCEL MERGER NO. __=_ APP ® !E® BY PLlNNING.DEPARTNIE :' ► . ' BY ¢..- DATE EXHIBIT Side_ PIAm+69' CASE NO. PM 01'479 Record Owner. Donald Danforth Irrevocable . w Trust FBO John C. Danfor#h:, Address e o Sia{= A- /00 Ny RC41 011 V. 7t -L V.1Z 12A Mop Prepared By: sy 4su s, m l 3ivZ By.-Ad e Mme./ _ 6LOT Title Palm Desert, Ca. 92255 123 Area/District — — LOT 68 I LOT 67 28.86,* • 190 / ps, w / MB 276/6 —78 / I J ry w Existing / House / LOT 69 7R. 28867 Q MB 276/69-78 ARC /1 13, f7;:.. LOT 123 • • (0.72 AC)/ CZ- ZUNE NO. LINETABLE BEARING DISTANCE f , N83.18'28 "W 46.03' L2 N83' 18'28"W 50.93 CURVE TABLE NO. DELTA TH t47f4 '! R 6. f„ NO: 5. C1 14.4 '48" 6 .' :5 C2 14'49 48 550,:00 f2 364 ff 'a P. 0630/08 APP ® !E® BY PLlNNING.DEPARTNIE :' ► . ' BY ¢..- DATE EXHIBIT Side_ PIAm+69' CASE NO. PM 01'479 Record Owner. Donald Danforth Irrevocable . This . Certificate. of Parcel '. Merger No. a? -y7 i Trust FBO John C. Danfor#h:, Address e o Sia{= A- /00 Ny RC41 011 V. 7t -L V.1Z Is Hereby .dppro..ved. Mop Prepared By: sy 4su s, m l 3ivZ By.-Ad e Mme./ _ FEIRO ENGINEERING, INC. Address: P. 0. Box 12980 Title Palm Desert, Ca. 92255 Date Zoo V Area/District — — 07/18/2008 15:01 7603605719 YOUNG ENGINEERING SE July 17, 2008 Tom Hartung Building Official City of La Quinta PAGE 02 Re: Danforth Residence Guest Casita Addition, 78-110 Master Circle, La Ouinta, Ca 92253 Dear Tom, In reference to the above noted project the following is a response to the City Inspectors comments: 1. The interior side garage door header has been revised to an exposed 10x10 header. See revised framing detail 4/S5.1. The 10x10 header is a continuous header framed over the top of the Simpson Strongwall panels. 12-SDSI/4x6 screws are lagged into the beam from the bottom of the top plate of the panel into the bottom of the beam. Straps from the strong wall panel to the beam are not required on the SW24x8 panel. The framing plan framing detail reference to 12/SW3 was incorrect; the correct reference detail is 12/SWI. 2. The 6x6 headers on the inside of the soffits at the Casita entrance front door and directly across from the front door may be substituted for drop framing as shown in detail SKI attached. If you have any questions please call. Sincerely, Jeffrey B. Young, S.E. 07/18/2008 15:01 7603605719 YOUNG ENGINEERING SE PAGE 03 2x BLOCK MATCH RAFTER TAIL 2x BLOCK w/ (I)A55 2X TRUSSES at 24" o% EA BLOCK ROOF 12" SHEATHING PER B.N. Ix T46 PLAN NOTCH TAIL t B.N + t SHEATH OVER + HEIGHT E.N. PER PLAN A34 EA. SIDE BLOCK DBL (4) TOTAL 4x OR bx DECORATIVE PLT. (b) Ibd TO TOP CHORD OF TRUSS TAIL REFER TO ARCHITECTURAL WHEN ADJACENT TO RAFTER FOR DECORATIVE END GUT 2x6 STUDS at SHEATH AS PER SHEAR WALL TYPE "A" Ib" O/c. 2xb 57UDS at SHEATH A5 PER SHEAR WALLS Ib" O/c TYPE 'A" 2xb PLATE w/1bd 6x12 E.N. E.N. AT 4" o% 2x4 v4/2 -1&d TOE NAILS at 24" o% EXPOSED IOXIO FRAM I N& DETA 1 L AT GARAGE DOOR I 7.17.08 DANFORTH GUEST CASITA 78-110 MASTERS CIRCLE, LA QUINTA, CA O G ENG I NEERI G SERV/ GES 4/55. 71-804 WILDCAT DRIVE, STE G, PALM DESERT, GA TEL: 760-560-5710 FAX. R&e x'?ia OZ/18/2008, 15:01 7603605719 YOUNG ENGINEERING SE PAGE 04 REFER TO ARCH PLANS FOR FASCIA 2x BLOCK WA55 at — EA. BLOCK DBL. PLATE — SHEATH AS PER SHEARAALL TYPE 'A' 2x6 57UD5 at - 16" o% BEAM PER PLAN B.N. E.N. E.N. 2X TRUSSES at 24" ole- ROOF %ROOF SHEATHING + + HEIGHT PER PLAN 2x BLOCKING F— 2x6 DROPS AT 24" o/c, 2x6 AT 24" o/c. "26 HANGER 3-16d 2x BLOCKING N 5 44► r p FRAMING DETAIL AT FRONT ENTRY TO GAS I TA x.17.08 DANFORTH GUEST CASITA SCALE V-1 -0. 78-110 MASTERS CIRCLE, LA GUINTA, CA OU G EN61NEERINS SEFZ /ICES SKI 71-804 WILDCAT DRIVE, STE C, PALM DESERT, GA ,tel -- --- -- -- -- - - OZ/18/2008 15:01 7603605719 YOUNG ENGINEERING SE PAGE 05 v - : .. ...... fib-. :........ i aK 4 q4 -- '' P4 ............ _ A) N BOB 8' !' NA. Pq ..I I I I T '+- VL LL TV N _ J L RJI _ mEk tt. io,X-14 P8 i B _ N ` R s_ - . ..........— :Fb.. N .. I 1 12 _ II I I 1 I 11 arzi ........... ! o N Fd...... Ij <e> .......... 07/18/2008 15:01 7603605719 YOUNG ENGINEERING_ SE PAGE 06 ,., 6X12 ........ • 6X12 tp p- .... - - — = ->( ...... .. I I I 6x12; f. n . N 1a f 1; r 6X12 p-T - - it : irrr:'i, ?ti ;;'• :``i';;- 'r :; (j1 I _ _.-.- _--. .-.- { --`{ . q; .• _ :tl: ' :9'2 :;.I:i[*;: iii' j`I+!_1L k 6X6 21 0 r 6L1 f 4'7 .... N ;I --- 07/09/2008 08:37 7603605719 YOUNG ENGINEERING SE t PAGE 02 _YOl Cr rN-GlA ;'F...RINS; ;SART/I( ES _ w w. ta ueo9r.,.com 77-BO41A Itl6al Dc Palm Desert, Ca. 92211 a.(760j 380.5770 F.(780) 380.5719---- — — -- – June 26, 2008 Tom Hartung Building Official City of La Quinta Re: Danforth Residence 78-110 Master Circle Ya Ouinza, Ca 92253 Dear Tom, We have performed structural observation for the rough framing at the above referenced project and find it to be in general conformance with the approved structural plans. Please note this structural observation letter does not relieve the City in any way from performing their standard structural inspections nor is it in lieu of any code required special inspections. The structural observation performed should not be construed as a detailed structural inspection but as a structural observation for general conformance as per 2001 CBC Section 1702 and 220. If you have any questions please call. Sincerely, Jeffrey B. Young, S.E. O C -W A-qAE40 61"M2 of V&oeD Wl WZ5 m BOLLb",14 '71101%D8 1 r J t —_ .1 . Js Y' yYa 'j,!v `'_✓+_ - _ Lw .i a. ` ..r+'.; +.:.y .r a:r.-. . .,, "_ - Aw: .,-P' a.. - _ r. J --'LS..._: .`'- : s.' % -f. 4. : r. 'L :.:fit -"r .'Swr..t: Tell Certificate of Occu anc .0 0 4 ?. IvaosPow7rn G OFBuilding & Safety Department. This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building -Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 78-110 MASTERS CIR Use classification: CASITA SFD Building Permit No.: 07-3149 Occupancy Group: R-3 Type of Construction: V -N Land Use Zone: RL Owner of Building: DANFORT Address: 78-110 MASTERS CIR City, ST, ZIP: LA QUINTA, CA 92253 By: STEVE TRAXEL Date: NOVEMBER 5 2008 Building Official POST IN A CONSPICUOUS PLACE t —_ .1 . Js Y' yYa 'j,!v `'_✓+_ - _ Lw .i a. ` ..r+'.; +.:.y .r a:r.-. . .,, "_ - Aw: .,-P' a.. - _ r. J --'LS..._: .`'- : s.' % -f. 4. : r. 'L :.:fit -"r .'Swr..t: 4 R E TITLE 24 REPORT Title 24 Report for: Jack & Sally Danforth-Casita 78-110 Master Circle La Quinta, Ca 92253 Project Designer: JMA, Architecture and Engineering 73-995 EI Paseo, Suite 201 Palm Desert, Ca 92260 (760) 346-6155 Report Prepared By: Tim Scott Scott Design & Title 24 77085 Michigan Dr. Palm Desert, CA 92211 (760) 200-4780 Job Number: Date: 12/3/2007 DEC 14 2001 CITY OF EA QUINTA 131Ju.oiNG &saF APPROVED f:011 CONSMUGnom D computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. . I EnergvPro 4.3 by EnergvSoft Job Number: User Number: 6712 I. ` TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 7 HVAC System Heating and Cooling Loads Summary 9 Room Load Summary 10 Room Heating Peak Loads 11 Room Cooling Peak Loads 12 EnergyPro 4.3 by EnergySoft Job Number: User Number: 6712 Certificate Of Compliance: Residential 1,511 (Part 1 of 4) CF -1 R ject Title n/a ft2 12/3/2007 Date 0 ft2 Slab on Grade Area: 1,511 Project Address Average Ceiling Height: 11.2 Building Permit # Scott Design & Title 24 1.00 (760) 200-4780 Number of Stories: Documentation–Author Telephone Plan Check/Date FnergyPro Com pli- race Method CA Climate Zone 15 Climate Zone Field Check/Date TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.19 3.01 -0.83 Space Cooling 102.94 101.31 1.63 Fans 14.63 14.52 0.11 Domestic Hot Water 13.58 12.99 0.60 Pumps 0.00 0.36 -0.36 Totals 133.34 132.18 1.16 Percent better than Standard: 0.9% Building Type: (X) Single Family ❑ Addition ❑ Multi Family ❑ Existing + Add/Alt Building Front Orientation: (SE) 115 deg Fuel Type: Natural Gas Fenestration: Area: 523 ft 2 Avg. U: 0.60 Ratio: 34.6% Avg. SHGC: 0.39 Total Conditioned Floor Area: 1,511 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 0 ft2 Slab on Grade Area: 1,511 ft2 Average Ceiling Height: 11.2 ft Number of Dwelling Units: 1.00 Number of Stories: 1 0 ILDING ZONE INFORMATION # of Thermostat Vent one Name Floor Area Volume Units 1511 16 923 app_ Zone Type Type CondifionPri Setbark— Hgt. Area —2 n/ HVAC 1 OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Roof Wnnd 1 '511 0 021 R_38 R-0 0 0 1 S Wall Wood 218 0 069 R-21 R-0.0 25 gn Wall Wood 388 0 069 _ R-21 R-0 0 115 9 Wall Wnnd 199 n 069 R_91 R-0 0 2n5 g0 Wall Wood 458 0 069 R-21 R-0 0 295 gQ Gains Condition Y / N Status JA IV Reference Location / Comments 01-A18 Casita 09-A6 Casita 09-A6 Casita 09-A6 Casita 09-A6 Casita EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Paae:3 of 13 Certificate Of Compliance: Residential (Part 2 of 4) CF -1 R ,.lack & Sally Danforth-Casita ject Title Date 12/3/2007 FENESTRATION SURFACES # Type Area LI -Factor' SHGC2 True Cond. Azm. Tilt Stat. Glazing Type Location/ Comments -I- Window Right (NF) 92n 0 SO NFRr 039 NFR • _25_ _9.0_ New Double Non Metal Casita 2 Window Right (NE) 22.0 0.600 NFRC 0.39 NFRC 25 90 New Double Non Metal Casita 3 Window Right (NE) 64.0 0.600 NFRC 0.39 NFRC 25 90 New Double Non Metal -Door Casita 4 Window Right (NE) 58.5 0.600 NFRC 0_39 NFRC 25 90 New Double Non Metal -Door Casita 5 Window Front (SE) 22.0 0.600 NFRC 0.39 NFRC 115 90 New Double Non Metal Casita 6 Window Front (SE) 58.5 0_600 NFRC 0_39 NFRC 115 90 New Double Non Metal -Door Casita Z Window Front (SE) 58.5 0_600 NFRC 0_39 NFRQ 115 90 New Double Non Metal -Door Casita 8 Window Front (SE) 22.0 0.600 NFRC 0.39 NFRC 115 90 New Double Non Metal Casita 6 Window Left (SW) 58.5 0_600 NFRC 0_39 NFRC 205 90 New Double Non Metal -Door Casita 1Q Window Left (SW) 24.0 0_600 _NFRC 0_39 NFRC 205 90 New Double Non Metal -Door Casita _11 Window Left (SW) 9.0 0.60 NFRC 0_39 NFRC 205 90 New Double Non Metal Casita 12 Window Left (SW) 19.3 0.600 NFRC 0_39 NFRC 205 90 New Double Non Metal Casita Aa Window Left (SW) 48.0 0=600 NFRC 0_39 NFRC 205 _R0_ New Double Non Metal -Door Casita 14 Window Rear (NW) 9.2 0.600 NFRC 0_39 NFRC 295 90 New Double Non Metal Casita 15 Window Rear (NW) 9.2 0.600 NFRC 0.39 NFRC 295 90 New Double Non Metal Casita 16 Window Rear (NW) 9.2 0.600 NFRC 0.39 NFRC 295 90 New Double Non Metal Casita 17 Window Rear (NW) 9.2 0.600 NFRC 0_39 NFRC: 295 90 New Double Non Metal Casita 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168 INTERIOR AND EXTERIOR SHADING Area Thick. Heat Inside Condition Location/ Type Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 New Casita / Slab on Grade Concrete, Heavyweight 2 Bug Screen 0.76 26-A1 New Casita / Slab on Grade 3 Bug Screen 0.76 isBug Screen 0.76 9.0 6.5 10, 0. 10.0 10.0 Bug Screen 0.76 PERIMETER LOSSES Condition 6 Bug Screen 0.76 9.0 6.5 10.0 0, 10.0 10.0 7 Bug Screen 0.76 9.0 6.5 10.0 0.1 10.0 10.0 8 Bug Screen 0.76 104 None No Insulation 26-A1 9 Bug Screen 0.76 9.0 6.5 10.0 0.1 10.0 10.0 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 5.5 3.5 8.0 0.1 8.0 8.0 13 Bug Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Run Initiation Time: 11/30/07 10:17:19 Run Code: 1196446639 EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page:4 of 13 Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Concrete, Heavyweight 634 3.50 28 0.98 2 26-A1 New Casita / Slab on Grade Concrete, Heavyweight 877 3.50 28 0.98 0 26-A1 New Casita / Slab on Grade Insulation PERIMETER LOSSES Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 84 None No Insulation 26-A1 New Casita Slab Perimeter 104 None No Insulation 26-A1 New Casita Run Initiation Time: 11/30/07 10:17:19 Run Code: 1196446639 EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page:4 of 13 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R Title AC SYSTEMS 12/3/2007 Date Heating Minimum Cooling Minimum Condition Thermostat Location Tvoe Eff Tvoe Eff Status Tvoe HVAC 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Existing Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC 1 Ducted Ducted Attic 4.2 Existing Yes Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER.HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Rheem HE45-100 Large Gas Recirc/Time+Temp 1 100,000 45 New 0.95 3.15% 0.0 Multi -Family Central Water Heating Details Hot Water Pump Control # HP Twe REMARKS Hot Water Piping Length (ft) Add 1/2" In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: JMA, Architecture and Engineering Address: 73-995 EI Paseo, Suite 201 Patilh Desert92 60 Telephone: (signature Enforcem Name: (7,40) 346 L' t Agency (date) Title/Fir Address: Telephone: gnature) (date) Documentation Author Name: Tim Scott Title/Firm: Scott Design & Title 24 Address: 77085 Michigan Dr. Palm De rtCA 92211 Telephone: 7 780 3 07 (signature) (date) Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R Title 12/3/2007 Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies )asea on the adequacy or the special tusnrication ana aocumentation sunmittea. HIGH MASS Design - Verify Thermal Mass: 634 sqft Covered Slab Floor, 3.50" thick at Casita HIGH MASS Design - Verify Thermal Mass: 877 sqft Exposed Slab Floor, 3.50" thick at Casita Plan I Field HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a HERS provider using approved testing and/or verification methods. Plan Field he HVAC System "HVAC 1" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page:6 of 13 1 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the . items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. • DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the ENFORCE - permit application documentation. N/A DESIGNER MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑ ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ 0 ❑ ❑ apply to exterior mass walls). ❑ ❑ ❑ •§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: ❑ ❑X ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ ❑X ❑ b. outside air intake with damper and control, flue damper and control ❑ Q ❑ 2. No continuous burning gas pilot lights allowed. ❑ Q ❑ § 150(0: Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include El Q El Form: ❑ ❑ ❑ § 116-17: Fenestration Products, Exterior Doors, and Infiltration/ExFltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑ ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ ❑X ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1506): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150 -AIB or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ ❑ ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑ ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑ ❑ EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page:7of 13 Mandatory Measures Summarv: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated • into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. • DESCRIPTION Instructions: Check or initial applicable boxes when completed or check NIA if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ Q ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and ❑ ❑ ❑ support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause ❑ ❑ ❑ reductions in the cross-sectional area of the ducts. ❑ ❑ ❑ 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ © ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ ❑ ❑ Lighting Measures ❑ ® ❑ 4. Exhaust fan systems have back draft or automatic dampers. ❑ ® ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ® ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ❑ ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ FX ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, ❑ ® ❑ 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ❑ ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑ ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ FX ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ x❑ ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑ ❑ controlled by an occupant sensor that complies with Section 1' 9(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑ ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming poolstwater features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page:8 of 13 IHV'AC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Jack & Sally Danforth-Casita 12/3/2007 STEM NAME FLOOR AREA HVAC 1 1,511 Number of Heatina Sv Output per Systen Total Output (Btur Output (Btuh/sqft) olina Svstem Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sqft) Total Output (sgft/Ton) CFM per System Airflow (cfm) Airflow (cfmisgft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sqft) Note: values above given at ARI conditions ,000 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD ,000 58.9 Latent ,000 ,000 5.0 3917 COIL COOLING PEAK 11COILHTG.PEAK CFM I Sensiblel Latent I I CFM I Sensible 1,367 26,537 1,84 721 29,614 0 4,189 3,424 01 0 0 0 0 0 0 0 0 4,189 3,424 34,916 1 84 36 462 HVAC EQUIPMENT SELECTION 2,000 2,000 Carrier 24ACA460/58CVX110 47,200 6,092 89,000 1.32 400.0 o.o Total Adjusted System Outputa7,2oo 6,092 89,000 (Adjusted for Peak Design Conditions) 0.00 TIME OF SYSTEM PEAK Aug 2 pm I I Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 68.4 of 68.4 of 110.20F' O Supply Air Ducts Outside Air 0 cfm Supply Fan Heating Coil 108.6 of 2000 cfm ROOMS 68.4 of 70.0 of Return Air Ducts I (COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) I 111.0/77.6OF 80.0/64.6OF 80.0/64.70F 57.8/56.5OF Outside Air O 0 cfm Supply Fan Cooling Coil 2000 cfm 80.0/64.6 of h Return Air Ducts `) Supply Air Ducts 59.8 / 57.3 of 46.8% R.H. ROOMS 78.0/64.0 OF EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page:9 of 13 1 ROOM LOAD SUMMARY PROJECT NAME Jack & Sally Danforth-Casita DATE 12/3/2007 STEM NAME HVAC 1 FLOOR AREA 1,511 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Casita Casita 1 1,367 26,537 1,841 1,367 26,537 1,841 721 29.614 PAGE TOTAL 1 1,367 26,537 1,841 721 29,614 TOTAL 1 1,367 26,537 1,841 721 29,614 EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page: 10 of 13 ROOM HEATING PEAK LOADS roject Title Date ck & Sally Danforth-Casita 12/3/2007 Room Information Desi n Conditions Room Name Casita Time of Peak Jan 12 am Floor Area 1,511 Outdoor Dry Bulb Temperature 26°F Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT of Btu/hr 1,511.0 218.5 22.0 22.0 64.0 58.5 388.0 22.0 58.5 58.5 22.0 199.2 58.5 24.0 9.0 19.3 48.0 458.2 9.2 9.2 92 9.2 perimeter = 84.0 perimeter = 104.0 x x x x x x x x X X x x x x x x x x x x x x x x x x x x x x x x x x x x x' x x 44 = = = = = = = = = = = = = = = = = = = = = = 1.662 44 663 44 581 44 581 44 1.690 44 1,544 44 1,178 44 581 44 1,544 44 1,544 44 581 44 605 44 1,544 44= 634 44=238 44 510 44 1-267 44 1391 44 243 44 243 44 241 44 243 44 2,698 44 3-340 Items shown with an asterisk (•) denote conduction through an interior surface to another room. Page Total: 25 348 Infiltration: 1.00 x 1.064 x 1 511 x 11.20 x 0.323 / 6 ] x = 4 267 chedule Air Sensible Area Ceiling Height ACH DT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 29,614 EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page: 11 of 13 RESIDENTIAL ROOM COOLING LOAD SUMMARY ro.ect Title Date ck & Sally Danforth-Casita 12/3/2007 Room Information Des! - n Conditions Room Name: Casita Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,511 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 78OFOutdoor Daily Range: 340F ue 5urtaces R-21 Wall i\TAR Orientation Area X X X X X X X X X X x x U -Factor X X X X X x X X X X X X CLTD 1 = = = = = = = = N 1,511.0 0.0250 56.0 NE 218.5 0.0690 26.3 SE 388.0 0.0690 31.9 SW 199.2 0.0690 28.8 NW 458.2 0.0690 31.5 26.5+ 58.5X 33.4= SE 0.0 26.5 22.0 36.8 SE 58.5X 26.5+ 0.0x 36.8= SE 58.5X 26.5+ 0.0x 36.8= SE 0.0x 26.5+ 22.0X 36.8= SW 58.5X 26.5+ 0.0x 31. Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration • B B 6 5 A 4 3 I 2 rage I Dial Orientation Btu/hr Shaded Area X X x x GLF + + + + Unshaded Area X X x X Page GLF = = _ NE 0.0 26.5 22.0 33.4 NE 0.0x 26.5+ 22.0X 33.4= NE 0.0x 26.5+ 64.0X 33.4= NE 0.0x 26.5+ 58.5X 33.4= SE 0.0 26.5 22.0 36.8 SE 58.5X 26.5+ 0.0x 36.8= SE 58.5X 26.5+ 0.0x 36.8= SE 0.0x 26.5+ 22.0X 36.8= SW 58.5X 26.5+ 0.0x 31. SW 0.0 26.5 24.0 Total Btu/hr Btu/hr Internal Gain Btu/hr Occupants B4 Occupants X 230 Btuh/oCC. 920 E ui ment 1 Dwelling Units X 1,600l Btuh _ 1 600 Infiltration: 1.064 X 0.87 X 95.74 X = 3 000 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 26,537 Latent Gain Btu/hr Occupants Occupants X 200 Btuh/oCC. = 800 Infiltration: 4 771 x 0.87 X 95.74 X 0.00263 = 1 041 Air Latent CFM ELA pW • TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,841 EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page: 12 of 13 RESIDENTIAL ROOM COOLING LOAD SUMMARY ro.ect Title Date ck & Sally Danforth-Casita 12/3/2007 Room Information Desi n Conditions Room Name: Casita Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,511 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 78OFOutdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration J H 8 D E F Nage I otal I 0I Orientation Btu/hr x x x x x x x x x x x x X x X x x x x X X x x x x x x x x x x x + + + + + + + + = = = = = = = = = = = = X X X X X X X X Page GLF = = = = Btu/hr SW 0.0x 26.5+ 9.0x 31.5= 284 SW 19.3X 26.5+ 0.0x 31.5= 511 SW 48.0X 26.5+ 0.0x 31.5= 1271 NW 0.0 26.5 9.2 43.7 402 NW 0.0 26.5 9.2 43.7 402 NW 0.0 26.5 9.2 43.7 402 (NW) 0.0 26.5 9.2 43.7 402 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration J H 8 D E F Nage I otal I 0I Orientation Btu/hr Shaded Area X x X x x x x X GLF + + + + + + + + Unshaded Area X X X X X X X X Page GLF = = = = Btu/hr SW 0.0x 26.5+ 9.0x 31.5= 284 SW 19.3X 26.5+ 0.0x 31.5= 511 SW 48.0X 26.5+ 0.0x 31.5= 1271 NW 0.0 26.5 9.2 43.7 402 NW 0.0 26.5 9.2 43.7 402 NW 0.0 26.5 9.2 43.7 402 (NW) 0.0 26.5 9.2 43.7 402 Total 1 3,6741 Internal Gain Btu/hr Occupants B4 Occupants X 230 Btuh/occ. 920 E ui ment 1 Dwelling Units X 1 600 Btuh _ 1 600 Infiltration: 1.064 x 0.87 x 95.74 x = 3.0n0 Air Sensible CFM ELA OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 26,537 Latent Gain Btu/hr Occu ants F 41 Occupants X I Btuh/occ. = 800 Infiltration: 4 771 x 0.87 x 95.74 x 0.00263 = 1.0411 Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,841 EnergyPro 4.3 by EnergySoft User Number: 6712 Job Number: Page: 13 of 13 1 St Cerra/ Components, Inc. TRUSS EN61NEER.ING Engineering Office ' 73-744 Hwy 111, Suite 6 Phone: 760-674-2171 Palm Desert,' CA 92260. Fax: 760-674-2117 ' DATE: 01 / 17/08 NomondlSNOJ U04 .td3a An-qVs V E)NICrltns b.LNino b-1 qO A113 JOB SITE ADDASS Jack And Sally Danforth 1 78-110 Master Circle Tradition Golf Club La Quinta, CA 9225.3 ' y JAW2 8 ?008 REVIEWED BY CONSULTANT FOR CODE COMPLIANCE THESE PLANS AND SUPPORTING DOCUMENTATION HAVE BEEN REVIEWED AND FOUND TO SHOW COMPLIANCEWITH THE CALIFORNIA BUILDING CODE AS ADOPTED BY THIS JURISDICTION, ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY CWO SBy.,A NS NOTED IN ENCLOSED LETTE ; ,9 ^ o s C DE GRO 11 DATE STRUVfUIR L CQ?i.y STRUCTURAL RESPONSE LIST Date 1/11/08 Plan' Check No.: 07-3149 VCA File No.: LQ -20546 Project Address: 78-110 Master Circle Plan Correction #1 Response: See revised structural calculations for beams R7, R8, and R9 and revised pad calculations. See sheet S2.1 for pads references. Plan Correction #2 Response: See sheet S4.1 at Prep Area for location of beam R6. Plan Correction #3 Response: See footing calculations for shear walls SW2 & SW3. Plan Correction #4 Response: All structural plans and structural calculations have been stamped and signed by the Engineer of Record. Plan Correction #5 Response: Truss calculations have been submitted for plan review. Plan Correction #6 Response: All comments and red marked documents have been properly addressed. If you have any questions please call Marcell McElroy at Young Engineering Services Inc. Phone: 760-360-5770 ext. 105 Plan check No. 07-3149 VCA File No. LQ -20546„ ,. THE FOLLOWING STRUCTURAL CORRECTIONS ARE REQUIRED. 1. Roof Beam Reaction R9 and Roof Beam Reactions R7 & Rg: verify/specify foundation pad for subject beam reaction/s 2. Roof Beam R6: locate on Drawing S4.1 3. Drawing S2:1, Shear Walls SW2 & SW3: verify/specify negative reinforcement & size of footing to resist uplift forces/overturning moment. 4. Engineer of Record to sign/seal calculation package&drawing set [CBC 106.32] 5. Provide Roof Truss Design Package: Engineer of record to review package and shop stamp, verify dead & live loading on top & bottom' chords, verify FAU is not. in the attic areas, verify drag loading, verify that truss design configurations match architectural elevations/sections, confirm beam and header design shown on Drawing S4.1 using locati6n of girders in subject package 6. Comply with all red marks and return all red marked documents END CORRECTION LIST 2 MiTek 1 POWER r0 PERFORM." MiTek Industries, Inc. 7777 Greenback Lane ' Suite Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Danforth Fax 916/676-1909 01:.. The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision' based on the parameters provided by Ebaugh Design. Pages or sheets covered by this seal: R27628071 thru R276281.11 ' My license renewal date for the state of California is March 31, 2009. OQ?10FESS/pN9` 1 COLU C a ' F 2 c m E 04 -09 r ' January 17,2008 Tingey, Palmer ' The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this.component for any particular building is the: responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. 17-3-0 k 17-3-0 I THE DANFORTH GUEST CASITA 01/16/2008 FOR REVIEW SIMPSON HARDWARE; MODEL # TRUSS # LU S24------------A4,B4,D4, LUS26------------- A3 T.HJ A26----------A1-.I-11.P,B I-fIIP, DI. -I-II P, V N c OC u c .0 a N ``O c L'Ly - > C >` p O uj 6'&! Ea p vu a - O ❑ ❑ '- E=0mv-3to ua'i N E_ u 20 = 1 44Cr ) i c : 3 o fj i " o ,c m ` -a L C -0 O15C C m E 0) c p C - 'C p O N O v_ C 2 C E C C Z E. m. -ate E 0 0 u ® N x h C' a a u 'c }. 1 1 O 0, 4) a o LO) c rel Q F- 'a u -0a u O C=l 10'4-3/4" PLT -2-0-0112-0 -"Q v v n o 1-1)"1 10' /4' EEL PLT A7 A o d - W ex Ob A6 A " v A A5 Al-(iRDK A2 19-3-0 W D• - g ., e o A2 a0 N A2 BALLOON TO ROOF SHEATHING :-71 A3 1 -8 ' a A3 ¢ A3 A3 a 5 Uf i { g A3 A3 9 BALLDONTQ tOOFSHEA NG Ate?=DRA 0 N A2 O A2 91 W .] p x: Z A2 . n o q et AI-GRDR i 1J A5 A5 A6 0o )HEEL A 10'-4-3 11 1 /4 Ayl n • o k 17-3-0 I THE DANFORTH GUEST CASITA 01/16/2008 FOR REVIEW SIMPSON HARDWARE; MODEL # TRUSS # LU S24------------A4,B4,D4, LUS26------------- A3 T.HJ A26----------A1-.I-11.P,B I-fIIP, DI. -I-II P, V N c OC u c .0 a N ``O c L'Ly - > C >` p O uj 6'&! Ea p vu a - O ❑ ❑ '- E=0mv-3to ua'i N E_ u 20 = 1 44Cr ) i c : 3 o fj i " o ,c m ` -a L C -0 O15C C m E 0) c p C - 'C p O N O v_ C 2 C E C C Z E. m. -ate E 0 0 u ® N x h C' a a u 'c }. 1 1 O 0, 4) a o LO) c rel Q F- 'a u -0a u O C=l 10'4-3/4" PLT Job Truss Truss Type Qty PfTijab in (loc) I/defi Ud PLATES GRIP TCLL 20.0 827628071 DANFORTH At-GRDR HIP 2 Reference (optional) hb&u 9yesign, Inc., Twenty -Nine Palms, GA 92273 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:58:58 2t1 2Qage 1 4-1-12 B-0-0 9-3-0 13-11-5 19.3.0 4-1-12 3.10.4 113.0 4-8-5 5.3-11 Scale: 3/8'=1' 3.00 12 5x8 = 4x6 = 4 5 8x10 = " 'v ' ° 3x10 = 2x4 11 US = 3x4 = 8x8 = 2x4 II 10.4-12 10.4-12 4-1-12 8-0-0 1 9-3.0 13-11.5 19-3-0 4-1-12 3.10.4 1.3-0 4-8-5 5-3-11 L LOADING (psf) SPACING 24)-0 CSI OEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.10 8-9 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.24 8-9 >949 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 8-9 >999 240 Weight: 191 lb LUMBER TOP CHORD 2 x 4 DF N0.18Btr G BOT CHORD 2 X 6 DF SS G WEBS 2 x 4 OF Stud/Std G SLIDER Left 2 x 4 DF Stud/Std -G 2-1-4 REACTIONS (Ib/size) 1=2460/0-5-8,7=2216/0-5-8' Max Horz 1=33(1_C 6) BRACING TOP CHORD Sheathed or 4-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=5678/0, 2-3=5632/0, 3-4=6721/0, 4-5=6721/0, 5-6=6891/0, 6-7=7255/0 BOT CHORD 1-12=0/5325, 11-12=0/5325, 10-11=0/5325, 9-10=0/6565, 8-9=0/6947, 7-8=0/6947 WEBS 3-12=38817, 3-10=0/1420, 4-10=0/827, 4-9=2/502, 5-9=0/1412, 6-9=343/24, 6-8=55/77 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected, as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except H noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Girder carries hip end with 10.0-0 right side setback, 8-0-0 left side setback, and 10-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1417 Ib down at 9-3-0, and 1133 Ib down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 I Continued on page 2 OQ4pFESS/pNgl S riN Fcz C 64 os *, 17,2008 ® WARNIUVO - Verlb design parameters and READ NOTES ON TWS AND 1NCLODED WTSR RSFSRENCS PAGS MU -7473 BEFORE EMB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. ApplkabLty of design poramenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction 6 the the MiTek° responsib06ly of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quoliy control storage, delivery. erection and bracing, consult ANSVTP11 Quality Criteria. DSB-89 and BCS11 Building Component Safety Infwmaeon available from Truss Plate Institute, 583 D'Ono go Drive. Madison, WI 53119. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 01 Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown iii is for lateral support of individual web members only. Additional temporary bracing to Insure stabilty during construction a the responsibllty, of the R27628071 DANFORTH Al-GRDR HIP 2 2 Job Reference (optional) tDaugn uesign, Inc., Twenty -Nine Palms, GA 92273 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:58:58 2008 Page 2 LOAD CASE(S) Standard Uniform Loads (ply Vert: 1-4=80, 4-5=231(F=151), 5-7=80, 1-10=20, 9-10=-58(F=-38), 7-9=20 Concentrated Loads (Ib) Vert: 10=1133(F) 9=1417(F) ® WARNING - Veryll design parameters and READ NOTES ON THIS AND INCLUDED sBTEE REFERENCE PAGE AW -7473 BEDORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and Is for on individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown iii is for lateral support of individual web members only. Additional temporary bracing to Insure stabilty during construction a the responsibllty, of the 1 M(Tek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication , quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and BCSII Building Component Safety Info rmoflon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Hel Ms CA 95610 Job Truss Truss Type Oty Ply 01 1.15 TCDL 20.0 Lumber Increase 1.15 827628072 DANFORTH A1 -HIP MONO TRUSS 4 1 Code UBC97/ANSI95 WB 0.47 Horz(TL) 0.01 7 n/a Job Reference (optional) toaugn UESIOn, Inc., twenty-nine Palms, GA 92213 3.10-3 6.500 s Apr 2 2007 MfTek Industries, Inc. Wed Jan 1610:58:591 0a112page 1 3.6.11 3-10-3 3x4 II = 1:19.5 4 5 oxlu — '3x4 — 1"2ml 11 3x8 1UL4-12 3-10-3 LOADING (psf) SPACING 2-0-0 TCLL20.0 Vdefl Plates Increase 1.15 TCDL 20.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 x 4 DF No.18,Btr G BOT CHORD 2 x 4 DF No.18Btr G WEBS 2 x 4 OF Stud/Std G *Except* 4-7 2 x 4 OF No. t SBtr G REACTIONS (Ib/size) 10=501/0-7-12, 7=1049/Mechanical CSI DEFL in (loc) Vdefl Ltd TC 0.47 Vert(LL) -0.02 8-9 >999 360 BC 0.26 Vert(TL) -0.06 8-9 >999 360 WB 0.47 Horz(TL) 0.01 7 n/a n/a (Matrix) Wind(LL) 0.02 8-9 >999 240 BRACING 3.10-3 PLATES GRIP MT20 220/195 Weight: 53 Ib TOP CHORD Sheathed or 5-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 10=82(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-466/0, 1-2=1269/0, 2-3=-1177/0, 3-4=146/0, 4-5=7/0,4-7=375/23 BOT CHORD 9-10=52/201, 8-9=0/1239, 7-8=0/1136, 6-7=0/0 WEBS 1-9=0/1054, 2-9=-157/12, 2-8=110/11, 3-8=0/313, 3-7=1188/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (plf) Vert: 1=0(F=40, B=40) -to -4=221 (F=70, B=-70), 4=181(F=-70, B=70) -to -5=185(F=73, B=-73), 10=0(F=10, B=10) -to -7=55(F=18, B=-18), 7=35(F=-18, B=18) -to -6=-36(F=18, B=18) oQ pF ESS/ N S T N Fti CD C 04fA3 T. 17, 2008 A WARND90 - 7erUy design pararneem and READ NOTES ON TNTS AND D7CUMD WTER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .orxw.o rx.ro.r fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 O'Onofno Drive. Madison, WI 53719. 7777 Greenback lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 01 PLATES TCLL 20.0 Plates Increase 1.15 TC 0.39 R27628073 DANFORTH A2 COMMON 8 1 BC 0.53 Vert(TL) -0.22 1-9 >999 360 Citrus Heights, CA 95610 BCLL 0.0 Rep Stress Incr Job Reference (optional) co> frsign, mc., i wenry-Ivme i -aims, LA azzrs 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 16 10:59:00 2f148 Fpge 1 4.5.8 8.7-8 I 12.7.9 19-3-0 45.8 4-2-0 5-0-1 5.7-7 Scale: 3V=1' 4X6 = 3.00 F12 4 6x10 11 4x6 = 3x10 = 3x6 = 2x4 II t 10.4-12 =-r-= 8.7.8 5.0-1 5.7-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES TCLL 20.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.09 1-9 >999 360 MT20 TCDL 20.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.22 1-9 >999 360 Citrus Heights, CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 7 >999 240 Weight: 76 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Sheathed or 3.10-3 oc purlins. BOT CHORD 2 x 4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G SLIDER Left 2 X 6 DF SS -G 2-3-0 REACTIONS (Ib/size) 1=951/0-5-8,6=951/0-5-8 Max Horz 1=36(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1956/0,2-3=1878/0, 3-4=1769/0,4-5=1795/0.5-6=2632/0 BOT CHORD 1-9=0/1764, 8-9=0/2476, 7-8=0/2476, 6-7=0/2476 WEBS 3-9=189/100, 4-9=0/458, 5-9=862/0, 5-7=0/191 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If parches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 10.4-12 GRIP 220/195 Id January 17,2008 WARNING D design erVii# sig parameters and READ NOTES ON TWS AND R9CLUDED WTER REFERENCE PADS MU -7473 BEFORE USE. 1Y 9 r Design valid for use only with Mitek connectors. This design B based only upon parameters shown, and is for an Individual building component. E-. Nil Applicability of design paromenters and proper incorporation of component b responsibility of building designer- not truss designer. 8radng shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _MiTek° fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pty 01 Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblliy of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding R27628074 DANFORTH A2 -DRAG COMMON 1 1 Citrus Me C Job Reference (optional) EbjVtt Resign, Inc., Twenty -Nine Palms, CA 92273 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:59:02 2448 Fpge 1 i 4-5.8 8-7-8 13.7-9 19-3-0 4-5-8 4-2-0 5.0.1 5-7.7 Scale: 3/8"=1' 3.00 12 44 = 4 6x10 11 ry ' ° r 4x6 = 3x10 = 3x6 = 2x4 II 10.4-12 10.4-12 8.7.8 13.7-9 I 193-0 8.7-8 5-0-1 5.7-7 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 20.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 x 4 OF No,18,Btr G BOT CHORD 2 x 4 OF No.18Btr G WEBS 2 x 4 OF Stud/Std G SLIDER Left 2 X 6 OF SS -G 2-3-0 REACTIONS (Ib/size) 1=951/0.5-8, 6=951/0-5-8 ' Max Horz 1=-55(LC 16) Max Uplift1=142(LC 9), 6=-151(LC 12) Max Grav 1=1214(LC 8), 6=1214(LC 7) CSI DEFL in (loc) Vdefl L/d PLATES GRIP TC 0.46 Vert(LL) -0.12 7-9 >999 360 MT20 220/195 BC 0.57 Vert(TL) -0.23 7-9 >991 360 WB 0.45 Horz(TL) 0.07 6 n/a n/a (Matrix) Wind(LL) 0.09 7 >999 240 Weight: 76 lb BRACING TOP CHORD Sheathed or 3-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2578/386, 2-3=2295/205, 34=2057/82, 4-5=-2296/246, 5-6=3563/601 BOT CHORD 1-10=0/2350, 9-10=856/2826, 8-9=572/3370, 7-8=572/3370, 6-7=-572/3370 WEBS 3-9=3111222,4-9=0/458,5-9=919/34,5-7=0/191 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 1648 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-8-0 for 214.9 plf. LOAD CASE(S) Standard Ii d January 17,2008 ® WARMNO - Ver(fo deefgn parameters and READ NOTES ON THIS AND 1NMMED WTEN REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Miilek connectors. This design is based only upon parameters shown, and is for an Individual building component. ' Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblliy of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. defivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Intomratlan available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback lane, Suite 109 Lane,Su ref Citrus Me C Job Truss Truss Type Qty Py 01 (loc) Vdefl Ud PLATES GRIP TCLL 20.0 R27628075 DANFORTH A2 -HIP JACK 2 1 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) 11-10.3 Ebaugh Design, Inc., Twer ijr Palms, CA 92273 6.500 s Apr 2 2007 M7ek Industries, Inc. We1 a 1610:59:02 2008 Page 1 Scale = 1:10.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 3-4 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wtnd(LL) 0.01 3-4 >999 240 Weight: 14 lb LUMBER TOP CHORD 2 x 4 DF No.18BV G BOT CHORD 2 x 4 DF No.18BtrG WEBS 2 x 4 OF Stud/Std G BRACING TOP CHORD Sheathed or 4-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ■ REACTIONS (Ib/size) 4=90/0-7-12, 2=136/Mechanical, 3=43/Mechanical Max Horz 4=14(LC 3) Max Uplift 2=7(1-C 3) ' Max Grav4=90(LC 1), 2=136(LC 1), 3=72(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 11-4=79/1,11-2=1141117 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (plf) Vert: 1=0(F=40, B=40) -to -2=95(F=8, B=-8), 4=0(F=10, B=10) -to -3=24(F=2, B=2) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTER REFERENCE PAGE MB -7473 BSPORE USE. Design valid for use only Wth Mitek connectors. This design B based only upon parameters shown. and is for an individual building component. ' Applicability of design paromenters and proper incorporation of component h responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the iii W. i■ MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrkation, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Crfteda, DSB-89 and SCSII Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights. CA 95810 Job Truss Truss Type City Ply Plates Increase 1.15 TC 0.47 Vert(LL) -0.06 6-7 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.14 6-7 >635 360 827628076 DANFORTH A3 COMMON 11 1 Joib Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 6-7 >999 240 Weight: 74 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &BtrG BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Reference (optional) Ebjl q 1 Resign, Inc., Twenty -Nine Palms, CA 92273 104-12 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:59:03 21Qcm13age 1 4-9-12 3.9-13 3-9-12 6.4-8 Scale = 1:31.4 4x8 = 3.00 12 4 Jxlu II 3x4 — 3x4 = 3x4 = 3x4 = 10-0.12 104-12 0-11-11 11-3-4 I 18-9-1i 5.11-11 5.3.8 788 10.4-12 I3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loo) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.06 6-7 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.14 6-7 >635 360 .°rr.,o rawra.r BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 6-7 >999 240 Weight: 74 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &BtrG BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G WEDGE Right: 2 x 4 DF Stud/Std SLIDER Left 2 X 6 OF SS -G 2-5-13 REACTIONS (Ib/size) 1=483/0-5-8, 7=1139/0-5-8, 6=253/Mechanical Max Horz 1=36(LC 5) Max Grav 1=489(LC 7), 7=1139(LC 1), 6=274(LC 8) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=788/0.2-3=-688/0, 3-4=572/0, 4-5=0/365, 5-6=92/151 BOT CHORD 1-9=0/687, 8-9=0/200, 7-8=0/200, 6-7=106/29 WEBS 3-9=301/29, 4-9=0/461, 4-7=-751/0, 5-7=511/24 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20%has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard B ® WARNIIYO - Ve,% design parameters and READ NOTES ON TNr3 AND D7CWDED WTEK REFERENCE PAGE M-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on Individual building component. ° Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during is the the MiTek" construction responsibllty of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .°rr.,o rawra.r fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Helcihts. CA 95610 Job Truss Truss Type Qty Ply 01 (loc) Udefl L/d PLATES GRIP TCLL 20.0 R27628077 DANFORTH A3 -DRAG COMMON 1 1 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) to8 q 1 jeslgn, Inc., Twenty -Nine calms, GA VZZ/3 4.9-12 3.00 12 10412 5.500 s Apr 2 2007 MiTek Industries, Inc. Wed Jan 16 10:59:04 2OKlgage 1 3-9-13 ` 3.9-12 648 06 = 4 Scale = 1:31.4 un w I. 3x4 = 3x4 = 3x4 = 3x4 = 10-4-12 10412 10-4-12 5-11-11 I 11-3-4 18-9-12 5-11-11 5-3-8 7-6-8 I-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.06 6-7 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.14 6-7 >635 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 6-7 >999 240 Weight: 74 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 5-4-10 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2 x 4 OF Stud/Std G WEDGE Right: 2 x 4 OF Stud/Std SLIDER Left 2 X 6 OF SS -G 2-5-13 REACTIONS (Ib/size) 1=483/0-5-8, 7=1139/0-5-8, 6=253/Mechanical Max Horz 1=-41(LC 16) Max Uplift 1=-310(LC 9), 7=-63(LC 12), 6=121(LC 16) Max Grav 1=845(LC 21), 7=1357(LC 7), 6=411(LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1680/765, 2-3=1370/601, 3-4=997/430, 4-5=362/802, 5.6=579/518 BOT CHORD 1-9=768/1498, 8-9=460/616, 8-10=644/682, 7-10=644/866, 6-7=573/497 WEBS 3-9=419/147, 4-9=97/612, 4-7=1047/230, 5-7=521/34 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a total drag load of 1648 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-8-0 for 214.9 pH. LOAD CASE(S) Standard oQ,p,pFESS/pNgl S T Nc F 2 Q C 04433 T t *\ QV. Al -09 - 1* 17,2008 ® WARRING - Vert/y design Parameters and READ NOTES ON TRIS AND DVCLMZD MPrEB REFERENCE PADS MD -7473 DEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during 4 the the iii • MiTek' construction responsibility of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSS -89 and BCSII Building Component Safety Intorratlon available from Truss Plate Institute. 583 D'Onofno Drive. Madison; WI 53719. 7777 Greenback lane, Suite 109 Citrus Mei Ms CA 95610 Job Truss Truss Type Oty Ply 01 (loc) Vdefl L/d PLATES GRIP TCLL 20.0 R27628078 DANFORTH A4 MONO TRUSS 4 1 >515 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) Ebaugh Design, Inc., T j yfpme Palms, GA 92273 6.500 s Apr 2 2007 MiTek Industries, Inc. VVeUJ q 6 10:59:05 2008 Page 1 I rv-v 10.4-18X10 II 2404- 12 B-0-0 8-0-0 Scale = 1:16.9 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.18 1-5 >515 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.37 1-5 >258 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 6-0.0 oc purlins. BOT CHORD 2 it 4 DF No.1 &BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 it 4 DF Stud/Std G SLIDER Left 2 X 6 DF SS -G 3-2-2 REACTIONS (Ib/size) 1=397/0-5-8, 4=27/Mechanical, 5=424/Mechanical Max Horz 1=78(LC 3) Max Uplift4=27(1-C 1) Max Grav 1=397(LC 1), 4=7(LC 3), 5=424(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=387/0, 2-3=-310/10, 3-4=-43/0 BOT CHORD 1-5=30/301 WEBS 3-5=457/45 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQ¢OFESS/pNq S COT 0 Q ' m Cr C DA33 I i *\ ESP AI -09• /* 17, 2008 ® WARND9O - Ver(/jt design parameters and READ NOTES ON THIS AND JiNCLUDED i1DTE7r REFERENCE PAGE AM -7473 SEPORE USE. s Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the respomib101y, of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53119. 7'77) Greenback Lane, Suite 108 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the TC 0.57 R27628079 DANFORTH A5 JACK 8 1Jo,b BC 0.25 Vert(TL) -0.10 3-4 >666 360 Citrus Heights, CA 95610 BCLL 0.0 Rep Stress Incr YES Reference (optional) roaugn ueslgn, mc., Iwenry-NlneW1. GA azzis 6.500 s Apr 2 2007 MiTek Industries, 104qed Jan 16 10:59:05 2008 Page 1 10-4-13k4 I I 10-4-12 Scale = 1:14.5 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the TC 0.57 Vert(LL) -0.04 3-4 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.10 3-4 >666 360 Citrus Heights, CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 3-4 >999 240 Weight: 17 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 5.11-11 oc purlins, except end verticals. BOT CHORD 2 x 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 4=288/0.5-8, 2=213/Mechanical, 3=76/Mechanical Max Horz 4=43(LC 3) Max Uplift 2=-1 3(LC 3) Max Grav 4=288(LC 1), 2=213(LC 1), 3=116(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-4=249/8,11-2=-60/40 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard uary 17,2008 ® WARHINO - Ver{fy design parameters and READ NOTES ON THIS AND D9CWDED 11DTER REFERENCE PADS AW -7473 BEFORE USM Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component.' Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■■i .iii■■■iii Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ror — fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply01 in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 827628080 DANFORTH A6 JACK 8 1 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 Job Reference o tionh 11-15 toaugn ueslgn, inc., twenty-nine raims, Wifrs 6.500 s Apr 2 2007 MI -Tek Ind sd ?j, Inc. Wed Jan 16 10:59:06 2008 Page 1 12,4 11 3-11-11 Scale= 1:11.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 3-4 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 12 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 3.11-11 oc purlins, except end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 4=188/0-5-8, 2=140/Mechanical, 3=48/Mechanical Max Horz 4=28(LC 3) Max Uplift2=-10(LC 3) Max Grav 4=188(LC 1), 2=140(LC 1), 3=76(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=161/4.1-2=39/27 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category ll, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - Ver(jy design Parameters and READ NOTES ON THIS AND nVaAMED WTSR REPERENCB PAGE AW -7473 BE. -ORB USB. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability shown Additional temporary bracing to instaduringf building construction b the ner - not truss s web members only. Ao la lateral support of Individual tIncorporationers and proper eb y is forthe MiT®k" responsibility erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ._ fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Citrus Hei Ma CA, 95610 Job TrussTruss Type Qty Ply 01 -0.00 TC 0.05 TCDL 20.0 Lumber Increase 1.15 Vert(TL) 827628081 DANFORTH A7 JACK 12 1 Code UBC97/ANSI95 n/a (Matrix) LUMBER 0.00 TOP CHORD 2 x 4 DF No.18Btr G Job keference (optional) Ebaugh Design, Inc., Twenty -Nine Palms, CA 92273 10-12 6.500 s .7J007 MiTek Industries, Inc. Wed Jan 1610:59:07 2008 Page 1 LOADING (psf) SPACING 2-0-0 (loc) CSI TCLL 20.0 Plates Increase 1.15 -0.00 TC 0.05 TCDL 20.0 Lumber Increase 1.15 Vert(TL) BC 0.03 BCLL 0.0 Rep Stress Incr YES 360 WB 0.00 BCDL 10.0 Code UBC97/ANSI95 n/a (Matrix) LUMBER 0.00 TOP CHORD 2 x 4 DF No.18Btr G >999 BOT CHORD 2 x 4 DF No.18Btr G 'WEBS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 4=91/0-5-8, 3=22/Mechanical, 2=69/Mechanical Max Hoa 4=13(LC 3) Max Uplift2=6(LC 3) Max Grav 4=91 (LC 1), 3=36(LC 2), 2=69(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-4=77/0,1-2=19/13 BOT CHORD 3-4=0/0 DEFL in (loc) Vdefl L/d Vert(LL) -0.00 4 >999 360 Vert(TL) -0.00 3-4 >999 360 Horz(TL) 0.00 2 n/a n/a Wind(LL) 0.00 4 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 6 Ib TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:8.8 18 A WARNWO - Vsry/ design parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE MD -7473 BEFORE USE. * Design valid for use only with Marek connectors. This design Is based only upon parameters shown, and is for an individual building component. s Applicability of design paramenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during a the the MiTek construction responsibllty of erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. - 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyT1O in (loc) Udefl Ud PLATES GRIP TCLL 20.0 R27628082 DANFORTH A8 JACK -0.00 3-4 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 ference o IIARai coaugn uesign, inc., Iwenry-wine raims, g A to W-12 1 b.WU s Apr Z ZUU7 MI i fl lylnes, Inc. We0 Jan 16 10:b9:01 Z006 Page 1 2x4—I I ' 3-4-8 i 3.4-8 Scale = 1:10.4 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15' TC 0.15 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 3-4-8 oc purlins, except end verticals. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 4=158/0.5-8, 2=118/Mechanical, 3=40/Mechanical Max Horz 4=23(LC 3) Max Uplift2=-9(LC 3) Max Grav 4=158(LC 1), 2=118(LC 1), 3=63(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=1135/3.1-2=-33/22 BOT CHORD 3.4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard January 17,2008 ® WARMNO - 4ert& desdgn parameters and READ NOTES ON TRIS AND L9CLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. a Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during is the the i•Y■■■ MiTek" construction respomibllty, of erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .v,. .,a..,,=... fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Into onavailable from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Lane.Su Carus Heights, C Job Truss Truss Type Qty Ply 1 (loc) Vdefl Ud TCLL 20.0 Plates Increase R27628083 Job DANFORTH A9-GRDR HIP 1 1 360 TCDL 20.0 Lumber Increase 1.15 BC 0.16 Vert(TL) Reference (optional) ....V'.....9... 1114., j`(Y jj 1-111 I M V"I0 1 M—M 3.00 12 3 b.auu s Apr Z evvt MI I eK Inaustrles, Inc. vvea Jan lli 1?ijv:ua 2uua Page 1 0.4-0 34-8 4x4 = - Scale n 1:14.2 10-4-12300 11 3x10 11-4-12 34-8 34-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 6 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 6 >999 240 4 d PLATES GRIP MT20 220/195 Weight: 29 Ib LUMBER BRACING TOP CHORD 2 x 4 OF No. 18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.18BtrG BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 x 4 OF Stud/Std G SLIDER Left 2 X 6 DF SS -G 1-10-0, Right 2 X 6 OF SS -G 1-10-0 REACTIONS (Ib/size) 1=475/0-5-8,5=475/0-5-8 Max Horz 1=20(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=806/0, 2-3=746/0, 3-4=-746/0, 4.5=-804/0 BOT CHORD 1-6--0/692.5-6--0/692 WEBS 3-6=0/352 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Girder carries hip end with 3-6-8 end setback. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 241 Ib down at 3-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(plf) Vert: 1-3=80,3-5=-80,1-5=-20 Concentrated Loads (lb) Vert: 6=241(F) oQ?,pF ESS/ON9 C-11 S T Nc Ftic CD Q iZn IJJ C OA43a T OF January 17,2008 ® WARNING • Vero design parameters and READ NOTES ON TRIS AND 1NCIATED WTER REPERZJ= PADS AM -7473 BEPORS USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during is the the MiTek` construction responsibillity of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .e. ...ra..a fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Crlteda, DSS -89 and BCSII Building Component Safety Inlormaaon available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 1 (loc) Vdefl Ud TCLL 20.0 Plates Increase R27628084 DANFORTH B1 COMMON 6 1 Job TCDL 20.0 Lumber Increase 1.15 BC 0.51 Vert(TL) Reference (optional) eoIffiVesign, mc., iwenry-Nine vaims, LA azZlo b.50U s Apr Z ZUUI Mitek Industries, Inc. Wed Jan 16 10:59:09 0.6. 71i I5age 1 5-9-8 1 11-3-8 17.0.8 23.1.0 2 59-8 5.8-0 59-0 6-0.8 Scale = 1:38.6 3.00 12 8x8 = 4 Bx8 II 10 9 8 6x8 II 30 = 30 = 30 = 7-9-8 788 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.11 8-10 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.30 8-10 >913 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 8-10 >999 240 LUMBER BRACING 108-12 V-1-0 7.9-8 PLATES GRIP MT20 220/195 Weight: 95 Ib TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Sheathed or 3-5-13 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G SLIDER Left 2 X 6 OF SS -G 2-11-10, Right 2 x 4 DF Stud/Std -G 3-0-14 REACTIONS (Ib/size) 1=115410-5-8,7=1154/0-5-8 Max Horz 1=44(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2641/0, 2-3=2550/0, 3-4=2386/0, 4-5=2519/0, 5-6=2722/0, 6-7=-2808/0 BOT CHORD 1-10=0/2418, 9-10=0/2016, 8-9=0/2016, 7-8=0/2597 WEBS 3-10=255/85, 4-10=0/452, 4-8=0/585, 5-8=-325/75 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard OQ?,OFESS/pN� S. Q Cr 0433 T. Ia January 17,2008 A WARMNG - oerjfy deOgn Parameters and READ NOTES ON TWS AND BVCLMFD WTER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during is the the MiT®k' construction responsibility of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, cigity control, storage, delivery, erection and bracing, consult ANSUfPII Gual ty-CrBeria, DSB-89 and BCSII Building Component Safety Informa80 available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 1D9 Citrus Heights, CA 95610 Job Truss Truss Type pry Pty in (loc) Udeft L/d TCLL 20.0 Plates Increase 827628085 DANFORTH B1 HIP MONO TRUSS 2 101 360 TCDL 20.0 Lumber Increase 1.15 BC 0.29 Vert(TL) Job Reference (optional) euautIUXyygn, ina, r wenry-roma raims, t,A ts" r s o.t= s Apr Z 20D/ MiTeK Industries, Inc. Wed Jan 15 10:59:09 21)08 P ge 1 3.10.3 7-4-13 I 11-3.0 3-10.3 3811 3-10.3 Scale = 1:18.9 3x4 II 4 5 10.4-12 3.10.3 u „ Jx4 — 3811 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udeft L/d TCLL 20.0 Plates Increase 7.15 TC 0.31 Vert(LL) -0.02 8-9 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 8-9 >999 240 3x6 1p -d-12 11-3-0 3.10.3 PLATES GRIP MT20 220/195 Weight: 55 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 5-7-11 oc purlins, except end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G *Except* 4-7 2 x 4 DF No.1 &Btr G SLIDER Left 2 X 6 OF SS -G 3-9-8 REACTIONS (Ib/size) 1=508/0-7-12, 7=1067/Mechanical Max Horz 1=90(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1564/0,2-3=130110, 3-4=-156/0,4-5=7/0. 4-7=-376/23 BOT CHORD 1-9=0/1487, 8-9=0/1487, 7-8=0/1263, 6.7=0/0 WEBS 2-9=0/117, 2-8=236/0, 3-8=0/335, 3-7=1296/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (plf) Vert: 1=0(F=40, 13=40) -to -4=221(F=70, B=70), 4=181(F=-70, 13=70) -to -5=185(1`=73, B=73), 1=0(F=10, B=10}to-6=56(F=18, 131=18) o4RpFESS/pN S C-DT/ G'F y ' W C OA33 T ,*\ Efi!);o-11-09• j*, 17,2008 A WARNING - Very deslpn paramedere and READ NOTES ON THIS AND D/CLUDED 6U7'SR REFERENCE PAGE BW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design B based only upon parameters shown. and is for an individual building component. A Applicability of design paromenters and proper incorporation of component b responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iYY■i MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatlon.quality, control, storage. delivery, erection and bracingg, consult ANSI/TPII Quality Cdteda, OSS -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrto Drive. Madison, WI 53719. - 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oy DEFL in (loc) Vdefl Ud TCLL 20.0 Pty 01 827628086 DANFORTH B2 HIP 1 1 360 TCDL 20.0 Lumber Increase 1.15 BC 0.66 Vert(TL) Job Reference (optional) to1'Wslgn, Ina, Iwenry-nine calms, LA vzztj 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 16 10:59: OOJ%8 Page 1 4-10-12 9.6.0 13-1-0 17-11-4 23.1-0 4-10-12 4-7-4 3.7-0 4-10.4 5.1-12 Scale =1:39.2 3.00 12 6x6 = 4 5x8 = 5 6x10 II 11 10 9 8x8 II 3x10 = 4x6 = 3x4 = 980 3.7.0 I G." LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.17 8-9 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.41 8-9 >683 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 9-11 >999 240 LUMBER BRACING 10.6.12 PLATES GRIP MT20 220/195 Weight: 99 Ib TOP CHORD 2 x 4 OF No. 18Btr G TOP CHORD Sheathed or 3-7-4 oc purlins. BOT CHORD 2 x 4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G SLIDER Left 2 X 6 DF SS -G 2-5-8, Right 2 x 4 DF Stud/Std -G 2-6-10 REACTIONS (Ib/size) 1=1154/0-5-8,8=1154/0-5-8 Max Horz 1=38(1-C 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2565/0, 2-3=-2486/0, 3-4=2332/0, 4-5=2245/0, 5-6=2374/0, 6-7=-2680/0, 7-8=2753/0 BOT CHORD 1-11=0/2348, 10.11=0/2283, 9-10=0/2283, 8-9=0/2550 WEBS 3-11=178/99, 4-11=0/256, 5-11=-198/111; 5-9=0/302, 6-9=-337/84 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 18 ® WARNM - Ver(/l, design Parameters and READ NOTES ON THIS AND A'MMED h TEK RBFERSNCE PADS MU -7473 BBPORS USB. Design valid for use only wBh Mitek connectors. This design Is based only upon parameters shown, and 8 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the the MiTek° responsiblly of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotno Drive, Madison, WI 53719. 7/77 Greenback Lane, Suite 109 Cerus Heights, CA, 95610 Job Truss Truss Type Qty Ply 01 (loc) Vdefl L/dPLATES GRIP TCLL 20.0 R27628087 DANFORTH B3-GRDR HIP 1 Z Job Reference (optional) r=uukgnuvbign, mc., rwenry-Nine raim5, Urs tr"ia a.SUU s Apr 2 2UU1 MI I eK Industries, Inc. Wed Jan 16 10:59:11&011 Page 1 3-10.12 7.6-0 11-3-8 151.0 18.11.4 23.1-0 —1 3.10-12 3-7-4 3-9.8 3-9.8 3-10-4 4-1-12 Scale = 1:38.9 3.00 12 5x8 = 4 2.4 I I 5x8 = 5 a 6x8 = . 14 13 12 11 10 9 8x10 II 2x4 II 3x4 = 4x8 = 3x10 = 3x4 = 2x4 I I 10.6-12 10.6.12 3.10-12 I 7--0 11-3-8 151- i 18.11.4 23.1-0 3-10-12 3-7.4 3-9-8 3-9-8 3-10-4 4-1-12 LOADING (psf) SPACING 2-0-0 CSI in (loc) Vdefl L/dPLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.61 )-0.12 11 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.51 LDEFL )-0.30 11 >936 360 BCLL 0.0 Rep Stress Incr NO WB 0.36)0.06 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) L) 0.09 11 >999 240 Weight: 237 lb LUMBER TOP CHORD 2 x 4 DF No.1&Btr G BOT CHORD 2 X 6 DF SS G WEBS 2 x 4 DF Stud/Std G WEDGE Right: 2 x 4 DF Stud/Std SLIDER Left 2 x 4 DF Stud/Std -G 1-11-9 REACTIONS (Ib/size) 1=2536/0-5-8, 8=2494/0-5-8 Max Horz 1=31(LC 5) BRACING TOP CHORD Sheathed or 4-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=5878/0, 2-3=5836/0, 3-4=7130/0, 4-5=7632/0, 5-6=7632/0, 6-7=7323/0, 7-8=6833/0 BOT CHORD 1-14=0/5518,13-14=0/5518,12-13=016958,11-12=0/6958, 1D-11=017139, 9-10=0/6406, 8-9=0/6406 WEBS 314=-446/0, 3-13=0/1626, 4-13=0/645, 4-11=0/912, 5-11=709/56, 6-11=0/708, 6-10=0/910, 7-10=0/914, 7-9=-75/35 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead , load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Girder carries hip end with 8-0-0 right side setback, 7-6-0 left side setback, and 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 867 Ib down at 15-1-0, and 813 Ib down at 7-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 OQRpFESS/ONS S. Tjyc Fy C7 LU C 09 43-3 M 1MW K0%6 12 OF January 17,2008 ® WARNING - 9'er(fy design parmmetrrn and READ NOTES ON THIS AND INCLUDED 11DT'EE REFERENCE PADS AW -7473 BEFORE USE. Design valid for use only with Mflek connectors. This design's based only upon parameters shown, and is for an individual buffing component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibllty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _MiT®k` .a fabrication. quality control, storage. delivery, erection and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job TrussTruss Type pry Ply, 0 1 Applicability of design paramenters and proper incorporation of component is responsibilty, of building designer- not truss designer. Bradng shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 827628087 DANFORTH 83-GRDR HIP 1 n L 7777 Greenback Lane, Suite 109 Cerus Heights, CA 95610 Job Reference (optional) cuduv" unamyn. era, rwdnty-ni"m'dmms, VH Vz4fa LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-4=80, 4-6=191(F=l11), 6-8=-80, 1-13=20, 10-13=48(1`=28), 8-10=20 Concentrated Loads (lb) Vert: 13=813(F) 10=867(F) 13.50U 5 Apr 2;=t MI IeK Industries, Inc. Wed Jan 16 10:59:11 2008 Page 2 ® WARNING - Ver(N design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AW -7473 H&PORS USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibilty, of building designer- not truss designer. Bradng shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WOW erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. For general guidance regarding .o.re,o.:..o.,. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive; Madison, WI 53719. 7777 Greenback Lane, Suite 109 Cerus Heights, CA 95610 Job Truss Truss Type Oty Ply 1 Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 R27628088 Job DANFORTH B4 MONO TRUSS 5 1 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.37 Reference (optional) CDaugn uesign, inc. lw? try -Nine vatms, GA aexrj 5.500 s Apr 2 2007 MITek Industries, Inc. Wed JW110:59:12 2008 Page 1 12-10-0 10.4-18 8 i i 2x40*+12 M Scale: 3/4"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.19 1-5 >514 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.37 1-5 >257 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 301b LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &BtrG TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF N0.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G SLIDER Left 2 x 4 DF Stud/Std -G 3-1-10 REACTIONS (Ib/size) 1=397/0-5-8, 4=34/Mechanical, 5=430/Mechanical Max Horz 1=73(LC 3) Max Uplift4=34(1-C 1) Max Grav 1=397(LC 1), 4=6(LC 3), 5=430(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=412/0,2-3=344/11. 3-4=-45/0 BOT CHORD 1-5=30/334 WEBS 3-5=485/44 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQRpFESS/pN S. %jNC Fyc GO C 0# 433 T *\ E)V.311-09• j*, 17,2008 ® WARNING - Ver( design parameten and READ NOTES ON THIS AND TNCWDSD AIITBE REPERENCB PAGE AM -7473 BEPOAS USE. Design valid for use only with AN7ek connectors. This design is based only upon parameters shown. and is for on individual building component. ° Applicability of design paramenters and proper Incorporation of component is responsibility of bulking designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during is the the k* construction responsibilliy of erector. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,wo..,o .a..o... fabrication, quality control storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53119. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Ory Ply 0 1 -0.04 TC 0.59 TCDL 20.0 Lumber Increase 1.15 Vert(TL) 827628089 DANFORTH 85 JACK 4 1L Code UBC97/ANSI95 Na (Matrix) LUMBER 0.03 TOP CHORD 2 x 4 DF No.1 &Btr G Reference (optional) roaugn ueslgn, Inc., Iwenry-IVlr1V,8IMS, GA arlrs 6.500 s Apr 2 2007 MiTek Industries, Inc. Mien 1610:59:12 2008 Page 1 IL-YIJ 10.4-125x8 I I 10.4-11 LOADING (psf) SPACING 2-0-0 floc) CSI TCLL 20.0 Plates Increase 1.15 -0.04 TC 0.59 TCDL 20.0 Lumber Increase 1.15 Vert(TL) BC 0.25 BCLL 0.0 Rep Stress Incr YES 360 WB 0.00 BCDL 10.0 Code UBC97/ANSI95 Na (Matrix) LUMBER 0.03 TOP CHORD 2 x 4 DF No.1 &Btr G >999 BOT CHORD 2 x 4 DF No.1 &Btr G WEBS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 4=288/0-5-8, 2=212/Mechanical, 3=77/Mechanical Max Horz 4=43(LC 3) Max Uplift2=12(1-C 3) Max Grav4=288(LC 1), 2=212(LC 1), 3=116(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-4=250/9,11-2=61140 BOT CHORD 3-4=0/0 DEFL in floc) Vdefl Ud Vert(LL) -0.04 3-4 >999 360 Vert(TL) -0.10 3-4 >666 360 Horz(TL) 0.04 2 Na n/a Wind(LL) 0.03 3-4 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 17 Ib TOP CHORD Sheathed or 5-11-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf boftom chord dead load, in the exterior(2) zone roof zone on an,occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.7 oQ?,OFESS/pN S Uj T Hc ti 0'46433 T * AX -WTI -09 l,>, nuary 17,2008 A WARNJNG - irert/y design Parameters and READ NOTES ON TWS AND INCLUDED 11BTER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibOfity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o..r.,o fabrkati; quality control, storage. delivery, erection and bracing, consult ANS17TPII Quality Criteria, DSB-89 and SCSII Building Componentavailable,7777 Greenback Lane, Suite 109 Safety Intormatlon available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Pty Plates Increase 1.15 -0.01 TC 0.23 TCDL 20.0 Lumber Increase 1.15 Vert(TL) 827628090 Fjob DANFORTH 66 JACK 4 1 Code UBC97/ANSI95 n/a (Matrix) LUMBER 0.00 TOP CHORD 2 x 4 OF No.1 &BV G eference (optional)11-8-15 toaugn uesign, Inc., Twenty-Ntne PaIWCz 92273 1 6.500 s Apr 2 2007 MTek Industriig,, 199. Wed Jan 1610:59:13 2008 Page 1 LOADING (psi) SPACING 2-0-0 (loc) CSI TCLL 20.0 Plates Increase 1.15 -0.01 TC 0.23 TCDL 20.0 Lumber Increase 1.15 Vert(TL) BC 0.11 BCLL 0.0 Rep Stress Incr YES 360 WB 0.00 BCDL 10.0 Code UBC97/ANSI95 n/a (Matrix) LUMBER 0.00 TOP CHORD 2 x 4 OF No.1 &BV G >999 BOT CHORD 2 x 4 OF No.1&BV G WEBS 2 x 4 OF Stud/Std G REACTIONS (Ib/size) 4=188/0-5-8, 2=139/Mechanical, 3=49/Mechanical Max Horz 4=28(LC 3) Max Uplift2=9(LC 3) Max Grav 4=188(LC 1), 2=139(LC 1), 3=76(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=162/5,1-2=39/26 BOT CHORD 3-4=0/0 DEFL in (loc) Udefl Ud Vert(LL) -0.01 3-4 >999 360 Vert(TL) -0.02 3-4 >999 360 Horz(TL) 0.01 2 n/a n/a Wind(LL) 0.00 3-4 >999 240 BRACING PLATES GRIP MT20 2201195 Weight: 11 Ib TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale = 1:10.3 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �OQRpFESS/pNq` ��-��R S. T/NG,F�y� c LU C O 33 T. 409 January 17,2008 ® WARNING - Ver(fL design Parameters and READ NOTES ON THIS AND TNCLODED WTSR REFERENCE PAGE AM --7473 BEPORS OSE. Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and is for an individual building component. �a Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during is the the MiTek° construction responsibllity of erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 ClIms Heights, CA, 95610 Job Truss Truss Type pry Ply 01 -0.00 TC 0.05 TCDL 20.0 Lumber Increase 1.15 Vert(TL) R27628091 DANFORTH 87 JACK 4 1 11-3.15 n/a (Matrix) LUMBER 0.00 TOP CHORD 2 x 4 DF No.1&Btr G Job Reference (optional) Ebaugh Design, Inc., Twenty -Nine Palms, CA 92273 10.4-12 6.500 s Apr M2087 MTek Industries, Inc. Wed Jan 1610:59:14 2008 Page 1 bis 11 11 1-11-1 LOADING (psf) SPACING 2-0-0 (loc) CSI TCLL 20.0 Plates Increase 1.15 -0.00 TC 0.05 TCDL 20.0 Lumber Increase 1.15 Vert(TL) BC 0.03 BCLL 0.0 Rep Stress Incr YES 360 WB 0.00 BCDL 10.0 Code UBC97/ANSI95 n/a (Matrix) LUMBER 0.00 TOP CHORD 2 x 4 DF No.1&Btr G >999 BOT CHORD 2 x 4 DF No.18Btr G WEBS 2 x 4 OF Stud/Std G REACTIONS (Ib/size) 4=91/0-5-8, 3=23/Mechanical, 2=68/Mechanical Max Horz 4=13(LC 3) Max UpIM2=6(1_C 3) Max Gram 4=91(LC 1), 3=36(LC 2), 2=68(LC 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 14=77/1,1-2=19/13 BOT CHORD 3-4=0/0 DEFL in (loc) I/defl Ud Vert(LL) -0.00 4 >999 360 Vert(TL) -0.00 3-4 >999 360 Horz(TL) 0.00 2 n/a rite Wind(LL) 0.00 4 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 6 Ib TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale: 1.5"=1' A WARNIM - VerUV design parameters and BEAD NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design b based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of indMdual web members only. Additional temporary bracing to Insure stability during construction is the responslbllty of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,. fabrication, quality control storage, delivery. erection and bracingg. consult ANSI/7PIl Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrta Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty]P Job DEFL in (loc) Udeft L/d TCLL 20.0 Plates Increase R27628092 DANFORTH C1-GRDR HIP 1ference >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.30 Vert(TL) (optional) toauR&?jlgn, Inc., Iwenry-nine vaims, L;A arlrs 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:59:14 20081M?21 _ 3-5-12 3.7-4 7-1-0 I 3-5-12 0-1-8 3-5-12 Scale= 1:11.7 40 = 3.00 12 e ch d 12-0-12 3x4 ZL- 12-0-12 I 3-5.12 174 7-1-0 35.12 0-1.8 3.5-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udeft L/d TCLL 20.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.02 4 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.05 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 4 >999 240 LUMBER TOP CHORD 2 x 4 DF No.1&BtrG BOT CHORD 2 x 4 DF No.t&Btr G WEBS 2 x 4 OF Stud/Std G REACTIONS (Ib/size) 1=572/0.5-8, 3=572/0-5-8 Max Harz 1=12(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1151111/0,2-3=-11511 1/0 BOT CHORD 1-4/1430, 3-4=0/1430 WEBS 2-4=0/525 PLATES GRIP MT20 220/195 Weight: 21 Ib BRACING TOP CHORD Sheathed or 5-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Girder carries hip end with 3-6-8 end setback. 6) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 482 Ib down at 3-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=80, 2-3=80, 1-3=20 Concentrated Loads (lb) Vert: 4=-482(F) oQ pFESS/pN `' ` ' R Q Uj CW6433 T ©w'Xlg 17, 2008 A WARNDYO - 9'ert& design parameters and READ NOTES ON THIS AND HiCWDSD ADTEE REFERENCE PAGE AW 7473 BF -PORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. ® Applicability, of design paromenters and proper Incorporation of component is responslbPty of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during is the •• YYi MiTek` construction responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Le R• ... fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and IICSII Building Component Safety Information available from Truss Plate Institute, 583 D'Ono go Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Hel Ms CA 95610 Job SPACING Truss Type Qty Ply 01827628093 (loc) Clll` Ud TCLL 20.0 Plates Increase 1.15 DANFORTH JACK 4 1 12-11-2 TCDL 20.0 Lumber Increase 1.15 BC 0.11 Vert(TL) Job Reference (optional) CD 9.9lleslgn, inc., IWenry-Nine calms, UA W11r:1 5.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 16 10:59:15 20081NOW 141-7 3.1-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.01 1-3 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 1-3 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n1a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wtnd(LL) 0.00 1 — 240 PLATES GRIP MT20 220/195 Weight: 13 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Sheathed or 4-10-5 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=93/0-5-8, 2=148/Mechanical, 3=37/Mechanical Max Horz 1=15(LC 3) Max Uplift2=-8(LC 3) Max Grav 1=93(LC 1), 2=148(LC 1), 3=74(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=15/20 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (plf) Vert: 1=-0(F=40, B=40) -to -2=-97(F=9, B=9), 1=-O(F=10, B=10) -to -3=-24(F=2, B=2) o9 pFESS/ON9 S CD C 0A433 T ®W~IOV- i ' Wv OF January 17,2008 ® WARNING - Veft design parameters and READ NOTES ON TNIS AND R9CLUDEDWTER REFERENCE PAGE AW -7473 BEFORE USE. ° Design valid for use only with MTek connectors. This design 's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown / e Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllity, of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --------- fabrication. quality control, storage. delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty PtyT1JOb in floc) ydefl Lid PLATES GRIP TCLL 20.0 827628094 DANFORTH C2 JACK 2 1-3 12.11-1ference 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 (optional) caaugn uesign, inc., iwenryfPZ?2?aims, GA `JZL/J 6.500 s Apr 2 2007 MiTek Industries, Inc. VMJi1 16 10:59:15 2008 Page 1 Scale = 1:7.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) ydefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.00 1-3 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 1-3 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 —" 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 3-5-12 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=159/0-5-8, 2=128/Mechanical, 3=32/Mechanical Max Harz 1=26(LC 3) Max Uplift2=9(1-C 3) Max Grav 1=159(LC 1), 2=128(LC 1), 3=64(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=27/27 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psi bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQRpFESS/pNgl S. T/NC ccyc cC W C 0043a T. I, *\ „ji? '31.09 /*, January 17,2008 ® WARMO - 9'er(/y deafgn parameters and READ NOTES ON THIS AND D7CUMED MITER REFERENCE PADS JIW 7473 HEFORS USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. ' Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllty, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quoliy control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component ' Safety Information available from Truss Plate Institute. 583 D'Ono go Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Cerus Hel Ma CA, 95610 Job Truss Truss Type Oty Ply 01 (loc) I/defl Ud PLATES GRIP TCLL 20.0 72-6-9 827626095 DANFORTH C3 JACK 8 1 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) tDaugn uesign, Inc., I Wenty-Nine Palms, GA y E Inc. Wed Jan 1610:59:16 2008 Page 1 Scale = 1:6.0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 — 240 Weight: 6lb LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 x 4 OF N0.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 1=96/0-5-8, 3=19/Mechanical, 2=77/Mechanical Max Horz 1=15(LC 3) Max Uplift2=-6(LC 3) Max Grav 1=96(LC 1), 3=38(LC 2), 2=77(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=16/16 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQ?,pFESS/pNq LIC S. Q CD C 04, 33 January 17,2008 ® WARNING - Ver(ftf dealgn yarnntetm and READ NOTES ON THIS AND INCLUDED WT&R REFERENCE PAGE SW 7473 BEFORE USE Design valid for use only with M(Tek connectors. This design's based only upon parameters shown, and Is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during is the the construction responsib9fity of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ek' ro.r,.,e. ..=... fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPil Quality CrIferfa, DS8-89 and BCSII Building Component Safety Informalb available from Truss Plate Institute, 583 D'Onofrro Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Carus Heights, CA 95610 Job Truss Truss Type QtyPtyTJob DEFL in floc) Weill Ud PLATES GRIP TCLL 20.0 R27628096 DANFORTH D1-GRDR HIP 2 eference o tional co nlyesign, ma, i wanry-rvme raims, LA v"t a b.b00 s Apr Z 2007 MTek Industries, Inc. Wed Jan 15 10:59:1 Z f Page 1 4-1-12 9.0.0 12.641 17.0-0 20.10.4 25.0.0 4-1.12 3-10.4 4-6.0 4." 3.10.4 4-1-12 Scale = 1:42.3 3.00 12 5x8 = 3 2x4 11 5x8 = 4 5 8x8 = 13 12 11 10 9 8 8x8 = .20 11 3x4 = 8x8 = 300 = 3x4 = 2x4 11 10.4-12 10-4-12 4-1-12 M-0 12-0-0 - 17-0-0 20.10-4 25-0.0 i 4-1-12 3-104 4.6-0 4-6-0 3.10-4 4-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Weill Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.17 10 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.42 10 >703 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.07 . 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.13 10 >999 240 Weight: 243 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Sheathed or 4-4-3 oc purlins. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 x 4 OF Stud/Std G REACTIONS (Ib/size) 1=271310-5--8,7=2713/0-5-8 Max Harz 1=28(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=7835/0, 2-3=8510/0, 3-4=9243/0, 4-5=9243/0, 5-6=8510/0, 6-7=7835/0 BOT CHORD 1-13=0/7405, 12-13=0!7405, 11-12=0/8305, 10-11=0/8305, 9-10=0/8305, 8-9=0/7405, 7-8=0/7405 WEBS 2-13=1160/24,2-112=0/11080, 3-12=0/964, 3-110=0/111179.4-10=884162, 5-10=0/1179, 5-9=0/964, 6-9=0/1080, 6-8=160/23 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0.7-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except H noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.0 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Girder carries hip end with 8-0.0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 867 Ib down at 17-0-0, and 867 Ib down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=80, 3-5=191(F=111), 5-7=80, 1-12=20, 9-12=48(F=28), 7-9=20 Continued on page 2 oQRpFESS/pNI STjNC .Fy G IX CW6433 T. ©_;A:Y b Qi '' MN ld 1 0 P4. N nuary 17,2008 A WAPBOO - Vert& design parameters and READ NOTES ON TWS AND RVCWDED BUTTER REFERENCE PAGE AM -7473 BEFORE USS. Design valid for use only with Mitek connectors. This design Is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilfity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o..w•s+o ,4,,,0,,,,. fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component Safety Infonnaf10 available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 0 1 Applkability of design paramenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure during is the the - .YYYiii MiT®k` stability construction responsibility of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding R27628096 DANFORTH D1-GRDR HIP 2 2 Job Reference (optional) toaugn uesign, Inc., I Weny-Nine Palms, UA 9ZZ73 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=867(F) 9=867(F) 6.500 s Apr 2 2007 MiTek Industries, Inc. Wed Jan 16 10:59:17 2008 Page 2 ® WARNING - Ver Uy; deafgn Parameters and READ NOTES ON THIS AND DYCLUDED AI TER REFERENCE PAGE MU 7473 DRPORE USE. Design vaild for use only with MITek connectors. This design is based only upon parameters shown. and Is for an individual building component. ' Applkability of design paramenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure during is the the - .YYYiii MiT®k` stability construction responsibility of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rorrw,e r:..n..a- fabrication, quality control storage, delivery. erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Imtitute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 1827628097 (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase DANFORTH D1 -HIP MONO TRUSS 4 1Jab >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 Reference (optional) toauggX?jlgn, Ina, Twenty -Nine valms, uA all r3 5.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 16 10:59:18 2011 yge 1 3-10-3 I 7.4-13 11-3-0 I, 3.10.3 3.6.11 3-10-3 Scale = 1:18.9 3x4 II 5 6 cnv „ sxo — 3x6 = 10.4-12 10.4-12 3.10-3 74-13 11-3-0 3.10.3 3-6-11 3.10-3 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.04 9-10 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 9-10 >999 240 Weight: 48 lb LUMBER ' TOP CHORD 2 x 4 DF No.1&Btr G BOT CHORD 2 x 4 DF No.18Btr G WEBS 2 x 4 DF Stud/Std G *Except* 5-8 2 x 4 OF No.18Btr G SLIDER Left 2 x 4 OF Stud/Std -G 1-10-9 REACTIONS (Ib/size) 1=508/0-7-12, 8=1067/Mechanical Max Horz 1=85(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1689/0,2-3=11676/0, 3.4=1439/0, 4-5=165/0'5-6=710.5-8=371124 BOT CHORD 1-10=0/1626, 9-10=0/1626, 8-9=011403,7-8=0/0 WEBS 3-10=0/89, 3-9=232/0,4-9=0/336, 4-8=1418/0 BRACING TOP CHORD Sheathed or 4-11-7 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1G -G-0 cc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft aboveground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FESS/ON 1) bee In(pla se=1.15, Plate Increase=1.15 pRo Trapezoidal S Rg r Vert: 1=0(F=40, 13=40) -to -5=221(F=-70, B= -70),5=181(F=-70, 8=70)to-6=185(F=-73, 8=73), 1=0(F=10, B=10) -to -7=56(F=18, B=18) Q L. W C 04033 T. January 17,2008 ® WARNING - Vert/y design parcmerers and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AW 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component's responsibility of building designer - not truss designer. Bracing shown ■■■ •YYY■■■ Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ror w.r,.r.ro.r fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Gualfy Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 01 floc) Vdefl Ud TCLL 20.0 827628098 DANFORTH D2 HIP 2 1 >999 360 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) Lbiu1 UBSIgn, Inc., Iwenty-Nine Palms, GA 92273 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:59:18a8t2Page 1 5-1-12 10.0-0 15.0-0 19.10.4 25-0-0 5-1-12 4-10.4 5-0-0 4-10-4 5-1-12 Scale = 1:41.8 3.00 F12 5x8 = 4 8x8 = 5 5x8 = 13 12 11 10 9 5x8 = 2x4 II 4x6 = 3x4 = 3x10 = 2x4 II 104-12 10-0-12 5-1-12 10--0-0 I 15-0-0 19-10-4 25-0-0 5-1-12 4-10.4 5-0-0 4-10.4 5-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.13 11 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.33 11-13 >902 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.09 11 >999 240 PLATES GRIP MT20 220/195 Weight: 106 Ib LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Sheathed or 3-5.1 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G SLIDER Left 2 x 4 OF Stud/Std -G 2-6-15, Right 2 x 4 OF Stud/Std -G 2-6-15 REACTIONS (Ib/size) 1=1250/0-5-8,8=1250/0-5-8 Max Horz 1=36(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3373/0, 2-3=3305/0, 3-4=2850/0, 4-5=2752/0, 5-6=2851/0, 6-7=3305/0, 7-8=3373/0 BOT CHORD 1-13=0/3164, 12-13=0/3164, 11-12=0/3164, 10-11=0/2751, 9-10=0/3164, 8-9=0/3164 WEBS 3-13=0/165, 3-11=-486/18, 4-11=0/317, 4-10=181/182, 5-10=0/317, 6-10=-485/19, 6-9=0/165 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard OQRpFESS/p A S. Tj C FyG, CDCID C DA33 T i *\ E)V.,1-11-09- /* 17,2008 ® WARNING - Fer(/hj design pamm tf and READ NOTES ON TIDS AND BVCLUDED WTEE REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controt, storage, delivery. erection and brocing, consult ANSI/TPII Quality Criteria, DSII -89 and BCSII Building Component go Safety Information available from Truss Plate Institute. 583 D'Ono Drtve. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Chrus Heights, CA 95610 Job Truss Truss Type pry Ply 01 (loc) Vdefl Ud TCLL 20.0 827628099 DANFORTH D3 HIP 2 1 >999 360 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) rgW.9yesign, inc., twenty -Nine ralms, t A az[is 6.500 s Apr 2 2001 Wait Industries, Inc. Wed Jan 15 10:59:19 a812Page 1 6-1.12 I 12-0-0 F13-0-0 18-10.4 25.7.0 6-1.12 5-10-0 1.0.0 5-10.4 6.1-12 ' Scale = 1:41.8 3.00 12 64 =4x1O = 4 5 5x8 = 13 12 11 10 9 5x8 = 2x4 II 4x6 = 3x10 = 2x4 II 3x4 = 10-4-12 10.4-12 i 6.1-12 I 12-0-0 13-0.0 18.10-4 I 25-0-0 6-1-12 5-10-4 1.0.0 5.10.4 6.1.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.13 9-10 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.35 9-10 >863 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0811-13 >999 240 PLATES GRIP MT20 220/195 Weight: 110 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &BV G TOP CHORD Sheathed or 3-5.2 oc purlins. BOT CHORD 2 x 4 DF No.1 &BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G SLIDER Left 2 x 4 DF Stud/Std -G 3-1-2, Right 2 x 4 DF Stud/Std -G 3-1-2 REACTIONS (Ib/size) 1=1250/0-5-8,8=1250/0-5-8 Max Harz 1=42(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3367/0, 2-3=3306/0, 3-4=2565/0, 4-5=2453/0, 5-6=-2559/0, 6-7=3308/0, 7-8=3370/0 BOT CHORD 1-13=0/3174, 12-13=0/3174, 11-12=0/3174, 10-11=0/2446, 9-10=0/3177, 8-9=0/3177 WEBS 3-13=0/217, 3-11=-829/0, 4-11=0/406, 5-11=194/237, 5-10=0/308, 6-10=836/0, 6-9=0/220 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard oQROFESS/G, Cl)Q` P ER S T Nc Fti CD IX C 0464 "1 a 17,2008 A WARNING - Fert& design Parameten and READ NOTES ON T7DS AND RVCLUDED WTEE REFERENCE PAGE AW -7473 BEFORE USB. Design valid for use only with Mtfek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrkation, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. 777.7 Greenback Lane, Suite 108 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 01 Udefl Lld PLATES GRIP TCLL 20.0 Plates Increase 1.15 R27628100 DANFORTH D4 MONO TRUSS 12 1 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.37 Job Reference (optional) toaugn ueslgn,flat1wenry-nine i -aims, LA aze/s 6.au0 s Apr 2 200/ MI IeK Industries, Inc. Wed Jan 16ta0111:20 2008 Page 1 10.4-12 2x401-12 a-" Scale = 1:15.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lld PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.19 1-5 >514 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.37 1-5 >257 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 6.0.0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G SLIDER Left 2 x 4 DF Stud/Std -G 3-1-2 REACTIONS (Ib/size) 1=397/0-5-8, 4=36/Mechanical, 5=433/Mechanical Max Horz 1=68(LC 3) Max Uplift4=-36(LC 1) Max Grav 1=397(LC 1), 4=5(LC 3), 5=433(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=438/0, 2-3=377112, 3-4=-46/0 BOT CHORD 1-5=30/369 WEBS 3-5=511/42 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQROFESS/pN9 S. ;J CO CD LU C 04&33 M 1MW'*:v' "' January 17,2008 ® WARIVEIM - Ver(N design parwn sbm; and READ NOTES ON TWS AND DVCWDED AfHRK REFERENCE PAGE AW-T47319SPORE USE Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction B the responsibllity, the MiTek" of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 103—,o ....n.,. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Informa8on available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type City Ptyo 1 (loc) Vdefl Lid TCLL 20.0 Plates Increase 827628101 DANFORTH D5 JACK 8 1 360 TCD 20.0 Lumber Increase 1.15 BC 0.26 Vert(TL) Job Reference (optional) 12.1.15 roaugn uesign, Inc. tOXTPry-Nine raims, t1A sazers b.b00 s Apr Z 2007 MI Iek industries, Inc. Wed Jan 16 10:59:20 2008 Page 1 5-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid TCLL 20.0 Plates Increase 1.15 TC 0.58 Vert(LL) ;0:06 1-4 >999 360 TCD 20.0 Lumber Increase 1.15 BC 0.26 Vert(TL) 0.11 1-4 >623 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.02 3 Na n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 — 240 PLATES GRIP MT20 220/195 Weight: 21 Ib LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Sheathed or 5-11-11 oc purtins. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 x 4 OF Stud/Std -G 3-1-0 REACTIONS (Ib/size) 1=296/0-5-8, 3=236/Mechanical, 4=59/Mechanical Max Horz 1=53(LC 3) Max Uplift3=-19(LC 3) Max Grav 1=296(LC 1), 3=236(LC 1), 4=118(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=63/0, 2-3=23/46 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale= 1:11.9 O9?,OFESS/S. p ,ql Q C 04kA3 T. 17,2008 ® WARM M - Venth design parameters and READ NOTES ON TWS AND INCLUDED MTEE RBPERENCE PACS 81x-7473 BEFORE OSE. ' Design valid for use only with miTek connectors. This design is based only upon parameters shown. and Is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the the MiT®kr respomibillity of erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. For general guidance regarding ro.rw+o R•ro..a fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Ory Pty 01 (loc) I/defl Ud TCLL 20.0 Plates Increase R27628102 DANFORTH D6 JACK 8 1 360 TCDL 20.0 Lumber Increase 1.15 BC 0.12 Vert(TL) Job Reference optional) 11-7-15 toaugn uesign, lna, iwenly-NlneiPalrrl5, GA 92273 6.500 s Apr 2 2007 MTek Industries, Ir VV Jan 1610:59:21 2008 Page 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.01 1-4 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 1-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 .... 240 PLATES GRIP MT20 220/195 Weight: 14 Ib LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 x 4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 x 4 OF Stud/Std -G 2-0-10 REACTIONS (Ib/size) 1=196/0-5-8, 3=156/Mechanical, 4=39/Mechanical Max Horz 1=38(LC 3) Max Upltf:3=13(1-C 3) Max Grav 1=196(LC 1), 3=156(LC 1), 4=78(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=48/0,2-3=16130 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:9.8 ® WARMNG - Vert& design pammeren and READ NOTES ON TINS AND dNCLUDED AUTES REFERENCE PAGE AW 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilOty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek° fabrication, qualify control storage, delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrro Drive, Madison, WI 53719. 7777 Greenback Lane. Sutte 109 Carus Heights, CA, 95610 Job Truss Truss TypeQry CSI Ply 1DANFORTH (loc) I/defl L/d TCLL 20.0 Plates Increase 1.15 TC 0.05 D7 JACK 811Job >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.03 Vert(TL) Reference o tional toaugn Ueslgn, Inc., I wenry-Nine raims, UA VZV J 10-4-12 5.500 s Apr 2 2Y47 nTek Industries, Inc. Wed Jan 1610:59:22 2008 Page 1 1. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 — 240 PLATES GRIP MT20 220/195 Weight: 7 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 x 4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 x 4 DF Stud/Std -G 1-5-5 REACTIONS (Ib/size) 1=98/0-5-8,4=20/Mechanical, 3=78/Mechanical Max Horz 1=24(LC 3) Max Uplift3=-8(LC 3) Max Grav 1=98(LC 1), 4=39(LC 2), 3=78(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=27/0, 2-3=6/15 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:7.3 oQ,p,OF ESS/pNgl S.LU Tjic F y C 6433 T * - •09 17,2008 ® WARNWO - Very/ll dealgn Fa rnetars and READ NOTES ON TIUS AND INCLUDED MrTER REFERENCE PAGE MU -7473 DEPORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for an Individual building component. Applk:abillty, of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillIty, of the MiTek" erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrro Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heicitits, CA 95610 Job Truss Truss Type Qty Ply in (loc) Vdefl Ud TCLL 20.0 Plates Increase 827628104 F DANFORTH E1-GRDR HIP 1 1eference 360 TCDL 20.0 Lumber Increase 1.15 BC 0.31 Vert(TL) o tional Caaugn 73-0-72, Inc., I Wenry-ntne i'alms, UA WZZ/J 4-7-4 0.1.8 4x4 = 3.00 12 3 6.500 s Apr 2 2007 MiTek Industries, Inc. Wed Jan 1610:59:22 2?%F?ge 1 4-0-12 Scale = 1:15.1 130-128x8 11 8x6 lli 0 12 4-74 0-1-8 4-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.02 7 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.06 7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 7 >999 240 PLATES GRIP MT20 220/195 Weight: 42 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &BtrG TOP CHORD Sheathed or 3-10-0 oc purlins. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G WEDGE Left: 2 x 4 OF Stud/Std SLIDER Right 2 x 4 OF Stud/Std -G 1-6-10 REACTIONS (Ib/size) 1=1106/0-5-8,6=1194/0-5-8 Max Harz 1=20(LC 6) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=2562/0, 2-3=-2610/0, 3-4=2594/0, 4-5=2185/0, 5-6=2279/0 BOT CHORD 1-7=0/2360, 6-7=0/2003 WEBS 3-7/1035, 2-7=0/300, 4-7=0/663 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1420 Ib down at 4-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=80, 3-6=-80, 1-6=20 Concentrated Loads (lb) Vert: 7=1420(F) oQ,p,OFESSj A, CID S T7Nc ` ti CO Q M LLi C 0a43a M 1MW January 17,2008 A WARNDYO - Verb design pa ureters and READ NOTES ON TNfS AND ArCLUDED WTER REFERENCE PADS AM -7473 DEPORE USE. Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paromenters and proper Incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding _MiTek" .o fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, col 53719. 7777 Greenback Lane, Suite 109 Cltrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply in (loc) Vdefl Ud TCLL 20.0 Plates Increase R27628105 DANFORTH E1 -HIP JACK 4 1Jo,b 360 TCDL 20.0 Lumber Increase 1.15 BC 0.26 Vert(TL) Reference (optional) ebaugh Design, Inc., Twenty -Nine Palms, CA,6.5006.500 s Apr 2 2007 MiTek Industries, Inc. Wed Jan 16 10:59:23 2008 Page 1 3.2.11 3-2-11 2x4 11 Scale = 1:13.7 4 2.12 3 —12 13-" II 2x4 II 0. -1 2-0-15 1 6.5.6 0.9-3 1-7-12 4-0-7 LOADING (psf) SPACING 2-0 0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.05 1-6 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.11 1-6 >705 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 — 240 PLATES GRIP MT20 220/195 Weight: 26 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Sheathed or 6-D-0 oc purlins, except end verticals. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 OF No.1&Btr G SLIDER Left 2 X 6 DF SS -G 3.1-2 REACTIONS (Ib/size) 6=354/Mechanical, 1=160/0-5-12 Max Hoa 1=32(LC 3) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=40/0,2-3=22/32. 3-4=-4/0,3-6=281/18 BOT CHORD 1-6=0/0, 5-6=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.0 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (plf) Vert: 1=0(F=40, 6=40) -to -3=125(F=22, B=22), 3=85(F=22, 131=22}to-4=90(F=25, B=25), 1=0(F=10, 8=10) -to -5=33(F=6, B=6) D oQROFESS/ON' l S T Nc Fti LU C 0A433 ST OF / January 17,2008 ® WARNINO - Vertu design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MB -7473 BEFORE USE. Design valid for use only with M(Tek connectors. This design is based only upon parameters shown. and is for an individual building component. -' Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during the the MiT®k' construction's responsibility of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --------.. fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane. Suite 109 Greenback k L ne, Su Citrus Job Truss Truss Type City Pty 1 (loc) I/defl Ud TCLL 20.0 Plates Increase R27628106 DANFORTH E2 JACK 8 1 Job TCDL 20.0 Lumber Increase 1.15 BC 0.12 Vert(TL) Reference (optional) 10'9-75 eaaugn ueslgn, Inc., Iwenry-Nine vaims, GA vzzr3 10.412 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:59:24 2008 Page 1 r 0.6-8 zB II 3-11-11 i OG -8 35.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.01 14 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 1-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 — 240 PLATES GRIP MT20 220/195 Weight: 16 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.t&Btr G TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 x 4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 6 DF SS -G 2-1-2 REACTIONS (Ib/size) 1=196/0-5-8, 3=156/Mechanical, 4=39/Mechanical Max Horz 1=43(LC 3) Max Uplift3=15(LC 3) Max Gray 1=196(LC 1), 3=156(LC 1), 4=78(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=5610,2-3=16/30 BOT CHORD 14=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:10.3 January 17,2008 ® WARND7O - seryl# doWgn parameters and READ NOTES ON TRIS AND D9CLUDED MTEE REPERENCE PAGE AW -7473 BEFORE OSE. Design valid for use only with Miifek connectors. This design D based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsib001y of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricotbn, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, OSB -89 and SCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Ono go Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 708 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 01 (loc) Vdefl L/d TCLL 20.0 Plates Increase R27628107 DANFORTH E3 JACK 8 1 10.b-18 TCDL 20.0 Lumber Increase 1.15 BC 0.03 Vert(TL) Job Reference o tional Ebaugh Design, Inc., Twenty -Nine Palms, CA 92273 E 10-4-12 6.500 s Apr 2 2007 MiTek Industries, Inc. Wed Jan 1610:59:24 2008 Page 1 0-6-8 15 1-11-11 0." 1-5.3 LOADING (psf) SPACING 2-041 CSI DEFL in (loc) Vdefl L/d TCLL 20.0 Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 1 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 — 240 PLATES GRIP MT20 220/195 Weight: 9 Ib LUMBER BRACING TOP CHORD 2 x 4 DF No.1&BtrG TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 x 4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 6 OF SS -G 1-9-7 REACTIONS (Ib/size) 4=20/Mechanical, 2=85/Mechanical, 1=98/0-5-8 Max Horz 1=30(LC 3) Max Uplift 2=11(LC 3) Max Grav 4=39(LC 2), 2=85(LC 1), 1=98(LC 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 11-2=28/28,2-3=-2/0 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale: 1.5"=1' January 17,2008 A WARNWO - 9'er(fq design Parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU -7473 REPORE USE. ° Design valid for use only with MiTek connectors. This design is based only upon parameters shovm, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown 6 A Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsib04ty of the MiT®k" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracingg, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Informarlon available from Truss Plate Institute. 583 D'Onofrfa Drive. Madison, WI 53719. Carus Greenback C Lane. Su Job Truss Truss Type Qty Ply 01 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD R27628108 DANFORTH FILL -B1 VALLEY 1 1 Citrus Heights, C 10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=65/68, 2-3=62/54, 3-4=62/54, 4.5=-65/68 BOT CHORD 1-8=0/27, 7-8=0/27, 6-7=0/27, 5-6=0/27 Job Reference (optional) toqygw-Nine Palms, LA 92273' 12-0-8 4x4 = 3.00 r12 3 6.500 s Apr 2 2007 MTek Industries, Inc. Wed Jan 1610:59:25 2008 Page 1 124" Scale = 1:39.4 2.4 II 2.4 II 2.4 11 11-3-4 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.51 BC 0.27 WB 0.11 (Matrix) DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) I/defl Ud n/a 999 n/a 999 5 n/a n/a PLATES - GRIP MT20 220/195 Weight: 70 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 1=277/24-1-0, 5=277/24-1-0, 7=174/24-1-0, 6=722/24-1-0, 8=722/24-1-0 Max Horz 1=35(LC 5) Citrus Heights, C 10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=65/68, 2-3=62/54, 3-4=62/54, 4.5=-65/68 BOT CHORD 1-8=0/27, 7-8=0/27, 6-7=0/27, 5-6=0/27 WEBS 3-7=173/0, 4-6=-535/27, 2-8=535/27 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard January 17,2008 ® WARNING - Ver(N design parameters and READ NOTES ON TWS AND INCWDED 81rTEE REFERENCE PAGE AWD-7473 BEFORE USE. valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an Individual building component. H1,Design Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the the MiTek" 1 responsibility, of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro.e..o....v.r fobrlcoflon, quality, control, storage, delivery, erection and bracing. consult ANSI Pit QuaBty Cr9edo. OSB -89 and BCSII Building Component Safety Informa9on available from Truss Plate Institute. 583 D'Onotno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Lane.Su Citrus Heights, C 10 Job SPACING 2-0-0 Truss Type Ory Ply 01R27628109 L/d rFILL-82 TCLL 20.0 Plates Increase 1.15 TC 0.54 Vert(LL) DANFORTH VALLEY 1 1 Lumber Increase 1.15 BC 0.29 Vert(TL) n/a n/a 999 Jab Reference (optional) coly.y,uesign, Inc., Iwenry-Nine ralms, ,A tiutj 6.b00 s Apr 2 2007 MiTek Industries, Inc. Wed Jan 16 10:59:26 2008 Page 1 1 10.0.8 20.1-0 10-0.8 10.0.8 Scale: 318•=1, 4x4 = 3.o0 12 3 ' 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weill L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.54 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.29 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 58 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF N0.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 1=268/20-1-0, 5=268/20-1-0, 7=-428/20.1-0, 6=832/20-1-0, 8=832/20-1-0 Max Horz 1=28(LC 5) Max Uplift7=428(1-C 1) Max Grav 1=269(LC 7), 5=269(LC 8), 6=832(LC 1), 8=832(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=49/87,2-3=58/43. 3-4=-58145,4-5=-49/87 BOT CHORD 1-8=13/21, 7-8=13/21, 6-7=13/21, 5-6=13/21 WEBS 3-7=6/258, 4-6=596/22, 2-8=596/22 NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard January 17,2008 ® WARNL90 - Verj/y destgn parnmecers and READ NOTES ON THIS AND INCLUDED CATER REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure stability during construction B the responsibllty of the ■■ iiiii erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component _WOW ,e Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 01 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.51 R27628110 DANFORTH FILL -83 VALLEY 1 1 Lumber Increase 1.15 BC 0.36 Vert(TL) n/a n/a 999 Job Reference (optional) cu?j We ljri, urc., iwenry-rime raims, t,„ w4zia 3.00 12 6x10 = 2 b.SUU s Apr L 2UU7 Mi I OK Industries, Inc. Wed Jan 15 10:59:26 2008 Page 1 8-0.8 Scale =1:25.7 3X5 2x4 11 3x5 12-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.51 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 20.0 Lumber Increase 1.15 BC 0.36 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 43 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.16Btr G TOP CHORD Sheathed or 6-0.0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 1=264/16-1-0,3=264/16-1-0,4=843/16-1-0 Max Horz 1=22(LC 5) Max Grav 1=280(LC 7), 3=280(LC 8), 4=843(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-86150,2-3=-86/50 BOT CHORD 1-4=0/29, 3-4=0/29 WEBS 2-4=618/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard O9?,o ESS/pN ! Q - S COr/ cF y Q c IX C 04JW33 M January 17,2008 ® WARNING - VerUy design parameters and READ NOTES ON THUS AND INCLUDED AUTER REFERENCE PAGE MU -7473 BEFORE USE. ° Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. H1 ApplkabllN of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibllty of the MiTek° erector. Additional permanent bracing of the overall structure is the responu'bilty, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Cams Heights, CA, 96610 Job Truss Truss Type Qty Ply (loc) I/defi Ud PLATES TCLL 20.0 Plates Increase 1.15 TC 0.29 Ti27628111 DANFORTH FILL -B4 VALLEY 1 1 BC 0.20 Vert(TL) n/a n/a 999 Clrus Heights. CA 95610 BCLL 0.0 Rep Stress Incr Jab Reference (optional) culyy.sgrubiyn, urc., i wanry-ruin raimb, %,A vzz r a 6-4-0 5x8 = 3.00 F12 2 b.auu S Apr Z dUUt MI I eK Inauslries, Ina. vvea Jan 1b lu:Dy:2r 1Wts Page 1 Scale = 1:20.2 3x4 % 2x4 11 3x4 12-8-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 TCDL 20.0 Lumber Increase 1.15 BC 0.20 Vert(TL) n/a n/a 999 Clrus Heights. CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 x 4 OF Stud/Std G REACTIONS (Ib/size) 1=199/12-8-0,3=199/12-8-0,4=633/12-8-0 Max Horz 1=-16(LC 6) Max Grav 1=21O(LC 7), 3=210(LC 8), 4=633(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=65/37, 2-3=-65/37 BOT CHORD 1-4=0/22, 3-4=0/22 WEBS 2-4=464/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 13.0 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard GRIP 220/195 O??,0 ESS/0 ,ql S COCD T c LU C 046 olnft ": Z- 17,2008 WARMNO - Derde j jy a(gn Parameters and READ NOTES ON TIIIS AND INCI.rJDBD L117'Slt REFERENCE PADS AW -7473 BIiPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibllty, of the MiT®k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o x..o.:..o..- fabrieation. quality control, storcge. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plote institute. 583 D'Onofno Drive, Madison. WI 53719. - 7777 Greenback Lane, Suite 109 Clrus Heights. CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, Is always required. See BCSII. 0 -1/1 2. Thus bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, T TOP CHORDS Cld C23 may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O `'• ; y 30 AC-5-6 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U = designer, erection supervisor, property owner and plates 0 -'Ag' from outside n. ()all other interested parties. edge of truss. O 5. Cut members to bear tightly against each other. C7 -e cba BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 Software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appricable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at. 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint p number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable bffjenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (from, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI I : Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 M Gi = tldo = M M M WK. so MM. L STRUCTURAL CALCULATIONS 07-1438-16 DANFORTH GUEST CASITA 78-110 MASTER CIRCLE LA QU I NITA, CA. 92253 f PREPARE® FOR JAMES MCINTOSH ARCHITECTS 10 -Jan -08 'clTrmlwbu I NTA JBWA'E0 0(BAPETY DEPT. APPROVED FOR CONSTRUCTION DATE -26 Ejs, / (•PR 7 YOlj,t, V rn SE 4044 MARCH 51,:200q S \rF Op Gh 2- D \ JAN l 8 2008 , VERTICAL LOADS: ROOF: TYPICAL (PITCHED) TYPICAL (FLAT) DEAD LOAD: DEAD LOAD: 1 /2"PLYWOOD 1.50 1 /2"PLYWOOD 1.50 TILE 18.00 BUILT-UP ROOF 5:50 2X12 OR 2X TRUSSES @. 24" 2.10'. 2X12 @ 24" 3.20 1/2" DRYWALL 2.50 1/2" DRYWALL 2:50' INSULATION 1.00 INSULATION - 1.00: MISC. 1.90. MISC. 1.30 TOTAL 27.00 P.S.F. TOTAL r 15.00 P.S.F. ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. •'RF RES -BU HEAVY TILE - ' '' '(Danforth Casita)07.1438.13 VL2001CBCd2.00.xis WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25. INSULATION 1.00 2X4 STUDS @ 16" o/c 1.00. MISC. 1.75 TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25: INSULATION 1:00; 2X6 STUDS @ 16" o/c 1.60; MISC. 1-.15 TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO. 10.00 1 LAYERS 5/8" DRYWALL 3.13 INSULATION 1.00; 2X12 STUDS @ 16" o/c 1.60 MISC. 1.27' TOTAL 17.00 P.S.F. RF RES -BU HEAVYTILE- .. . (Danforth Casita)07-7438-13_V12001CBCY2.00.x1s _2_ LOAD CASES: STRENGTH DESIGN: (12-1) (12-2) (12-3) (12-4) (12-5) (12-6) 1.41 1.2D+1.6L+.5(Lr OR S) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) 1.2D+1.3W+f1 L+.S(Lr OR S) 1.2D+1.OE+(f1 L+f2S) .91) +/- (1.OE.OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) * (12-9) D+(W OR E/1.4) * (12-10) .91) +/- E/1.4 * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] * = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: (12-12) D+L+(Lr OR S) ** (12-13) D+L+(W OR E/1.4) ** (12-14) D+L+W+S/2 ** (12-15) D+L+W+S/2+W/2 ** (12-16) D+L+S+E/1.4 ** = MAY USE 1/3 RD STRESS INCREASE E=pEh+Ev Em=OMEGA Eh p= 2-20/rMAX(Ab)".5 1 <p<1.5 LOAD CASES (Danforth Caska)07.1438-13 VL2001 CBCv2.00.xls 3 VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi 95 SINGLE k ;r 2X4 1500 1725 2X6 1300 1495 2X8 1200 VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi 95 SINGLE REPETITIVE 2X4 1500 1725 2X6 1300 1495 2X8 1200 1380 2X10 1100 1265 2X12 1000 1150 2X14 & WIDER 900 1035 4X4 1500 -- 4X6 1300 1700000 4X8 1200 1700000 4X10 1100 1700000 4X12 1000 -- 4X14 & WIDER 900 1600000 6X6 1300 1600000 6X8 1300 -- 6X10 1300 1600000 6X12 1300 -- 6X14 1300 ---- ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fv=165psi Fv=165psi Fv=285psi E=1800000psi E=1800000psi E=2000000psi POSTS: No -1 DOUGLAS FIR -LARCH SIZE Fb psi 6X 1200 CONCRETE: f'c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL Fv psi Fc psi E psi 95 1495 1700000 95 1430 1700000 95 1365 1700000 95 1300 1700000 95 1300 1700000 95 1300 1700000 95 1495 1700000 95 1430 1700000 95 1365 1700000 95 1300 1700000 95 1300 1700000 95 1170 1700000 85 925 1600000 85 925 1600000 85 925 1600000 85 925 1600000 85 925 1600000 Fv psi Fc psi E psi 85 1000 1600000 GRADE 60 BARS 5 AND LARGER PARALLAMS TRUS JOIST Fb=2900 psi Fv=290psi E=2000000psi STRESS No. 1 (Darttorth Casita)07.1438.13_VL2001 CBCv2.00.xts -4- VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 2 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi 95 SINGLE REPETITIVE 2X4 1313 1510 2X6 1139 1310 2X8 1052 1210 2X10 961 1105 2X12 874 1005' 2X14 & WIDER 788 906 4X4 1312 --- 4X6 1138 — 4X8 1138 -- 4X10 ' 1050 -- 4X12 962 -- 4X14 & WIDER 875 _w 6X6 875 — 6X8 875 -- 6X10 875 --- 6X12 875 — 6X14 875 — ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fv=165psi Fv=165psi Fv=285psi E=1800000psi E=1800000psi E=2000000psi POSTS: No. 2 DOUGLAS FIR -LARCH SIZE Fb psi 6X 750 CONCRETE: f'c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL Fv psi Fc psi E psi 95 1495 1600000 95 1430 1600000 95 1365 1600000 95 1300 1600000 95 1300 1600000 95 1300 1600000 95 1495 1600000 95 1430 1600000 95 1365 1600000 95 1300 1600000 95 1300 1600000 95 1170 1600000 85 925 1600000 85 925 1600000 85 925 1600000 85 925 1600000 85 925 1600000 Fv psi Fc psi E psi 85 700 1300000 GRADE 60 BARS 5 AND LARGER PARALLAMS TRUS JOIST Fb=2900 psi Fv=290psi E=2000000psi STRESS No. 2 (DafonhCasita)07-1438-13 VL2001CBCv2.00.xls 5- STUD TABLES STUD TABLES (Danforth Casita)07.1438-13 VL2001CBCV2.00.xis 2X4 DF -L at 16" o/c LDF=1.60 2X4 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 959 1112 10 750 915 11 674 807 11 467 614 12 458 576 12 245 383 13 287 397 13 57 198 14 147 254 14 -- 37 2X6 DF -L at 16" o/c LDF=1.60 2X6 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 5100 5585 10 4665 5172 11 4015 4440 11 3600 4040 12 3180 3550 12 2780 3165 13 2525 2855 13 2135 2480 14 2005 2300 14 1628 1937 15 1590 1854 15 1215 1500 16 1250 1490 16 875 1140 17 965 1187 17 585 840 18 725 936 18 335 585 19 525 724 19 110 360 20 345 540 20 --- 160 21 186 377 21 --- 22 35 234 22 (Danforth Casita)07.1438-13 VL2001CBCV2.00.xis RAFTER -JOIST TABLE SPACING 24 DL(PSF)= 15 LL(PSF)= 20 TL(PSF)= 35 L.D.F.= 1.25 DL+LL DE 240 LL DEFLE 480 PITCH 0.25 SIZE= WEIGHT(LB/FTI= GRADE & SPECIES= Fb(PSI)= Sx(IN^3)= Fv(PSI)= A(IN^2)= E(PSI)= I (I N ^ 4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10 2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L 1725 .1495 1380 1265 1150 1035 3.06 7.56 13.14 21.39 31.64 43.89 95 95 95 95 95 95 5.25 8.25 10.88 13.88 16.88 19.88 1.70E+06 1.70E+06 1.70E+06 1.70E+06 1.70E+06 1.70E+06 5.36 20.80 47.63 98.93 177.98 290.78 3.50 5.50 7.25 9.25 11.50 13.25 6.33 9.94 13.10 16.72 20.23 22.37 BENDING SHEAR DL+LL<L/240 LL<L/480 7.86 11.44 1 14.42 17.53 1 20.23 1 2.37 12.39 19.29 25.22 31.88 38.46 44.81 6.57 10.30 13.53 17.21 20.86 24.49 6.33 9.94 13.10 16.72 20.33 23.95 SIZE= WEIGHT(LB/FT)= GRADE & SPECIES= Fb(PSI)= Sx(IN^3)= Fv(PSI)= A(IN^2)= E(PSI)= I(IN"4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10. 2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 No.2 DF -L No.2 DF -L No.2 DFL No.2 DF -L No.2 DF -L No.2 DF -L 1510 1310 1210 11.05 1005 906 3.06 7.56 13.14 21.39 31.64 43.89 95 95 95 95 95 95 5.25 8.25 10.88 13.88 16.88 19.88 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 5.36 20.80 47.63 98.93 177.98 290.78 3.50 5.50 7.25 9.25 11.50 13.25 6.20 1 9.74 1 12.841 16.38 1 18.91 20.93 BENDING SHEAR DL+LL<L/240 LL<L/480 7.35 10.71 13.51 16.38 18.91 20.93 12.39 19.29 25.22 31.88 38.46 44.81 6.44 10.09 13.26 16.86 20.44 24.00 6.20 9.74 12.84 16.38 19.92 23.47 GEN RAFTER - 7 - (Danforth Casita)07-1438-13 VL2001CBCv2.00.xis RAFTER -JOIST TABLE SPACING 16 DL(PSF)= 27 LL(PSF)=. 16 TL PSF = 43 L.D.F.= 1_.25 DL+LL DE 240 LL DEFLE 480 PITCH 0 SIZE= WEIGHT(LB/FT')= GRADE & SPECIES= Fb(PSI)= Sx(IN^3)= Fv(PSI)= A(IN"2)= E(PSI)= 1(IN^4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10 2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 No.1 DF -L N0.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L 1725 1495 1380 1265 1150 1035 3.06 7.56 13.14 21.39 31.64 43.89 95 95 95 95 95 95 5.25 8.25 10.88 13.88 16.88 19.88 1.70E+06 1.70E+06 1.70E+06 1.70E+06 1.70E+06 1.70E+06 5.36 20.80 47.63 98.93 177.98 290.78 3.50 5.50 7.25 .9.25 11.50 13.25 7.02 10.98 14.42 18.33 1 22.20 24.54 BENDING SHEAR DL+LL<L/240 LL<L/480 8.66 12.60 15.87 19.27 22.22 24.54 14.91 23.16 30.23 38.13 45.90 53.38 7.02 10.98 14.42 18.33 22.20 26.05 7.80 12.26 16.16 20.61 25.07 29.53 SIZE= WEIGHT(LB/FT)= GRADE & SPECIES= Fb(PSI)= Sx(IN^3)= Fv(PSI)= A(IN^2)= E(PSI)= I(IN^4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10. 2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 No.2 DF -L N0.2 DF -L No.2 DF -L No.2 DF -L No.2 DF -L No.2 DFT 1510 1310 1210 1105 1005 906 3.06 7.56 13.14 21.39 31.64 43.89 95 95 95 95 95 95 5.25 8.25 10.88 13.88 16.88 19.88 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 5.36 20.80 47.63 98.93 177.98 290.78 3.50 1 5.50 7.25 1 9.25 11.50 13.25 6.88 10.76 14.13 17.96 20.77 22.96 BENDING SHEAR DL+LL<L/240 LL<L/480 8.11 11.79 14.86 18.01 20.77 22.96 14.91 23.16 30.23 38.13 45.90 53.38 6.88 10.76 14.13 17.96 21.76 25.53 7.64 12.01 15.83 20.20 24.57 28.94 RAFTER No.182 (Danforth Casita)07-1438-13 VL2001CBCv2.00.xis 8 r. REFERENCE b LL.L= .9(,J LLR= ql0 USE Ilk .X t2 G U3 . D1 = QSi 1 i z W DLL = 3°1L Doi LLL = . LLR' to C 5/z, jz•25).= G4 Kf USE . . . . . . . . . . . . . . . . . . . . . . . . D1 -L DLR LLL' q1L LLR= Ali . QOM : 3'r rd Z,) a &.-+ (e L51Z) t t-( .si = ( l,' 2.b( IA ( .is i) _ I2z WV. USE '(D X . . . ... . Sra N W DLL = y 3- 75 LLL= "!LL LL1-7 17t Pt r - R= F i- . USE .Stav rl t_1q_h _ pMl ye 41 SHEET YOUNG ENGINEERING SERVICES DATE. JOB NAME.: n-eoa WILDCAT M SUITE c 0 a - 1 o % -1 PALM DESERT, CA. -12211 BY: JOB No.: PH 160-960-5-nO FAX 1150-E60-51141 -g- YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C eN - ces PALM DESERT, CA 92211 Rev. 580006 User: KW -0601715. Ver 5.8.0. 1 -Nov -2006 Description R1 THRU R3 Title : Danforth Guest Casita Dsgnr: Description Scope : Timber Beam & Joist Job # 07-1438-13 Date: 8:09AM, 29 NOV 07 Page 1 1438-13_ec-Cahn I Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined R1 R2 R3 Timber Section 5.125x12 6x12 6x8 Beam Width in 5.125 5.500 5.500 Beam Depth in 12.000 11.500 7.500 Le: Unbraced Length ft 11.50 2.00 6.75 Timber Grade lbs Douglas Fir, 24F - Douglas Fir - Douglas Fir - LL lbs V4 Larch, No.1 Larch, No.1 Fb - Basic Allow psi 2,400.0 1,350.0 1,350.0 Fv - Basic Allow psi 190.0 85.0 85.0 Elastic Modulus ksi 1,800.0 1,600.0 1,600.0 Load Duration Factor 3,476.5 1.250 1.250 1.250 Member Type -0.024 GluLam Sawn Sawn Repetitive Status 5,823.1 No No No Center Span Data -0.063 -0.093 -0.044 Location Span 5.750 11.50 14.00 6.75 Dead Load 7,#t/1ftftft 134.00 56.00 170.00 Live Load 80.00 64.00 122.00 Results Ratio = 0.1177 0.1729 0.2752 Mmax @ Center In -k 42.45 35.28 19.96 @ X = ft 5.75 7.00 3.37 fb : Actual psi 345.1 291.0 387.0 Fb : Allowable psi 2,931.9 1,683.5 1,679.1 Bending OK Bending OK Bending OK fv : Actual psi 25.0 17.2 29.2 Fv : Allowable psi 237.5 106.3 106.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 770.50 392.00 573.75 LL lbs 460.00 448.00 411.75 Max. DL+LL lbs 1,230.50 840.00 985.50 @ Right End DL lbs 770.50 392.00 573.75 LL lbs 460.00 448.00 411.75 Max. DL+LL lbs 1,230.50 840.00 985.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.040 -0.043 -0.026 L/Defl Ratio 3,476.5 3,871.1 3,156.0 Center LL Defl in -0.024 -0.050 -0.018 L/Defl Ratio 5,823.1 3,387.2 4,397.7 Center Total Defl in -0.063 -0.093 -0.044 Location ft 5.750 7.000 3.375 L/Defl Ratio 2,176.9 1,806.5 1,837.4 iu L Rev:580004 User: KW -0601715. Ver 5.1 (c)1983-2006 ENERCALC Description YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 2:42PM, 30 NOV 07 SUITE # C Description PALM DESERT, CA 92211 Scope:- 1-Nov-2006Multi-Span Timber Beam ineerinoSoftware o R4 casha)07-1 Page 1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir - Larch, No.1 0.32 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Timber Member Information k Description Span k Span ft 3.75 k Timber Section 6x6 k Beam Width in 5.500 in Beam Depth in 5.500 ft End Fixity Pin - Pin Le: Unbraced Length ft 0.00 ft Member Type Sawn in -k Loads Shear k Live Load Used This Span ? Yes in Dead Load #/ft 171.00 Live Load #/ft 65.00 Results -= max Cntr in -k 5.0 9X= ft 1.87 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 179.5 Fb : Allowable psi 1,687.5 Bending OK Shear @ Left k 0.44 Shear @ Right k 0.44 fv : Actual psi 16.7 Fv : Allowable psi 106.3 Shear OK Reactions & Deflection DL @ Left k 0.32 LL @ Left k 0.12 Total @ Left k 0.44 DL @ Right k 0.32 LL @ Right k 0.12 Total @ Right k 0.44 Max. Deflection in -0.009 @ X = ft 1.87 Duery Values Location ft 0.00 Moment in -k 0.0 Shear k 0.4 Deflection in 0.0000 REFERENCE . . DLL = • 5 gc . b3 . . LLL = 11. o Uset i 5-1 1 1.0 11<ve \t- t. <`> r USE 1'D tio ............. 0 L T1 P a i 3 DLR . % i# LLL= lll3 LL -R= t,-] 10D Pu= USE . . . ... . . . . . . . . . . . . . . . . . . . . . D4 = - a3 . a - 32 SG F DLR = 3Z ` LLL= —(74f LX."- 2`107 ir LLR= USE ?Lf $L . . coWtAaZ r . 8: ZS • DLL 1►.P 5C` sIzl .1} tIL = L uf. USE I9 I t DATE JOB NAME.: SHEET YOUNG ENGINEERING- SERVICES 77-804 WILDCAT DR SUITE G • PALM DESERT, GA. 92211 BY: .JOB No. PH 760-860-57'10 PAX "760-860-5119 712- • YOUNG ENGINEERING SERVICES Title : Danforth Guest Casita Job # 07-1438-13' 77-804 WILDCAT DR. Dsgnr: Date:. 8:09AM, 29 NOV 07 SUITE # C Description er1 ces PALM DESERT, CA 92211 Scope Rev. 580006 User KW -0601715, Ver 5.8.0. 1-Nov-2006Timber Beam & Joist Page 1 (c)1983.2006 ENERCALC Enqineerinq Software _ (danforth guest casita)07-1438-13.ecw:Calcula Description R5 j Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Timber Section 6x10 Beam Width in 5.500 Beam Depth in 9.500 Le: Unbraced Length ft 3.33 Timber Grade 728.00 Douglas Fir - lbs 394.00 Larch, No.1 Fb - Basic Allow psi 1,350.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.70 1.250 Member Type 164.6 Sawn Repetitive Status 1,681.9 No Center Span Data Span ft 3.33 Dead Load #/ft 107.00 Live Load #/ft 40.00 Point #1 DL lbs 728.00 LL lbs 394.00 @ X ft 1.700 Results —Ratio = 0.1897 Mmax @ Center in -k 13.61 @X= ft 1.70 fb : Actual psi 164.6 Fb : Allowable psi 1,681.9 Center Total Defl in Bending OK fv : Actual psi 20.2 Fv : Allowable psi 106.3 Shear OK Reactions @' Left End DL lbs 534.50 LL lbs 259.46 Max. DL+LL lbs 793.96 @ Right End DL lbs 549.81 LL lbs 267.74 Max. DL+LL lbs 817.55 Deflections Ratio OK Center DL Defl in -0.002 L/Defl Ratio 19,890.3 Center LL Defl in -0.001 L/Defl Ratio 39,623.2 Center Total Defl in -0.003 Location ft 1.678 L/Defl Ratio 13,242.7 - 1 3 - YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 8:40AM, 3 DEC 07. SUITE # C Description e+ C5 PALM DESERT, CA 92211 Scope: Rev:580004 User: KW -0601715. Ver 5.8.0. 1-Nov-2006General Timber Beam Page 1 _(c) 1983-2006 EN ERCALC Engineering Software (danforth quest casita)07-1438-13 ecw•Calcula Description R6 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x16.0 Center Span 22.25 ft .....Lu 2.00 ft Beam Width 5.250 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 135.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 22.25ft, Beam Width = 5.250in x Depth = 16.in, Ends are Pin -Pin Max Stress Ratio 0.235 : 1 Maximum Moment 15.8 k -ft Maximum Shear * 1. Allowable 67.4 k -ft Allowable Max. Positive Moment 15.81 k -ft at 11.125 ft Shear: Max. Negative Moment 0.00 k -ft at 22.250 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 67.35 Reactions... fb 846.74 psi fv 45.06 psi Left DL Fb 3,608.24 psi Fv 362.50 psi Right DL Deflections Beam Design OK 5 3.8 k 30.5 k @ Left 2.84 k @ Right 2.84 k @ Left 0.000 in @ Center 0.359 in @ Right 0.000 in 1.73 k Max 2.84 k 1.73 k Max 2.84 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.239 in -0.393 in Deflection 0.000 in 0.000 in ...Location 11.125 ft 11.125 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,116.6 679.42 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.359 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.049 Le 4.118 ft Sxx 224.000 in3 Area 84.000 in2 Cf 1.000 Rb 5.357 Cl 0.995 Max Moment Sxx Read Allowable fb @ Center 15.81 k -ft 52.57 in3 3,608.24 psi @ Left Support 0.00 k -ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.78 k 3.78 k Area Required 10.441 in2 10.441 in2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction 2.84 k Bearing Length Req'd 0.833 in Max. Right Reaction 2.84 k Bearing Length Req'd 0.833 in - 1 4 - 1.73 k Max 2.84 k 1.73 k Max 2.84 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.239 in -0.393 in Deflection 0.000 in 0.000 in ...Location 11.125 ft 11.125 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,116.6 679.42 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.359 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.049 Le 4.118 ft Sxx 224.000 in3 Area 84.000 in2 Cf 1.000 Rb 5.357 Cl 0.995 Max Moment Sxx Read Allowable fb @ Center 15.81 k -ft 52.57 in3 3,608.24 psi @ Left Support 0.00 k -ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.78 k 3.78 k Area Required 10.441 in2 10.441 in2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction 2.84 k Bearing Length Req'd 0.833 in Max. Right Reaction 2.84 k Bearing Length Req'd 0.833 in - 1 4 - Max Moment Sxx Read Allowable fb @ Center 15.81 k -ft 52.57 in3 3,608.24 psi @ Left Support 0.00 k -ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.78 k 3.78 k Area Required 10.441 in2 10.441 in2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction 2.84 k Bearing Length Req'd 0.833 in Max. Right Reaction 2.84 k Bearing Length Req'd 0.833 in - 1 4 - - 1 4 - r es Rev: 580004 User: KW -0601715. Ver 5. Description YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita ,lob # 07-1438-13 77-804 WILDCAT DR. Dsgnr:" Date: 8:40AM, 3 DEC 07 SUITE # C Description PALM DESERT, CA 92211 Scope 1-Nov-2006General Timber Beam ineerino erina Software " R6 Page 2 " query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.84 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 1 5- i'4 7c.__"' - I YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 12:01 PM, 10 JAN 08 SUITE # C Description PALM DESERT, CA 92211 Scope : 1 User: KW -0601715. Ver 5.8.0.1 -Nov -2006 Multi -Span Timber Beam Page 1 j (01983.2006 ENERCALC Engineering Sottware (danforth quest casila)07-1438-13.ecw:Ca1cu1a Description R7 General Information in -k Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined V Douglas Fir, 24F - V8 @ X = Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information 0.0 Description Span 1 span 2 Span ft 11.80 12.33 Timber Section 5.125x12 5.125x12 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 11.80 2.00 Member Type GluLam GluLam Loads fv : Actual psi Live Load Used This Span ? Yes Yes Dead Load #/ft 54.00 368.00 Live Load #/ft 40.00 272.00 Point#1 Dead Load lbs 1,300.00 Live Load lbs 1,000.00 @ X ft 12.330 Results mmax tv untr in -k 0.0 106.9 @ X = ft 0.00 7.07 Max @ Left End in -k 0.0 -84.2 Max @ Right End in -k -84.2 0.0 fb : Actual psi 684.4 869.0 Fb : Allowable psi 2,929.8 2,990.2 9X= ft 7.39 Bending OK Bending OK Shear @ Left k 0.04 4.51 Shear @ Right k 1.15 5.68 fv : Actual psi 25.7 94.7 Fv : Allowable psi 237.5 237.5 Shear OK Shear OK Reactions & Deflection DL @ Left k -0.02 3.26 LL @ Left k -0.02 2.41 Total @ Left k -0.04 5.66 DL @ Right k 3.26 3.24 LL @ Right k 2.41 2.44 Total @ Right k 5.66 5.68 Max. Deflection in 0.052 -0.165 9X= ft 7.39 6.58 Query Values Location ftl 0.000.00 Moment in -k 0.0 -84.2 Shear kI -0.0 4.5 Deflection in 0.0000 0.0000 iii EN- - G('S Rev: 580004 YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR.Dsgnr: Date: 12:01 PM, 10 JAN 08 SUITE # C Description PALM DESERT, CA 92211 Scope User: KW -0601715, Ver 5.8.0. 1 -Nov -2006 (c)1983-2006 ENERCALC Enoineerinc So Description R8 Multi -Span Timber Beam Page 1 casita107-1438.13.ecw: Calcul General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir - Larch, No.1 0.60 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Timber Member Information k Description Span 1 k Span ft 8.25 k Timber Section 6x12 k Beam Width in 5.500 in Beam Depth in 11.500 1 End Fixity Pin - Pin Le: Unbraced Length ft 8.25 ft Member Type Sawn in -k Loads Shear k Live Load Used This Span ? Yes in Dead Load #/ft 146.00 Live Load #/ft 115.00 Results Mmax @ Cntr in -k 26.6 @ X = ft 4.12 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 219.8 Fb : Allowable psi 1,669.6 Bending OK Shear @ Left k 1.08 Shear @ Right k 1.08 fv : Actual psi 19.7 Fv : Allowable psi 106.3 Shear OK Reactions & Deflection DL @ Left k 0.60 LL @ Left k 0.47 Total @ Left k 1.08 DL @ Right k 0.60 LL @ Right k 0.47 Total @ Right k 1.08 Max. Deflection in -0.024 @ X = ft 4.12 query Values Location ft 0.00 Moment in -k 0.0 Shear k 1.1 Deflection in 0.0000 17- REFERENCEP& Ga -A cp All, •. i -(. D . DLL _ l700. .DLR=aloZ i \CS M ► " r LLL' 125. LLR 1565 L\_= a.o <<,.5 k U -,0L : 5 ( o.s j1 (Fjz a USE 3%, x t6.5 - 6.sceL0 . Ce L 0 . . . . . . . . . . . . . 41 OoL = 3 ZkO # ... 40 OL -R 3 L 75 6 # . . = a (e . } l = . Its. pLF USE 5'1s l• . WALL= aL:\419 :01,1.= \i)I# WiD = 37(3A4Z) k 1713' = lIbP(F . . \z DLL = . W54 . . . . . l'"s . . . Dom= LLL= to y(, LLR= I0 1to .. USE 5' 115.s . 1p L0 W . . . 9 . . DLR = jL tb LLL . LLR' LA%pL z `i `23 L 1,1 A L) . . . . . . . . . U5E -L S paw M SHEET YOUNG ENGINEERING SERVICES DATE . JOB NAME.: n-eoa WILDCAT M SUITE c PALM DESMT, CA. 92211 BY: JOB No. . PH -rbo-3vo-5Tto FAX -rvo-560-s-na il< YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 12:01 PM, 10 JAN 08 SUITE # C Description er1 el. PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715. Ver5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983.2006 ENERCALC Enaineenna Software (danforth auest casita)07-1438-13.ecw:Ca1cuia Description R9 General information lbs 0.000 ft Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x16.5 Center Span 15.60 ft .....Lu 2.00 ft Beam Width 3.125 in Left Cantilever ft ....Lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 8.900 ft Bm Wt. Added to Loads 240.00 #/ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Trapezoidal Loads lbs 0.000 ft lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft -0.175 in Summary 7.987 ft #1 DL @ Left 157.00 #/ft LL @ Left 125.00 #/ft Start Loc 0.000 ft DL @ Right 157.00 #/ft LL @ Right 125.00 #/ft End Loc 8.900 ft #2 DL @ Left 240.00 #/ft LL @ Left 185.00 #/ft Start Loc 8.900 ft DL @ Right 240.00 #/ft LL @ Right 185.00 #/ft End Loc 15.600 ft Point Loads Live Load 474.0 lbs ...distance 8.900 ft lbs 0.000 ft lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft -0.175 in Summary 7.987 ft ...Length/Deft 1,066.7 Beam Design OK D.L. Defl ) ... @ Center Span= 15.60ft, Beam Width = 3.125in x Depth = 16.5in, Ends are Pin -Pin 0.000 in @ Right 0.000 in Max Stress Ratio 0.422 : 1 Maximum Moment 14.7 k -ft Maximum Shear * 1.5 4.6 k Allowable 34.9 k -ft Allowable 15.5 k Max. Positive Moment 14.71 k -ft at 8.861 ft Shear: @ Left 2.97 k Max. Negative Moment -0.00 k -ft at 15.600 ft @ Right 3.66 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.263in Max. M allow 34.90 Reactions... @ Right 0.000in fb 1,245.04 psi fv 89.10 psi Left DL 1.70 k Max 2,97 k Fb 2,953.79 psi Fv 300.00 psi Right DL 2.10 k Max 3.66 k Deflections Center Span... Dead Load Deflection -0.175 in ... Location 7.987 ft ...Length/Deft 1,066.7 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.263 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.307 in Deflection 7.987 ft ...Length/Deft 610.59 Right Cantilever... Deflection ... Length/Deft 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title : Danforth Guest Casita Job # 07-1438-13 64%77-804 WILDCAT DR. Dsgnr: Date: 12:01 PM, 10 JAN 08 SUITE # C Description eN ces PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1-Nov-2006General Timber Beam Page 2 LC En n i_ Mi 983.2006 ENERCAeenng Software {danfonh quest casita)07-1438-13 ecw:Calcula Description R9 Stress Calcs Bending Analysis Ck 19.306 Le 4.118 ft Sxx 141.797 in3 Area 51.563 in2 Cv 1.000 Rb 9.140 Cl 0.985 - 20 - Max Moment Sxx Req'd Allowable fb @ Center 14.71 k -ft 59.77 in3 2,953.79 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.84 k 4.59 k Area Required 12.804 in2 15.315 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 2.97 k Bearing Length Req'd 1.460 in Max. Right Reaction 3.66 k Bearing Length Req'd 1.804 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.97 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 20 - YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 2:44PM, 30 NOV 07 SUITE # C Description er1 a PALM DESERT, CA 92211 Scope Rev:110?04 User:M0601715,Ver 5.8.0.1•Nov2006 Multi -Span Timber Beam Page 1 I (c)1983-2006 ENERCALC Engineering Software (danfonh auest casita)07-1436-13.ecw•Ca1cu1a Description R10 I.General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V4 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.250 Timber Member Information Description I SPAN 1 SPAN 2 Span ft 6.50 18.25 Timber Section 5.125x15 5.125x15 Beam Width in 5.125 5.125 Beam Depth in 15.000 15.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads 808.8 End Live Load Used This Span ? Yes Yes Dead Load #/ft 116.00 0.0 Live Load #/ft 35.00 0.00 Dead Load #/ft in -k 142.00 Live Load #/ft in -k 113.00 Start ft psi 808.8 End ft 6.500 8.500 Dead Load @ Left #/ft 50.00 Dead Load @ Right #/ft k 50.00 Live Load @ Left #/ft k 50.00 Live Load @ Right #/ft psi 50.00 Start ft psi 8.500 End ft 6.500 18.250 Point #1 Dead Load lbs 1,619.00 Live Load lbs 1,201.00 @ X ft 8.500 Results DL @ Left k Mmax @ Cntr in -k 0.0 156.1 @ X = ft 0.00 8.52 Max @ Left End in -k 0.0 -155.4 Max @ Right End in -k -155.4 0.0 fb : Actual psi 808.8 812.2 Fb : Allowable psi 3,000.0 2,975.3 Bending OK Sending OK Shear @ Left k 1.50 4.14 Shear @ Right k 2.48 1.82 fv : Actual psi 44.8 74.7 Fv : Allowable psi 300.0 300.0 Shear OK Shear OK Reactions & Deflection DL @ Left k -0.75 3.82 LL @ Left k -0.76 2.80 Total @ Left k -1.50 6.62 DL @ Right k 3.82 0.99 LL @ Right k 2.80 0.83 Total @ Right k 6.62 1.82 Max. Deflection in 0.021 -0.220 @ X = ftl 3.81 9.49 Query Values 21- rrn c .FER!11 SERV Rev: 580004 User: KW -0601715. Ver 5.8.0, 1 -Nov (c)1983-2006 ENERCALC Enoineerim Description R10 YOUNG ENGINEERING SERVICES Title : Danforth Guest Casita 77 -804 -WILDCAT DR. Dsgnr: SUITE # C Description PALM DESERT, CA 92211 Scope: safe Multi -Span Timber Beam Location ft 0.00 0.00 Moment in -k 0.0 -155.4 Shear k -1.5 4.1 Deflection in 0.0000 0.0000 22- Job # 07-1438-13 Date: 2:44PM, 30 NOV 07 Page 2 13.ecw:Calcula YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 8:09AM, 29 NOV 07 SUITE # C Description er1 oes PALM DESERT, CA 92211 Scope Rev:580005 User: KW -0601715 Ver 5.8.0, 1-Nov2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Enaineenna Software (danforth quest wsita)07-1438.73.ecw:Ca1cu1a Description R11 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined' tsas�, Section Name 5.125x13.5 Center Span 17.15 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 1.5 Bm Wt. Added to Loads Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 153.00 #/ft LL 122.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 17.15ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.277 : 1 -0.185 in -0.318 in Deflection 0.000 in 0.000 in Maximum Moment 8.575 ft 10.7 k -ft Maximum Shear * 1.5 3.3 k Allowable 647.25 Right Cantilever... 38.8 k -ft Allowable D.L. Defl ) ... 20.8 k Max. Positive Moment 10.73 k -ft at 8.575 ft Shear: @ Left 2.50 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.50 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.278 in Max. M allow 38.76 Reactions... Rb 5.041 @ Right 0.000in fb 827.03 psi fv 47.31 psi Left DL 1.46 k Max 2.50 k Fb 2,988.17 psi Fv 300.00 psi Right DL 1.46 k Max 2.50 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.185 in -0.318 in Deflection 0.000 in 0.000 in ...Location 8.575 ft 8.575 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,112.2 647.25 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.278 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.306 Le 4.118 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 5.041 Cl 0.996 Max Moment Sxx Read Allowable fb @ Center 10.73 k -ft 43.08 in3 2,988.17 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.27 k 3.27 k Area Required 10.910 in2 10.910 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 2.50 k Bearing Length Req'd 0.751 in Max. Right Reaction 2.50 k Bearing Length Req'd 0.751 in - 23 - ILI User: =-0601715. Ver (ct1983-2006 ENERCAI Description YOUNG ENGINEERING SERVICES • Title: Danforth Guest Casita Job # 0.7-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 8:09AM, 29 NOV 07 SUITE # C Description PALM DESERT, CA 92211 Scope 1 -Nov -2006 ineerinq Software r R11 General Timber Beam Page 2 13.ecw:Calcu1: query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.50 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 24-- YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C PALM DESERT, CA 92211 Title : Danforth Guest Casita Dsgnr: Description Scope : User KW -°i°1715. Ver 5.8.0. 1 -No° -2008 General Timber Beam (01983-2006 ENERCALC Engtneerinq Software Description R12 Job # 07-1438-13 Date: 8:09AM, 29 NOV 07 1438.1 Page 1 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Max Stress Ratio Center Span 8.33 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 17.0 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads. Center DL 373.00 #/ft LL 276.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8.33ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.479 : 1 -0.038 in -0.065 in Deflection 0.000 in 0.000 in Maximum Moment 4.165 ft 5.8 k -ft Maximum Shear * 1.5 3.2 k Allowable 1,549.02 Right Cantilever... 17.0 k -ft Allowable D.L. Defl ) ... 6.7 k Max. Positive Moment 5.76 k -ft at 4.165 ft Shear: @ Left 2.77 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.77 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.057 in Max. M allow 17.01 Reactions... Rb 4.335 @ Right 0.000in fb 570.41 psi fv 50.92 psi Left DL 1.62 k Max 2.77k Fb 1,683.52 psi Fv 106.25 psi Right DL 1.62 k Max 2.77 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.038 in -0.065 in Deflection 0.000 in 0.000 in ...Location 4.165 ft 4.165 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,649.8 1,549.02 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.057 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 4.335 Cl 0.998 Max Moment Sxx Req'd Allowable fb @ Center 5.76 k -ft 41.07 in3 1,683.52 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.22 k 3.22 k Area Required 30.315 in2 30.315 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.77 k Bearing Length Req'd 0.805 in Max. Right Reaction 2.77 k Bearing Length Req'd 0.805 in 25- YOUNG ENGINEERING SERVICES Title..: Danforth Guest Casita 77-804 WILDCAT DR. Dsgnr: SUITE # C Description EN ces PALM DESERT, CA 92211 Scope Rev: 580004 User: 715. Ver 5.8.0, 1-Nov2006 General Timber Beam I (c)1983.2006 ENERCALC Enqinearinn Software Description R12 Job # 07-1438-13 Date: 8:09AM, 29 NOV 07 1 Page 2 Query Values N,—V:,' ,V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.77 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 26 - f J Svr :1.1? SW 13.1 ..• L 1e.er L spas 4 d CAN' CUL C SLG N (j 10,12 SW 8 CANT COL z0 co N U V cO N 4 N 0 Q-34 Active Fault Near -Source Zones This map is intended to be used in conjunction with r, the 1997 Uniform Building Code, Tables 16-S and 16-T Q-34 California Department of Conservation of Mines and Geology 0" - 1 7 LEGEND soo uypwoml 1090.0 and Index map Shadod zones aio nnhln 2 Ani ul Lnovin saisnoc soutcos. ® A fault 17-771 LA B fault Contours of closest horizontal distance Io known seIs1111C sem Ces. ----------------- 5 km -------- 10 km -------------- 15 km 5 10 Kilometers I/V is approxhnatoly equal to I km August, 1997 YOUNG ENGINEERING SLR VIC S ww.valueag_r c9m 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P-(760) 360-5770 F.(760) 360-5719 GENERAL INPUT & OUTPUT GENERAL INPUT LEVEL DIAPHRAGM DEAD LOADS - WIND STORY (V)11.4. x %A STORY WEIGHT WIND DATA. HEIGHT (o) (b) - to - (d) r EXT.WALL INT. WALL WIND OVERRIDE PRESSURE AMPLIFICATION LB WIND SPEED - 70 FT PSF PSF PSF PSF :. .PSF " PSF PSF A% .xxx WIND EXPOSURE - C Iw= 1 0 0 0 SEISMIC DATA 0 0 0 SIMPLIFIED BASE SHEAR - N 0 0 0 SOURCE TYPE - A 11.5 27 25 37 17 10 0 17.29 100% 0.175 91553 SOIL TYPE D=DEFAULT TYPE - D BASE SHEAR COEFFICIENT 2003 C.B.C. LINE LABELS FOR AUTO NUMBERING ZONE= - 4 R= - 4.5 (30-4) V=(CVI/RT)W 0.708 SHALL BE THIS EXCEPT LEVEL 1 START NO LEVEL 2 START NO Is= - 1 (30-5) V=(2.5Cal/R)W 0.244 NEED NOT EXCEED NO. LEVELS - 1 (30.6) V=I.11 Ca1)W 0.048 BUT NOT LESS THAN" DISTANCE KM - 13 (30.7) V=(.8ZNVI/R)W 0.049 BUT NOT LESS THAN IN ZONE 4 I 101 hn= - 24 (30.11) V=(3Ca/R)W 0.293 SIMPLIFIED STATIC (IF USED) LEVEL 3 START NO LFVEL 4 START NO 0.02 70..70 MPH EXPOSURE C - C - -. METHOD 2 - 0.22 N 0.40 1 1 1.00 - - H Ce Cq gs I P - - ' C.- - 1.08 0-15 1.06 1.30 12.59 1.00 17.35 Ca= - 0.44 20.00 1.13 1.30 12.59 1.00 18.50 CV= - 0.69 25.00 1.19 1.30 12.59 1.00 19.48 V (BASE SHEAR w/o RHO) - 0.244 30.00 1.23 1.30 12.59 1.00 20.14' (V)/1.4 - 0.175 40.00 1.31 1.40 12.59 1.00 23.10 Stn 1630.8.2 - 2.80 60.00 1.43 1.4012,59 1.00 25.21 -I, 1630.8.2 - 1.00 80.00 1.53 1.40 12.59 1.00 26.97 LRFD LDF 1630.8.2 - 1.70 - - ASD LDF CH. 23 DIV.III - 1.33 ASD ST INCREASE - 1.33 LRFD/ASD FACTOR - 1.40 p (RHO) CALCULATION . .. _ " FOOTPRINT AREA Ab - 2234.00 - ". . - .. D6AULT=1.0 - - SEISMIC DATA LEVEL 1 LEVEL LEVEL LEVEL X Y X Y X Y X Y r MAX SHEAR WALLS (CALC) - 0.330 0.190 r MAX SHEAR WALLS r MAX FRAMES - r MAX BRACED FRAMES r MAX CANT. COLS. - ,MAX INPUT - 0.330 0.190 p CALC - 0.718 -0.227 p MANUAL OVERIDE - 1.000 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 p USED - 1.000 1.000 16000 1.000 1.000 1 1.000 1.000 1.000 FOUNDATION SYSTEM FOUNDATION SYSTEM - (1) - Input Line Data 2P ' ' (Danforth Casita)07-1438-13_V12001CBCv2.00.xis _..}rUtI.NG_ENGINI ENGINEERING SERVICES vyv w. . lu n9 —M 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 LINE INPUT. (1) NEI L; L1Ll Ll L1Ll L1 L1 L1 Ll L1 L1 LI L1Ll L1 L1 L1Ll L1 L1 L1 L1 L1LI L1 L1Ll Li L1 L1 _.1'() tI1VG 1 NGINEERING SER VI C.'E. '—mrvvw.valuen9.r—cQrn w=E.. 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 ®_LiME INPUT (2) ADD LINE SHEAR ■ ®®® ®®seas L, L1 L1 L1 L1 L L1 L1 L1 L1 ® ---5------ 00 00 Li L1 L1 L1 m®® ■ maa aa L1 L, mCm ■ mm®moa L, L1 L1 L1®®-_--------®000' 0 L1 ®®®---------- 00 Lt L1Ll L1 L1 L1 L1 L1 L1 L1Ll L1 L1 CA) N DO—ENG _ ENGINEERING SERVIC.'ES,VW..V e 9rtom_ 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 LINE INPUT (3). Ll LI L1Ll Ll L1 L1Ll Ll LI L1Ll Ll Ll Ll LI LI Ll LI Ll LlLI L1LI LI LI LILI Li®®----- _---- _ W W o_ 1'Q My CNGINI ];RING SLR DICES wvAm—yalwe-►1gr c9 ]_ ::..0 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 ,...;:` LINE.OUTPUT. LEVEL FROM LWE •••- TO --- LINE SEISMIC Wa/IA LOADS TO DIAPHRAGMS WIND SEISMIC W. PW./t.4 LB/FT LBIFT DIAPHRAGM CHORD "- FORCES-. WIND SEISMIC (T=C)w, p(T=C)s/1.4 LB -FT LB -FT ' . ' '_ :. - .; WIND V. LB LINE FORCES , s, SEISMIC Vs/1.¢, - ..LB-, - -. ' - ,:-. SEISMIC .pVe/1.4 `LB ;. WALL LENGTH .. :: ALONG ,LINE ,.b TOTAL .:. FT ELEMENT STORY SHEAR RATIO, X V rD( rY. DIAPHRAGM LENGTH EACH SIDE OF LINE LEFT RICHT LdI Ldr FT FT LEFT —1 LBIFT DIAPHRAGM UNIT SHEARS WIND SEISMIC RIGHT LEFT RIGHT vwr p(vsl)/lA p(vsr)/1A LB/FT LBIFT LB/FT 1 2 55 112 55 115 56 468 230 230 8 2 3 147 151 147 462 449 2318 2026 2026 18.01 0.0700 9 25 55 76 27 73 3 4 1850 1797 1797 23.51 0.0500 25 76 73 4 5 54 112 54 121 58 476 230 230 8 57 27 5 6 476 230 230 8 57 28 6 7 147 151 147 462 449 2326 2026 2026 5.00 0.2500 25 76 73 7 8 1850 1797 1797 25.01 0.0400 25 76 73 8 9 329 14S 329 116 264 1363 3094 3094 35.66 0.0500 55 25 56 9 10 141 164 141 330 284 3024 4526 4526 15.78 0.1800 55 23 25 72 56 62 10 11 1661 1432 1432 23 72 62 11 12 36 35 36 43 44 158 162 162 8 19 19 . 12 13 1S8 162 162 8 19 19 13 14 39 86 39 78 35 284 128 128 6 47 21 . 14 15 37 35 37 34 36 426 278 278 6 8 47 17 21 8 15 16 174 35 174 10 51 2129 2583 2583 8.29 0.1900 8 40 17 4 18 _I 21 16 17 17 18 119 141 119 255 216 169 1163 839 983 839 983 3.79 0.1600 40 19 4 62 21 52 18 19 120 141 120 454 385 4788 3846 3846 7.25 0.3300 19 19 62 83 52 70 19 20 119 141 119 255 216 4784 3858 3858 7.25 0.3300 19 19 83 62 70 52 20 21 1163 983 983 11.00 0.0600 19 62 52 21 22 35 35 35 39 39 149 150 150 8 18 19 22 23 110 151 110 606 440 2074 1547 1547 8 20 18 95 19 69 23 24 1 39 35 39 33 37 2070 1559 1559 20 9 95 16 69 18 24 25 144 162 162 9 16 18 25 26 42 35 42 724 869 847 989 989 10 73 87 26 27 842 1001 1001 10 73 87 27 28 43 86 43 59 29 258 128 128 7 39 19 28 29 258 128 128 7 39 19 29 30 30 31 31 32 32 33 33 34 34 35 w .A W ILNG 1 _NGINILRING SLR VICES www yalue.n.cg_r 9m- 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 SW SUMMARY (Danforth Casita)07-1438-13_VL2001CBCv2.00.x1s CONVENTIONAL SHEARWALL SUMMARY LEVEL WALL LINE v b h h/b PLYWD PLYWD ALT. SPECIAL SILL EA T=C HD No. No. 1 2 WALL or _ Lb/Ft Ft Ft SIDE SIDES WALL A CALC PLATE Lb HOEDOWN 1 7 74 ! 25.00 ! 10.50 0.42 A i AA j FFG NO 2X E NOT REO'D 2 6 465 2.50 10.50 j 4.20 C _ AA j 3X E _ 4642 HD6A[4XJSSTB20 3 6 j 465 2.50 10.50 4.20 C j AA 3X E 4642 HD6A(4X)SST820 4 i 2 129 18.00 j0.60-- 0 59 _ A _ _ AA -- - HHG j NO - ` 2X j_ E _ _ 263 _ HD2A[2 2X 4XISSTB20 5 i 3 [ 79 23.50 10.50 j 0.45 _ A ( AA FFG j - NO - --.;. I 2X f - - _ E -- NOT REO'D 6 { 15 338 L 8.28 9.00 1:09 j_ B,2_ - AA NA NO_ j 2X LE_. 1536 HD2A[2-2X,4X]SSTB20 7 I 20 I 216 5 38 10 33 1 92 - A - - NA - - - NO - - ---2X -i E ' _ -- - _... _ .. . HD;A[2 2X 8 19 660 7.24 10.33 1 43 -T- D 8383 NA NO _ 3X - I - 6441 9 f 18 661 j 7.24 10.33 L 1.43 D _AA- - ( 8383 _ - ---_ NA I - - - ! NO j 3X ! I ! 64_47 16 j 17 1 --- 307 j -- 3.78 j 8.00 - -- [ 2.12 - B,2 j -- - AA _ 3X _. 2X ;_ E j 2151 HD2A 2-2X,4 SSTB20 11 I 8 j 117 [ 17.85 _ -_ 10.33 0.58 r A AA_ _ GGG NO i E I NOT REO'D . 2 .. 1_ -_ . _. 8 .. _..L._ _ 117 I 17_81 10.33 I 0.58 ( A _ _ GGG __ __2X NO -- E 1 -- - -- -: - NOT REO'D 13 9 ( _ 317 _ 6.56 10.33 1_58 B.2 _AA NA NO ! 2X E j 2602 i HD2A[2-2X,4X]SSTB20 14 j 9 i 317 j 9.22 I 10.33 i 1.12 B.2 i _AA AA i NA I NO I 2X I _ E ! 1313 HD2A 2-2X,4X SST820 SW SUMMARY (Danforth Casita)07-1438-13_VL2001CBCv2.00.x1s SPECIAL SHEARWALLS 35- (OanfanhCasita)07.1438-13 VL2001CBCv2.00.xls ... INPUT LINE= 6 SPECIAL SHEAR PANEL CALCULATIONS (LEVEL SIMPSON STRONG WALL 1) Vgov 2326 STANDARD SINGLE PORTAL DOUBLE PORTAL RAISED FLOOR LINE OVERIDE VALUE WALL No. NA TOTAL SHEAR TOTAL TOTAL SHEAR SHEAR TOTAL SHEAR 2 S SW24XS 1610 3 S SW24XB 1610 TOTAL 3220 TOTAL ITOTAL ITOTAL OK LINE= SIMPSON STRONG WALL Vgov STANDARD SINGLE PORTAL DOUBLE PORTAL RAISED FLOOR LINE OVERIDE VALUE WALL No. NA TOTAL SHEAR TOTAL TOTAL SHEAR SHEAR TOTAL SHEAR TOTAL ITOTAL ITOTAL I ITOTAL LINE= SIMPSON STRONG WALL Vgov STANDARD SINGLE PORTAL DOUBLE PORTAL RAISED FLOOR LINE OVERIDE VALUE WALL No. NA TOTAL SHEAR TOTAL TOTAL SHEAR SHEAR TOTAL SHEAR TOTAL ITOTAL I TOTAL I ITOTAL UNE= SIMPSON STRONG WALL Vgov STANDARD SINGLE PORTAL DOUBLE PORTAL RAISED FLOOR LINE OVERIDE VALUE WALL No. NA TOTAL SHEAR TOTAL TOTAL SHEAR SHEAR TOTAL SHEAR TOTAL ITOTAL ITOTAL TOTAL LINE= SIMPSON STRONG WALL Vgov STANDARD SINGLE PORTAL DOUBLE PORTAL RAISED FLOOR LINE OVERIDE VALUE WALL No. NA TOTAL SHEAR TOTAL TOTAL SHEAR SHEAR TOTAL SHEAR TOTAL TOTAL ITOTAL I ITOTAL LINE=SIMPSON STRONG WALL Vgov STANDARD SINGLE PORTAL DOUBLE PORTAL RAISED FLOOR LINE OVERIDE VALUE WALL No. NA TOTAL SHEAR I TOTAL TOTAL SHEAR SHEAR TOTAL SHEAR TOTAL ITOTAL ITOTAL I ITOTAL I SPECIAL SHEARWALLS 35- (OanfanhCasita)07.1438-13 VL2001CBCv2.00.xls _YO UNG 11VGI E R ING SER VN' www.valuQpgr C9�r, 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 UN UM�O�Y�®��m ©aim m NOME ��MTIMMMMm� REM MMMMM zmm ENUMM ��ao�®tea®��o®e��®�0��mm0®®� m W _)LQ NG 1NGINEERING SERVICES www- "l engE.Com =A 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 INS ©m ��a©m�o�aoaamm�m�+■mm��®®©erg®�® �OEMma©mmm®ma�o�� ma©r��m��®�mm_�m��r_�m m W CO ._1'QUXG 1 1VC1NLf-J? C SERVICES www,valy.eng.r com 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 CONCRETE LOAD FACTORS SHEAR WALL FOOTINGS OLW S ..__. I .- -- ----I---__ _I -- ---- ---'-- - - --I - --- -- - - DL#W 1.050 1.275. - I.. _... _._I. _ _._I DL.S 1.200 LA00 -- -- i LINE WALL 111 9 DIMENSIONS No. SIZE 1'c D (IN) 18.00 3 6 2.50 Mu net 704 ... 4/3Mu 939 .. .... Mu min 660 ... ... ... M u gov 704 _.___.. _...._..__. As min 0 878 b 18 _._._ ___-.... d 1463 L..._. .._ As 1 325 ..._-. a min 136 ._. ..._ a 2.08 ..._ __ __.. __. Mur 1 972 ._ REINFORCEMENT 3 No.6 TOP 8 BOTT. _. __. ....._ ... GROSS STABILITY Wt (K) 6301 14 FSOT 1.63 2.09 Mol W FT -K 75661 X Mol S FL 44.22 IN MIDDLE 1/3 id ' . NO NO Mt MIN FLK _..9232._ a13.99_ 13.99 MAX SBP KI SFI _ 7q 1139.49 55029811 ... ... MIN SBP(KSF( _ .. , _ W (INI, 12.00 LFT 28.00 19 6 _ D (IN) 18.00 3 6 2.50 W IN 12.00 L F 31.00 - 704_ -- _ _ )_938 _ 660 _ _ _ 704 -- _ _ 0.878 -_ 18 _- _ 14.63 1.325 _ 1.38 _ 2.08 _ __ _ 972 _ _ 3 No.6 TOP _8_BOTT. - Wt (Iq _ _6916.14 -_ 5656 - 44.36 _ 112.24 _ , FSOT 1.98 _ NO 15.49 - 582750.10 2.53 Mot W FT -K Mol S T- X IN MIDDLE 113 M NO M, MIN FT- e SF 15.49 477986.99 SHEAR WALL FOOTINGS (DanloiIh Casi(a)07-1438-13 VL2001 CBCv2.00.x1s To specify your own special title block here, use the "Settings" screen and enter your title block information. Title Wall Page: Job # 07-1438-1: Dsgnr: GS Date: DEC 5,2007 Description.... This Wall in File: S:\1400\1438-JMA\(Danforth Guest Casita) Retain Pro 2007 . i -Jan-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1145885 2007001 Criteria 781 psf OK Retained Height = 5.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 14.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 50.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 102.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity 0.0 in Design Summary Wall Stability Ratios Overturning = 3.58 OK Sliding = 1.61 OK Total Bearing Load = 2,762 lbs ...resultant ecc. = 1.05 in Soil Pressure @ Toe = 781 psf OK Soil Pressure @ Heel = 600 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 858 psf ACI Factored @ Heel = 660 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 93.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 743.8 lbs less 100% Passive Force = - 567.2 lbs less 100% Friction Force = - 632.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E UBC 1997 1.200 1.600 1.600 1.300 1.000 Soil Data Toe Width = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density = 120.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore fb/FB + fa/Fa for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Toe Width = Design Height Above Ftc ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data f'c = 3,000 psi Fy = fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = _ Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data f'c psi = Fy psi = 39- p Stem Footing Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 2.00 Total Footing Width = 4.00 Footing Thickness = 14.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00.in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Base Above/Below Soil _ at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge 0.899 488.5 951.3 1,058.0 8.7 19.4 78.0 5.25 30.00 9.59 1,500 24,000 Yes No 25.78 1.000 7.60 To specify your own Title :Wall Page: special title block here, Job # 07-1438-1; Dsgnr: GS Date: DEC 5,2007 use the "Settings" screen Description.... and enter your title block information. This Wall in File: S:\1400\1438-JMA\(Danforth Guest Casita) Retain Pro 2007 , 1 -Jan -2007, (c) 1989-2007 www•retainpro.com/supportfor latest release. Cantilevered Retaining Wall Design Code: 1997 UBC . Registration # : RP -1145885 2007001 Footing Design Results Toe Heel Factored Pressure = 858 660 psf Mu': Upward = 1,930 770 ft-# Mu': Downward = 1,075 1,127 ft-# Mu: Design = 855 357 ft-# Actual 1 -Way Shear = 4.68 2.99 psi Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 777.8 2.22 1,728.4 Soil Over Heel = 880.0 3.33 2,933.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = -34.0 1.17 -39.7 Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 102.0 2.33 238.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe 280.0 1.00 280.0 = Stem Weight(s) 100.0 1.00 100.0 = Earth @ Stem Transitions 468.0 2.33 1,092.0 Total = 743.8 O.T.M. = 1,688.7 Footing Weight Resisting/Overturning Ratio = _ - 3.58 Key Weight 700.0 2.00 1,400.0 Vertical Loads used for Soil Pressure = 2,762.3 lbs Vert. Component _ Total = Vertical component of active pressure used for soil pressure 2,530.0 lbs R.M.= 6,043.3 DESIGNER NOTES: 40 Pdl 172q t "23 O eelqq 56P = 1500 Ps F- . p PII 111 1767 REFER TO BEAMS Rlo ce.rt.b,5vp("0f-T, t. R7 i11 Sv,♦P OR UsE :5)'C Pdl . 3,;2 t4 f n>_ ( 75 3 SBP = 1500 PSF 01 p PII a x435 t Ll 7'1 B req'da 6.753 - a • I l•S 1 REFER TO BEAMS 'r P-•7 (EM) SUelioer) CEtAD SuPeot'7) USE ' /x 3 x I a•'' Pdl I oa 3&6'7 p Pll 1$65 B req'd bd— -/ 1.5 REFER TO BEAMS gCJ. um Pdl <> p PII 2 B req'd■ REFER TO BEAMS USE Pdl p PII n B reR'd■ REFER TO BEAMS USE Pdl <> p PH o B req'd• REFER TO BEAM5 USE Pdl <> p PH B req'dv REFER TO BEAMS USE DATE JOB NAME.: BY: JOB No.: SHEET .YOUNG ENGINEERING 5ERVICE5 71-804 WILDCAT DR. SUITE C PALM DESERT, CA. 92211 PH 160 -B60 -5 -MO FAX 160-360-511q -- 4.1 - YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 11:48AM, 24.JAN 08 SUITE # C Description er, - ces PALM DESERT, CA 92211 Scope : Rev: 580002 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Footing Analysis & Design Page 1 (c)1983.2006 ENERCALC Engineerrnq Sottware (danfonh Guest casit8)07-1438-13.ecw:Ca1cui Description PAD 1 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live &Short Term Combined f'c Fy Concrete Weight Overburden Weight i+arss 1,500.0 psf 1.330 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dimensions... Width along X -X Axis 3.000 ft Length along Y -Y Axis 3.000 ft Footing Thickness 12.00 in Col Dim. Along X -X Axis 0.00 in Col Dim. Along Y -Y Axis 0.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Vn * Phi Applied Vertical Load... Two -Way Shear 35.04 psi Dead Load 4.100 k ...ecc along X -X Axis 0.000 in Live Load 2.900 k ...ecc along Y -Y Axis 0.000 in ShortTerm Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Summary Moments ACI C-1 ACI C-2 ACI C-3 Footing Design OK 3.00ft x 3.00ft Footing, 12.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high Mu @ Left DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 922.8 922.8 psf Max Mu 1.334 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.259 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in 20.5 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi X -X Min. Stability Ratio No Overturning 1.500 :1 1 -Way 9.121 85.000 psi 2 -Way 35.037 170.000 psi Y -Y Min. Stability Ratio No Overturninq 20.5 psi Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two -Way Shear 35.04 psi 32.18 psi 12.12 psi 170.00 psi One -Way Shears... Vu @ Left 9.12 psi 8.38 psi 3.15 psi 85.00 psi Vu @ Right 9.12 psi 8.38 psi 3.15 psi 85.00 psi Vu @ Top 9.12 psi 8.38 psi 3.15 psi 85.00 psi Vu @ Bottom 9.12 psi 8.38 psi 3.15 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru Phi As Req'd Mu @ Left 1.33 k -ft 1.22 k -ft 0.46 k -ft 20.5 psi 0.26 in2 per ft Mu @ Right 1.33 k -ft 1.23 k -ft 0.46 k -ft 20.5 psi 0.26 in2 per ft Mu @ Top 1.33 k -ft 1.23 k -ft 0.46 k -ft 20.5 psi 0.26 in2 per ft Mu @ Bottom 1.33 k -ft 1.22 k -ft 0.46 k -ft 20.5 psi 0.26 in2 per ft - 42 - YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 11:48AM, 24 JAN 08 SUITE # C Description eN ces PALM DESERT, CA 92211 Scope Rev: 580002 User: KW-0601715,Ver 5.8.0.1 -Nov -2006 General Footing Analysis & Design Page 2 (c)1983-2006 ENERCALC Engineerinq Software (tlanforth guest casaa107.1438-13 ecw:Calcula Description PAD 1 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 922.78 922.78 922.78 922.78 psf DL + LL + ST 922.78 922.78 922.78 922.78 psf Factored Load Soil Pressures ACI Eq. C-1 1,388.56 1,388.56 1,388.56 1,388.56 psf ACI Eq. C-2 1,291.89 1,291.89 1,291.89 1,291.89 psf ACI Eq. C-3 540.50 540.50 540.50 540.50 psf ACI Factors (per ACI 318-02, applied internally to entered loads) '707711''K, C-2 DL 1.400 ACI C-2 Group.Factor 0.750 Add'] "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add'] "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST " : 1.100 Used in ACI C-2 & C-3 43- YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 11:49AM, 24 JAN 08 SUITE # C Description en - ces PALM DESERT, CA 92211 Scope Rev: 580002 ' User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Footing Analysis & Design Page 1 (c)1983.2006 ENERCALC En ineerinR Software (oanforth auest casha)07-1438-13.eow:Ca1cuia Description PAD 2 General Information Creates Rotation about Y -Y Axis Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Dead Load Short Term Increase 1.330 Width along X -X Axis 3.000 ft Seismic Zone 4 Length along Y -Y Axis 3.000 ft Live &Short Term Combined Creates Rotation about Y -Y Axis Footing Thickness 12.00 in (pressures @ left & right) (pressures (LD top & bot) Col Dim. Along X -X Axis 0.00 in f'c 2,500.0 psi Col Dim. Along Y -Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Overburden Weight 0.00 psf Min Steel %0.0014 Rebar Center To Edge Distance 3.50 in Loads 1.500 :1 2 -Way 33.658 Applied Vertical Load... Y -Y Min. Stability Ratio No Overturning 85.00 psi Dead Load 3.800 k ...ecc along X -X Axis 0.000 in Live Load 2.900 k ...ecc along Y -Y Axis 0.000 in Short Term Load k ACI C-1 ACI C-2 Footing Design OK 3.00ft x 3.00ft Footing, 12.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft 1,500.0 Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures (LD top & bot) Dead Load k k Live Load k k Short Term k k Footing Design OK 3.00ft x 3.00ft Footing, 12.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 889.4 889.4 psf Max Mu 1.281 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 170.00 psi 0.259 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn *Phi 85.00 psi 1 -Way- 8.761 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 33.658 170.000 psi Y -Y Min. Stability Ratio No Overturning 85.00 psi Vu @ Bottom Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two -Way Shear 33.66 psi 30.80 psi 11.23 psi 170.00 psi One -Way Shears... Vu @ Left 8.76 psi 8.02 psi 2.92 psi 85.00 psi Vu @ Right 8.76 psi 8.02 psi 2.92 psi 85.00 psi Vu @ Top 8.76 psi 8.02 psi 2.92 psi 85.00 psi Vu @ Bottom 8.76 psi 8.02 psi 2.92 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru Phi As Read Mu @ Left 1.28 k -ft 1.17k -ft 0.43 k -ft 19.7 psi 0.26 in2 per ft Mu @ Right 1.28 k -ft 1.17k -ft 0.43 k -ft 19.7 psi 0.26 in2 per ft Mu @ Top 1.28 k -ft 1.17k -ft 0.43 k -ft 19.7 psi 0.26 in2 per ft Mu @ Bottom 1.28 k -ft 1.17 k -ft 0.43 k -ft 19.7 psi 0.26 in2 per ft - 44 - YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 11:49AM, .24 JAN 08 SUITE # C Description - oe5 PALM DESERT, CA 92211 Scope: Rev: 580002 User: KW-0601715. Ver 5.8.0, 1-Nov-2006 General Footing Analysis & Design Page 2 (c)1983.2006 ENERCALC Engineering Software (danforth quest casita)07.1438.13 ecw•Calcula RMEMNEOMM Description PAD 2 Soil Pressure Summary 19 Service Load Soil Pressures Left Right Top. Bottom DL + LL 889.44 889.44 889.44 889.44 psf DL + LL + ST 889.44 889.44 889.44 889.44 psf Factored Load Soil Pressures ACI Eq. C-1 1,341.89 1,341.89 1,341.89 1,341.89 psf ACI Eq. C-2 1,245.22 1,245.22 1,245.22 1,245.22 psf ACI Eq. C-3 510.50 510.50 510.50 510.50 psf ACI Factors (per ACI 318-02, applied internally to entered loads) Cl C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Used in ACI C-2 & C-3 - 4.5 - rn _YO IIN(, I NGINEL RIN i SER VICE'S www valuenm =Nv 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 MAX LOAD ON PAD FOOTING BASIC SOIL BEARING 1500 PSF LF= 1.7 WIDTH INCREASE 300 PSF OVER FT Fc 2.5 MAX SOIL BEARING 4500 PSF MARK F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 B (FT) 2 3 4 5 6 7 8 9 10 11 PLATE LENGTH IN 16 16 16 16 16 16 16 16 16 16 PLATE WIDTH (IN) 12 12 12 12 12 12 12 12 12 12 A(FT)2 4 9 16 25 36 49 64 81 100 121 P max K 7.2 18.9 1 38.4 67.5 108 161.7 230.4 315.9 420 544.5 max (KSF) 1.80 2.10 2.40 2.70 3.00 3.30 3.60 3.90 4.20 4.50 T (FT) 1 1 1 1.5 1.5 1.5 2 2 2.5 2.5 Mnet (IN-K/FT) 5.50 8.13 24.00 Ff9.91 -90.65,,148.11 220.00 317.40 430.95 578.19 Mu (IN-K/FT) 9.35 13.81 40.80 84.85 154.11 251.79 374.00 539.58 732.62 982.92 4/3(Mu) IN-K/FT 12.47 18.42 54.40 113.14 205.47 335.72 498.67 719.44 976.82 1310.56 BAR SIZE 5 5 5 5 5 6 6 6 6 6 SPACING IN 12 12 12 12 12 12 8 6 6 4 As 0.31 0.31 0.31 0.31 0.31 0.44 0.66 0.88 0.88 1.33 Fy 60 60 60 60 60 60 60 60 60 60 a 0.72 0.72 0.72 0.72 0.72 1.04 1.56 2.08 2.08 3.12 d (IN) 8.69 8.69 8.69 14.69 14.69 14.63 20.63 20.63 26.63 26.63 Mur (IN -K) 137.95 137.95 137.95 237.35 237.35 336.50 710.16 934.48 1220.76 1793.94 M STATUS :mo 29,0K`s' OK 0 K aK: '".1O,ka<31 X0K- "t 00 K .; Vu K) (BEAM) 0.00 0.36 2.33 2.56 5.23 8.44 9.06 12.94 13.75 18.33 (t)Vc (K) 8.86 8.86 8.86 14.98 14.98 14.92 21.04 21.04 27.16 27.16 V BEAM STATUS :40. 0K ""bKOK; OKr'O,K af Vu (K) PUNCHING 100.52 1100.52100.52 214.89 214.89 213.51 364.21 364.21 551.64 551.64 V PUNCHING STATUS OK OK xjOIC4OK 1OK, `, IO ;`QKOKQ .;Qr YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 12:06PM, 10 JAN 08 SUITE # C Description a+ cs PALM DESERT, CA 92211 Scope Rev: 580004 User:KW-0601715. Ver 5.8.0. 1 -Nov -2006 ENERCALC Plywood Shear Wall & Footing Page 1 (c)1983-2006 Engineerinq Software + (danforth quest casita107-1438-13.ecw:Calcula , Description Footing Under SW 2 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined # Plywood Layers 2 Wall Length 2.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 8.000 ft Seismic Factor 0.176 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 4.000 Stud Spacing 16.00 in Loads Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 465.00 #/ft * 2.000 ft = 930.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft * 2.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 5.000 ft Concrete Weight 145.00 pcf Wall Length 2.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 5.000 ft f c 2,500.00 psi Footing Length 12.000 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 488.9#/ft, Capacity = 560.000#/ft -> OK Wall Overturning = 7,631.5ft-#, Resisting Moment = 272.Oft-#, End Uplift = 3,679.74lbs Max. Soil Pressures: @ Left = 486.3psf, @ Right = 486.3psf Sill Bolting: 1/2" Bolts @ 20.73in, 5/8" Bolts @ 32.48in, 3/4" Bolts @ 46.68in Footing Summary... Max. Footing Shear = 4.46psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 2.761 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD5A, Capacity = 40101bs HD5A, Capacity = 40101 b HD5, Capacity = 4075lbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs PHD5, Capacity = 46851bs HD6A, Capacity = 5105lbs HD6A, Capacity = 5105lbs - 47 - YOUNG ENGINEERING SERVICES Title : Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 12:06P M, 10 JAN 08 SUITE # C Description EN aes PALM DESERT, CA 92211 Scope Rev:580004 - User: KW -0601715. Ver 5.8.0, 1 -Nov -2006 Plywood Shear Wall & Footing Page 2 (c)1983.2006 ENERCALC Engineerinq Software (danforth quest casita)07-1438-13 ecw:Calcula Description Footing Under SW 2 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.173 ft 2,173 ft Soil Pressure @ LEFT Side of Footing 486.25 psf 0.00P sf Soil Pressure @ RIGHT Side of Footing 0.00 psf 486.25 psf Moments... Actual Mu @ Left Wall Edge 3,901.34 ft-# 3,281.70 ft-# Actual Mu @ Right Wall Edge 3,281.70 ft-# 3,901.34 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 4.459 psi 3.767 psi 100.000 psi 9,098.30 ft-# 25,122.00 ft-# 2.761 :1 -48- 3.767 psi 4.459 psi 100.000 psi 9,098.30 ft-# 25,122.00 ft-# 2.761 :1 • • YOUNG ENGINEERING SERVICES Title: Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 12:07PM, 10 JAN O8 SUITE # C Description eN ee PALM DESERT, CA 92211 Scope j Rev: 580004 (c)198 006 ENERCALC Engineernq Software Plywood Shear Wall &Footing Page 1 Description Footing Under SW 3 LGeneral Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined # Plywood Layers 2 Wall Length 2.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 8.000 ft Seismic Factor 0.176 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 4.000 Stud Spacing 16.00 in 0.00 lbs Loads 0.00 ft-# Footing Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft 2.000 ft Rebar Cover Point Load # 2 0.00 lbs at 0.00 ft fc 2,500.00 psi Point Load # 3 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 465.00 #/ft 2.00Oft = 930.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 2.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 9.000 ft Concrete Weight 145.00 pcf Wall Length 2.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 11.000 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 488.9#/ft, Capacity = 560.000#/ft -> OK Wall Overturning = 7,631.5ft-#, Resisting Moment = 272.Oft-#, End Uplift = 3,679.74lbs Max. Soil Pressures: @ Left = 495.9psf, @ Right = 607.1 psf Sill Bolting: 1/2" Bolts @ 20.73in, 5/8" Bolts @ 32.48in, 3/4" Bolts @ 46.68in Footing Summary... Max. Footing Shear = 5.33psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 2.199 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wail to Footing HDSA, Capacity = 4010lbs HDSA, Capacity = 4010lbs HD5, Capacity = 4075lbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs HD6A, Capacity = 5105lbs HD6A, Capacity = 5105lbs - 49 - E as Rev: 580004 User: KW0601715, Ver 5. (c)1983-2006 ENERCALC Description YOUNG ENGINEERING SERVICES Title : Danforth Guest Casita Job # 07-1438-13 77-804 WILDCAT DR. Dsgnr: Date: 12:07PM, 10 JAN 08 SUITE # C Description PALM DESERT, CA 92211 Scope 1 -Nov -2006 Plywood Shear Wall & Footing Page 2 ineerinpSoftware (danforth quest casita107.1438.13.ecw:Calcula Footing Under SW 3 Footing Analysis Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.040 ft 2.674 ft Soil Pressure @ LEFT Side of Footing 495.86 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 607.10 psf Moments... Actual Mu @ Left Wall Edge 8,615.53 ft-# 8,761.92 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @ V from Left Wall Edge vu/.85 @ V from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 5.235 psi 0.000 psi 100.000 psi 9,098.30 ft-# 22,458.13 ft-# 2.468 :1 I. - -- 4 Building Department Services, Inc. J ^ y On> 1 Cc? /Z! 4354 Town Center Blvd„ Suite 114-53 • EI Dorado Hills, CA 95762 Phone: (916) 496-0274 • Fax: (916) 933-8233 - www.bdswebsite.com - 50 - 5.327 psi 0.000 psi 100.000 psi 9,098.30 ft-# 20,010.13 ft-# 2.199 :1