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SFD (05-4783)78210 Masters Cir 05-4783 BUILDING & SAFETY DEPARTMENT. BUILDING PERMIT Owner: D KERT TIM & CATHY 155 GRANADA CT DETACHED QUINTA, CA 92253 APR 14 2006 Applicant: Architect or Engineer: ' f Lic. No.: OOR SQUARE FOOT • LICENSED CONTRACTOR'S DECLARATION hereby affirm under penalty of perjury that I m I' under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business d Professi nals Code, and my License is in full force and effect. License Class: B L%ensa No.: 874262 'D 3 O .''Conffactor:, WNER-BUILDER DECLARATION I hereby affirm under penalty of perjury t t 1 a exempt from the Contractor's State License Law. for the following reason (Sec. 7031 .5, Business a rofessions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: C (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. , B.&P.C. for this ieason 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: LQPEn1IT ROSS CONSTRUCTION INC, T. 45010 DESERT VIEW CT LA QUINTA; CA 92253 (760)200-5400 Li c. No.: 874262 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 4/07/06 ------------------------------------------------ WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: - _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. y, _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MAINSTAY is Number MBSIP0003 " _ I certify that, in the performance f the w Number for which this permit is issued, I shall not employ any person in any manner so a ecpm su ect to the workers' compensation laws of California, and agree that, if I shout b ome s ject to the workers' compensation provisions of Section 37000 of the Labor Co , shall fo with comply with those provisions. Dat 1 —t%v Applicant_ WARNING: FAILURE TO SECURE ORKERS' OMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIM AL PE LTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 0100,000). IN ADDITION E 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 Ouinta, 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 abo information is correct. I agree to comply with all city and county ordinances and state laws relating to buildi on tru✓ ion, and hereby authorize representatives of this county to enter upon the above-mentioned propert r insp coon purposes. [D'a#Cyt/ _7,: ! ` l Signaturee(Applicant or Agent): P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Ot Application Number: 05-0.00_04.7.83 Property Address: 78210 MASTERS CIR APN: 770-360-010- - - {t a Application description: DWELLING - SINGLE FAMILY Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 498431 BUILDING & SAFETY DEPARTMENT. BUILDING PERMIT Owner: D KERT TIM & CATHY 155 GRANADA CT DETACHED QUINTA, CA 92253 APR 14 2006 Applicant: Architect or Engineer: ' f Lic. No.: OOR SQUARE FOOT • LICENSED CONTRACTOR'S DECLARATION hereby affirm under penalty of perjury that I m I' under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business d Professi nals Code, and my License is in full force and effect. License Class: B L%ensa No.: 874262 'D 3 O .''Conffactor:, WNER-BUILDER DECLARATION I hereby affirm under penalty of perjury t t 1 a exempt from the Contractor's State License Law. for the following reason (Sec. 7031 .5, Business a rofessions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: C (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. , B.&P.C. for this ieason 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: LQPEn1IT ROSS CONSTRUCTION INC, T. 45010 DESERT VIEW CT LA QUINTA; CA 92253 (760)200-5400 Li c. No.: 874262 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 4/07/06 ------------------------------------------------ WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: - _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. y, _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MAINSTAY is Number MBSIP0003 " _ I certify that, in the performance f the w Number for which this permit is issued, I shall not employ any person in any manner so a ecpm su ect to the workers' compensation laws of California, and agree that, if I shout b ome s ject to the workers' compensation provisions of Section 37000 of the Labor Co , shall fo with comply with those provisions. Dat 1 —t%v Applicant_ WARNING: FAILURE TO SECURE ORKERS' OMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIM AL PE LTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 0100,000). IN ADDITION E 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 Ouinta, 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 abo information is correct. I agree to comply with all city and county ordinances and state laws relating to buildi on tru✓ ion, and hereby authorize representatives of this county to enter upon the above-mentioned propert r insp coon purposes. [D'a#Cyt/ _7,: ! ` l Signaturee(Applicant or Agent): LQPERMIT Application Number A Permit . . . BUILDING PERMIT Additional desc . LQPERMIT Application Number 05-00004783. Permit . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 2036.00 Plan Check Fee 1323.40 Issue Date . . . . Valuation . . . 498431 Expiration Date 10/04/06 " Qty Unit Charge .Per Extension BASE FEE 639.50 399:00 3.5000 THOU BLDG 100,001-500,000 1396.50 Permit . . . ELEC-NEW RESIDENTIAL Additional desc . Permit Fee . . . 249.16 Plan Check Fee 62.29 Issue Date Valuation 0 Expiration Date 10/04/06 Qty' Unit Charge Per Extension BASE FEE 15.00' `5805.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 203.18. 799.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 15.98 1.00 15.0000•EA ELEC TEMPORARY POWER POLE 15.00 .Permit . . . GRADING PERMIT Additional desc . Permit Fee 15.00 Plan Check Fee .00 Issue Date . . . . Valuation 0 Expiration Date 10/04/06 Qty Unit Charge Per Extension --------------------------------------=------------------------------------- BASE FEE 15.00 Permit . . . MECHANICAL Additional desc . Permit Fee . . . . 170.00 Plan Check Fee 42.50• Issue Date . . . . Valuation . . . . 0 Expiration Date 10/04/06 Qty Unit Charge Per Extension BASE FEE 15.00 5.00 9.0000 EA MECH FURNACE <=100K 45.00 5•.00 9.0000 EA MECH B/C <=3HP/100K BTU 45.00 9.00 6.5000 EA MECH VENT FAN 58.50 1.00 6.5000 -----------------------------------------------------------------=---------- EA MECH EXHAUST HOOD 6.50 LQPERMIT Application Number . ... 05-00004783. Permit PLUMBING Additional desc . •Permit Fee 279.75 Plan Check Fee 69.94 Issue Date . . Valuation 0 Expiration Date 10/04/06 Qty Unit Charge Per Extension BASE FEE 15.00 31.00 6.0000 EA PLB FIXTURE 186.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 3.00 6.0000 EA PLB ROOF DRAIN 18.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 - 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 15.00. .7500 EA PLB GAS PIPE >=5 11.25 1.00 15.00.00 EA PLB GAS METER 15.00 -------------------------------------------------------------- Special. Notes and. Comments -------------- 5805 sq. ft. sfd this permit does not - include pool& spa block walls or driveway approach.March 13, 2006 4:41:20 PM jjohnson Other Fees -------------------------------------- . . . . ART IN PUBLIC PLACES -RES 746.07 DIF COMMUNITY CENTERS -RES 74:00 DIF CIVIC CENTER - RES 480.00 ENERGY REVIEW FEE 132.34 DIF FIRE PROTECTION -RES 140.00 GRADING PLAN CHECK FEE .00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 STRONG MOTION (SMI) - RES 49.84 DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION - RES 1666.00 Fee summary Charged Paid Credited Due Permit Fee Total ------- ---------- ---------- ---------- 2749.91 .00 .00 2749.91 Plan Check -Total 1498.13 750.00 .00 748.13 Other Fee Total 4624.25 .00 ..00 4624.25. Grand Total 8812.29 750.00 .00 8122.29 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garagestearports, covered patiostwalkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for Poring, 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 $2.63 X 5,805 S.F. or $15;267.15 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 CC/Union Bank of California - Kirk Miller Name on the check Check No. 0407004199 Telephone 200.6385 Funding Residential By Dr. Doris Wilson Superintendent R ter 5, 5- Fee collected /exempt by a On C ilvrey Payment Recd $0.00 .=l _1OverlundeK' ' ,A $15,267.15 r . Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), will erve 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 ich 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 if Duplicated Embossed Original -Building Department/Applicant Copy -Applicant/Receipt Copy -Accounting CERTIFICATE OF COMPLIANCE Desert Sands Unified School District o 47950 Dune Palms Road z4c i BERMUDA DUNES r- Date 4n/os 4/7/06 La Quinta, CA 92253 RANCHO MIRAGE INDIAN WELLS r No. 28358 (760) 771-8515 d PALM DESERr LA QUINTA a INDIO f Owner Tim & Cathy Pinkert APN # 770-360-010 Address Jurisdiction La Quinta City Zip Permit # . Tract # Study Area " Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78210 Master Circle 5805- Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 , Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garagestearports, covered patiostwalkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for Poring, 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 $2.63 X 5,805 S.F. or $15;267.15 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 CC/Union Bank of California - Kirk Miller Name on the check Check No. 0407004199 Telephone 200.6385 Funding Residential By Dr. Doris Wilson Superintendent R ter 5, 5- Fee collected /exempt by a On C ilvrey Payment Recd $0.00 .=l _1OverlundeK' ' ,A $15,267.15 r . Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), will erve 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 ich 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 if Duplicated Embossed Original -Building Department/Applicant Copy -Applicant/Receipt Copy -Accounting u 4 Building ^- I© Address 1 Owner I I Int (tet c` T e 0 WT 4 4 a" P.O. BOX 1504 78-495 CALLE TAMPICO P_5V_J1 LA QUINTA, CALIFORNIA 92253 Address L:^--]C C Contractor I 1 c7 d✓• Address City lZip noSS C°. Vis,. Statei . j / / i City & Classif. n " Lic. # Designer k, LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). O 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company O Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). 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 Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT If, after making this Certificate of Exemption you should become subject to the Workers' Compensation Provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT APPLICATION ONLY BUILDING: TYPE CONST. OCC. GRP. A.P. Number ' 1C) O "'©l(0 Legal Description If % LO 1 Project Description ✓t 2-00- Sq. Ft. / , , ,1 No. No. Dw. New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: Minimum Setback FINAL DATE Issued by: Validated by:— Validation: YELLOW = APPLICANT from Center Line_ tback from Center Date Permit PINK = FINANCE AMOUNT iLa. _ P.O. Box 1504 LA QUINTA,.CALIFOR'N]A,92247-1504 rF of 9 . 78.-495 CALLE TAMPICO (760) 777-7000 LA QUINTA,' CALIFORNIA 92253 FAX .(760) 777-7.101 March 17, 2006 Mr. James G. McIntosh JMA Architecture & Engineering 73-995 EI Paseo, Suite 201 Palm Desert, 'CA 92261 : SUBJECT: MINOR_ USE PERMIT 2006-766 78-210 MASTERS CIRCLE Dear Mr. McIntosh: Your request for approval of Minor Use Permit 2006-766, allowing the construction of a casita/guesthouse at 78-210. Masters Circle in. La Quinta; is hereby approved. You may now contact the Building & Safety Department for your building permit. Enclosed is the approved original Deed Restriction for this Minor Use Permit. It must be signed by the.owner in front. of a NotaryPublic. The original approved documents are then to be recorded with the County Recorder, with a, recorded copy given to the City for our files.' The Community Development Department will sign the job card when the recorded copy is received, w'hic'h would provide our clearance to .the Building & Safety. Department to issue the building final inspection. Until the recorded copy is received by the Community .:Development Department, your Minor Use Permit is not complete and a final inspection will not be conducted by the Building & Safety Department; Should you have any questions, please call me at (760) 77.7=7125. Very truly yours . JA" WUU Assistant Planner Attachments c. Building and Safety Department RECORDING .REQUESTED BY:. Mr. .& Mrs. Tim & Cathy Pinkert'. WHEN RECORDED PLEASE MAIL TO: Mr.'James G. McIntosh JMA Architecture & Engineering _ 73-995 EI.Paseo, Suite 201. Y Palm Desert, CA, 92261 COVENANT AND AGREEMENT RESTRICTING THE USE OF.THE RESIDENCE AT 78-210 MASTERS CIRCLE, LA QUINTA, CALIFORNIA This Covenant and Agreement are made and executed this 17th day of March by Mr. & -Mrs. Tim & Cathy Pinkert, as the recorded. owner(s) of the property described herein. The City of La Quinta, a Municipal Corporation, is hereby made a party to this Agreement.for the purposes 'set forth below. The undersigned hereby certifies that he/she is the property owner of. 'the - following described.. real property in the City of La Quinta, County of Riverside, State, of California: LOT 82 TR 28611: APN: 770-3.60-010, in the City of La Quinta, County of Riverside, State of California , t y In consideration of the City of La. Quinta issuing a building permit for 'certain improvements which will be constructed on said property, the undersigned does hereby covenant and agree to, and with. said City, to restrict the use of said property as follows: 1. The guest house may .not be rented nor sold independent..of the main single- family residence (Minor Use Permit No. 2006-766); 2-. No kitchen or cooking facilities shall be constructed in the guest house per the provisions of Chapter 9.30.030 (RL Zone District) and 9.60.110 (Guest Houses) of the La Quinta Municipal Code; 3. —All on-site facilities are intendedfor the sole occupancy of the property owner(s), guests, and caretakers (i.e., .a maid. and/or housekeeper, etc.); and, 4. ..The guest house shall be used primarily as a sleeping facility,. and shall be . maintained in accordance with all zoning and other codes as set forth in the La ..Quinta Municipal Code,`as maybe amended from time to time. This Covenant and Agreement shall run with the land and shall be binding upon future owners, their successors, heirs, or assigns, and ourselves, and shall continue in effect while said accessory building. remains on .the real property. or unless otherwise released by the authority of the City of .La Quinta. .All leases of said dwelling and/or property shall be subject to this restriction. This Agreement shall be entitled to the , remedy of injunctive. relief in,addition of any remedy in law or equity. This Covenant and Agreement and the provisions hereof are irrevocable, except by the written consent of all parties to the agreement, including the City of La' Quinta, a . Municipal Corporation. The City shall have the right to enforce each 'and every ` provision hereof and the parties agree that the Agreement shall not be rescinded, revoked, .modified, or otherwise amended or changed, without the expressed, .written_ consent of the City first being obtained. In the event that• the owners, their heirs, assigns or successors in interest,: shall fail toperform any obligation hereunder, they hereby. agree to pay. all, costs and expenses incurred by the City of La Quinta,in securing performance of such obligation',' including attorney's fees. ,By. 11. 12. 3. Signatures) Printed Name of all owner(s). Dated: 9Xya2 31 Dou R. Evans Date Community Development Director City of La Quinta 2"'SAND OVER & K*4 VAPOR BARRIER 4. Z-5 AR POMLLS" At, 18- N 5 -#4 -BARS 00 NT. HbRIZONTAL 10" 2 SAND OVER 6 MIL VAPOR iBARRIER. Y®SING ENGINEERING SERVICES 77-804 Wildcat Dr., Ste. C, Palm Desert, CA. 92211 (760) 360-5770 • fax (760) 360-5719 December 21, 2006 Tom Hartung Building Official City of La Quinta Re: Pin kertResidence,-7S l2 0 Masters Circle, La Quinta, Ca Dear Mr. Hartung, We have performed Structural Observation per C.B.C. section 1702 for the rough framing at the above referenced project and find it be in General Conformance with the approved City plans and calculations with the exception of the following items: ■ Epoxy 5/8"dia. all -thread 6" into existing slab using Simpson SET epoxy at shear walls #9 and #10 for minimum 2 -anchor bolts per panel. Special inspection required -for epoxied anchors. ■ Truss panel blocking is missing over beam R10 at the front of the garage as shown in detail 19/55.1. Provide 2x10 minimum flat blocking between trusses. Nail blocking to top of interior and exterior beam using 4-16d per beam per block. ■ Provide MST48 strap at plate break at rear of laundry room at the post supporting ridge beam (R14) over bedroom #2. ■ Missing MST72 strap as shown in detail 6/S5.1 at shear wall #29 at the bedroom #1. Provide LTP4 at 9" o/c from beam to top plate. ■ Provide 1/2" diameter x 6" lag bolts at 48" o/c at barge rafters. (minimum 2 -lag bolts per barge rafter) Lag bolt through end rafter or through blocking between studs. ■ At shear wall #45 in the powder room,. Provide new 4x6 post on right side of sill plate break and an additional 2x6 stud along the existing 3x6 stud on the left side of the sill plate break. Install HDSA hold down on each new post. Epoxy 5/8" diameter all -thread 10" into footing using Simpson SET for new hold down. Existing anchor bolt may be used for hold down. Epoxy additional 5/8" diameter all -thread 6" into existing slab using Simpson SET epoxy for minimum 2 -anchor bolts per each side of the sill plate break. Edge nail plywood along new 4x6 post. ■ Roof was papered and stacked at time of observation. Roof diaphragm nailing was not observed. _.. - Please note that this letter does not relieve the City or the Special Inspectors from determining compliance with the approved structural plans. If you have any questions please call. Sincerely, Jeffrey B. Young, S.E. r ...... 0`.3..0.493 Sladden Engineering i r 6782 Stanton Ave., Suite A •39-725 Garand Ln., Suite G 114 S. -'California Ave. 15438 Cholane Road Buena Park, CA 90621 Palm Desert, CA 92211 ` Beaumont, CA 92223 Victorville, CA 92392 - (714) 523-0952 (760) 772-3893 (951) 845-7743 760-962-1868 Fax (714) 523-1369 Fax (760) 772-3895 Fax (951) 845-8863 Fax 760-962-1878• :. Date 5' / i FIELD MEMO .Job No. Project Name 7 - k (,j /i//i_-f-r Client:. • Site Address Job Phone ' Work Done Test Summary / Footings Inspected Test No. Location Elev. Dry Density Moist % % Relative Compaction Ref. Max pcf Moist % 12.3 " -5 N-- Comments :P 1 a S /1 /1 1.- f Field Tech._.. Super: or Agent } 24 hour.notice requested. to schedule Field Technician. :Thank- you•for the opportunity to be of service. JCM Inspections El 39725 Garand Lane Suite F Palm Desert; CA 92211 INSPECTIONS Phone: 760-345-5554 - Fax: 760-772-3895 INSPECTIONS EPDXY INSPECTION REPORT Date: b' _ '; I_ ol( Project Name: Project No: 06-524 Tim & Cathy Pinkert Residence @ The Tradition Project Address: `City: Lot 82 78-210 Masters Circle La Quinta, CA Client: Sub -Contractor: Owner R & D Concrete General Contractor: Architect: Structural Engineer: T Ross James G. McIntosh Young Engineering Services ®'Anchor Bolts Rebar _ Epoxy Type: . <a . n, S c . . C_ D'a-- Epoxy Shelf Lifer \ \ } n(aR v> Hole Cleaning Method(s);LLI 1_11C \c.. , r*,c c CSS.^k i c \S, n n ' 1*1Cc C. \ ❑✓ IBC Title 24 Other: Unresolved Items: None 0 ❑ See Below Description of Work Inspected: or -4 > 3 , fib\ rt nti1(1 t \x\\ o, c r 1 )_ ,k A ,n r 1t30-1 rl? c C - n . c G1< tC ah ', . n ('XIS n C-0 ric cAC 1' ( 1 ( c' CR,.1,PC e ` c.Y eC C rh r' C C' C\L\l-Z X J c S \kcV 1cx"' /! 1\ , ,+ ri it C + N C ' l r . '—r% 'y i ( d /\ ``\. :L p aC r nnC\1 ...4, (A;l .f AG.P 'C Cr, 4r kO1 \r\S. li l, _ l?N( L Q e {'7 .- , ,1aC} \Cr.1 l." \+) '. t'i G1fC C jC t.4 , v' \ `( / ,• C \'a^Y, Mf..,., ? 1c.. • w7 f • C3tyC l. ! Work complies with written approval from Structural Engineer and ICC Evaluation Report #1 --Z — v I hereby certify that I have inspected all of the above work, unless otherwise noted, and to the best of my ability I have found this work to comply with the approved plans, specifications _applicable building laws. Final report issued at project completion. Inspector:. Jack C. Millin (^ ICC CertificratioWNo: 0842216-49 Contractor's Representative: Copy 1 JCM Inspections Copy 2 Project Superintendent Copy 3 Governing Agency Page \ of w.. 10/12/2005 10:14. 7603468842 JAMES MCINTQSN PAGE 02/05 • 4"4 1 Iden Engineering 6782 Stanton Ave., SLite A. Buena Park. CA 90621 (714) 523-6852 Fax(T14)52-1430 39`725 Garand Ln.. Suite G. Palm Desert. CA 92211 (760) 772-3893 Fax (7601 772-31395 October 4, 2005 Project No. 544.-5773 03.10-960 Tim &.KathyPinkert )MA Ardtitecture 73-M E1 Paseo, Suita201 Palm Desert, .California .92260. Attentioru bft. Jim Mcintosh Project: "Masters Circle — Lot 82 Tradition Golf Club La Quinta,:Califomia i • Subject Geotechnical Update Ref: 1. Report of Observations and Testing .During Rough Grading prepared by !Sladden Engineering dated July 30,1997,.P.rojectNo. 522.6138-CL 1. Geotechnical Update prepared by Sudden -Engineering: dated Dommbcr 12, 1996, Project No. 544-6130. As requested, we have reviewed.the geotredwkEl.reparts previously prepared: for. the Tradition dovelopment as.they reiate to the.desigmand.eonstmetion of the proposed-residence. The project site is. located at Lot 82 Masters Cirde;.within the Tradition Golf :Club development in the Cityof La Quinta, California. It is.our understanding that the proposed residential structure, will consist" of a relatively lightweight wood frame structure. It Is our understanding that the proposed residence will be Supported upon .conventional s}wllow spend footings and concrete slabs. on grade. As dewribed within the. previous reports, the subject lot was previously graded during the Initial rough grading of the Traditionproja d sits The rough grading included overexcavation of the native sudece soils along with the placement of. engineered-fill. material to constructthe; building pad. The site grad" is summarized to the previous grading reports along with the-compaction test resul ts. The referenced reports includo recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values included in these :reports remain applicable for the design and cortstruction-of the proposed residential structure foundations. • r t d 519011Z029'ON/Z£;.0 '_S/££ n S00? Z 1£0t03hi? 1d3s3G I lyd PJ?COti1S lOd3 10/12/2005 10:14 7603468842 JAMES MCINTOSH PAGE 03/05 ai October 4, 2405 .2_ Project No. 544 -SM 05-10-W The structurol values recommended in the previous geotechnical reports remain applicable for use in foundation design. Conventional shallow spread footings should be bottomed into Properly compacted fill materiel a minimum of 12 inches below iowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1800 psf and 2000 psf, respectively. The recommended allowable bearing premoe may be increased by one-third when considering wind and seismic loading, increases in allowable bearing pressures may be realized with incrcas d footing size, Allowable increase of 200 psf for each additional i foot of width and 250 psf for each additional b inches of depth may be utilized, it-desireclThe maximum allowable bearing prmure shoitld1e.3000 psf. Resistance to lateral-loods can be provided by.a combination. of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.48 between soil..and.concrete.may be.used with dead load forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings, wwch;are placed Winst properly compacted native soils. • RetaLilng basement walls will be required toaccomplish the proposed -subterranean parking Ivmt conn ruetiwn. Cantilever retaining walls may bed x-aigned_using "active" pressures. Active: pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soils with level free -draining backfill conditions. The equivalent fhaid weight.should be increased to 55 pcf when designing restrained walls such as tits propomd basement waAs. The.bearing soils are non -expansive and fall .within the "very low" expansion category In accordance with Uniform Building Code (UBC) classification criteria, Pertinent 1997. UBC Seismic De4ign.parameters are: suuunanzcd on the attached. data sheet. Because the lot has-been previously graded, the remedial grading. required,aL this rima fvr tt,e prclosed residence should be minimal. The building areas should .be cleared of surface vegetation` scarified and moisture conditinned .prior to precise grading. The exposed surface should be compacted so that.a minlmum of.90 percent relative compaction is attained priof to. fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. Sfadden Engineering Z d 5190 V7089'0N/Z£:6 '1S/££':6 SON Zl 1£0`O3Ni 1`d3S?C .Ilv'd N 00Y?S NOU 10/12/2005 10:14 7603468842 JAMES MCINTOSH PAGE 04/05 October 4, 2005 -3- Project No, 54+5773 05-10-%0 IE.you have questions mgarding this report,.pl+eaSe contact the undersigned. Rcspectiuuy submitted, SI:A.DDEN ENGINEUtING CO w No G 44i38'J � Brett L, ctder®On a Exp. 9/43 .Princ FW Engineer `�rj C1Vi1. �` 7. .SE WPC Copier! 4JMA Architecture i Sladden En&"Ping E G MO<<�oag o�izE.a '1S/EE:6 Eo�� ci i�oca3M; 1a3s3n 4IIV 10/12/2005 10:14 7003468842 JAMES MCINT(DSH PAGE 05/05 October 4.20M -4- Project No. 54+5773 05-i0-9so 1"7VNIFORMBLgLDINGCODE INFORMATION The international Conference of Building Officials 1997 Uniform Building, Code contains substantial revisions -and additions to the earthquake engineering section in Ch2pber 16. Concepts contained in the code that will be relevant to construction of the proposed structure are summarized below. Cround shag is.expecW to be the:pfimary ha7.ard most likely to:afkct the: site, basedi upon proximity, to significant faults. capable of .genarWng large einhquakies Mapr fautt zones coneidcrcd to be most likely to create strong ground shaking at the site are listed below. Fault Zone ,Appr*ximate Dibtence From Site Vault Type 4 (1997 UBC) San Andreas 13 km A San Jacinto 30 km A • Based omma field.observations and understanding of lool geologic conditions, the sail profile type judged applicable to this site is Soo gertcmlly described as stiff or dense.soil. The site.is located. within.:UBC Seismic Zone.4. The following table presents additional coefficients and factors relmrit,to seismic mitigation for new,aannmedon upon adoption -of the 1997 code. Sladdes Engineering v d y l9OLLZ099 '0N/Z£; B '1S/££; 6 900Z Z l _00 N13A) 1300 W1Vd N300V IS- W08J Near -source Near -Source Seiernir Saismsc Seismic Aooeieration Velocity Coefficient Coefficient Source Factor, N,. } Factor, N. Ca C. Sen Andirem 1.0 1.1 0.44 N. 0.64.N San Jacinto i.0 1.0 0:44 Na OA 4 Nw Sladdes Engineering v d y l9OLLZ099 '0N/Z£; B '1S/££; 6 900Z Z l _00 N13A) 1300 W1Vd N300V IS- W08J IBM 1 3 2006 BY: 0 ° r el f 01 f f r r r r r f I a pr Al - Ln !!e!.' awe a. r r\/ r r f r y rr .r \V \ 0 ♦ , ; fry 011 . e : !.!a - ._............_....._ N f b - aGO3 ,a a Q o a .J. 'O _ Ii jtz 2 r c...m y a 3 v i a O - Q I ^, i2 PLY) r 'I —6 20'-44" 23'— 13'=6" 2 —2 7'-3" ' 15'-1O " 'THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses ore designed as individual • buildirig components to be SR DRAWING APPROVAL Incerporcted Into the building deafgn of the.epecf9cotfen of the bu0ding destgne, See Individual dmlgn sheets for eecA - THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TR&SSES AND VOIDS-ALL PREVIOUS ARCHITECTURAL OR OTHER ,wes`dmign leenUDed on the placement Brewing. The .building deeigher ie responsible for temporary erM permaneeabrocing, _ THIS LAYOUT'S. RENEW. AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY. TRUSSES 'WILL BE BUILT. 'of•the roof ane noor eyetem eM"for the av atl.ethxtum., The design of the tnns,eupport ewctum I7luding headers, beams, VERIFY ALL CONDITIONS •TO INSURE AGAINST, CHANGES INA T WILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANGES OR walls, or M, eotumns'is the re,pomibflity ol•Wfe bonding, deeignar. For general guidance regarding broelrp, consult '9raNng of ALTERATIONS TO THIS LAYOUT MUST BE-NOTED ON THIS DRAWING & INITIALED BELOW BY BUILDER OR HIS/1•IER REPRESENTATIVE roof busses' oro0oble hon th Tram Rote tnsMdte, 58! D'Onlhio DrfFw; Madison, WI 55179. rove Dote: . Client: PLASTER TEC CONSTR UC.TION p ; yp,Pob D,esc.: I- INjEp T RE,STDENCE IF 2. R1,Q y .. JMW TRUSS Site Information: LOT 82 aye LA QUIIVTA, CA r„ Committed t'o Excellence .'Scale: k..T,S Date: 12-2s-o5 Drawn By: RAULAVITAL ab #B5100240 n 10 _ z _ .. • it Design / Engineering Office _ 35-325 Date Palm Dr., Suite 225 n Cathedral City, CA 92234 J M W Truss (760) 202-3699 Fax: (760) 202-4399 w Re: B5100240 PINKERT RESIDENCE The attached truss drawings have been prepared by JMW Truss and Component, under my direct supervision based on the parameters provided by: PLASTERTEC CONSTRUCTION Pages or sheets covered by this seals: 23 My license renewal date for.the state of California is June 30, 2006. Jigiang, Cao t• 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-1995 Sec. 2. .. Y QWESS/p ,ql JIQIANG CAO C 66380 m cr- EXP. 01 '/30/06 r1 U r] L • • • Job Truss Truss Type Qty Ply TRUSSES A01 FINK q 1 I - ' JMW TRUSS, CATHEDRAL CITY, CA `Job Reference (optional) - 6.200 s Mar 5 2005 Mi I ek Industries, Inc. Tue Jan 10 14:1337 2006_ Page 1 6-1-15 13-7-3 21-0-7 6-1-15 7-5-4 ' ,. 7-5-4 0-8-5 Sm. 1:3S. come4..,rz 4x8 M11T0- ` . 4.0017 3 ,. . 4x4 M1120-- 2 W; , . .. W5 8x,0 M1170,1, 4 4x4M112011• - 7x7 MI120- 8 - 7 1 3.4 M1170= 30 M1120- . 8-7-11 8' 3.5 MOM= 2d M117011 18-6-11 21-8-12 8-7-11 9 11 1 3-2-1 Plate Offsets X Y : 4:0-2-8 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in •(loc) I/deb L/d PLATES GRIP TCLL 20.0 TCDL 17.0 Pla(esIncrease 1.25 Lumber Increase 1.25 TC . 0.85 BC 0.70 Vert(LL) -0.20 6-8 >999 360 M1120 185/148 BCLL 0.0 Rep Stress Inc YES WB 0.51 Vert(TL) -0.69 Horz(TL) 0.07 6-8 >371 240 5 n/an/a BCDL 10.0 Code IRC20031TP12002 (Matrix) Weight: 88 lb ' LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 Structural wood sheathing directly applied or 3-10.1 oc purlins, except end verticals. - BOT CHORD WEBS 2 X 4 HF Stud/Std G *Except* WEBS Rigid ceiling directly, applied or 10-0-0 oc bracing. 1 Row at midpt 2-9 W72X4HFN6.2, W12X4HFNo.2 REACTIONS (Ib/size) 5=1008/0-3-8, 9=1008/0-3-8 ' Max Horz9=-5(load case 3) Max Uplift5= 93(load case 3), 9=-94((oad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=.521/53, 2-3=-1584/175, 3-4=-830/105, 4-5=-1002!75, 1-9=-354/70. ; BOT CHORD 8-9=-137/1658.7-8=-43/1018.6-7=-43/1018,5-6=-9/154 - WEBS 2-8=-383/149, 3-81=0/637, 3-6=459/107, 4-6=0/752, 2-9=-1352/166 ! •, ' NOTES (7) 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 5 and 94 Ib uplift at joint 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Contractor to verify loadings and dimensions prior to fabrication. - - LOAD CASE(S) Standard , Q 'OFESS- `` J101ANG CAO -C 66380 m -CID, C" EXP. 01/30/06 F CAi F • January 10,2006 Job Truss Truss Type - Oly 1.b TRUSSES A02 FINK 2,ce JMW TRUSS, CATHEDRAL CITY, CA - o tiona1 - 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:38 2006 Page 1: 6-1-15 13-7-3 20-7-0 G. 6-1-15 + 7-5-4 6-11-13 . . •. • ' C-6-7118 + 5x0 .1120= .. 3 7 4.00 12 - • 4. M020, ' 2 1 w4 -M112011 4 - * 5x0 M020-- 4 ws W7 • , B 7 3.7 MUM=, - 3x4 MM= 3x4 M1120= B _ - ' 3x5.020= 2x4.112011 8-7-11 18-6-11 8-7-11 9-11-1 2.0.5 LOAw" 0 TCLL TCLL .20.0 ' 20. SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.60 DEFL' in Vert(LL) -0.19 (loc) I/detP Ud 6-8 >999 360 PLATES GRIP ' - TCDL 17.0 -Lumber Increase 1.25 BC 0.68 Vert(TL) -0.64 6-8. >381 240 M1120 185%148 " BCLL 0.0 Rep Stresslncr YES. .. WB . 0.66' Horz(TL) 0.06. 5, n/a. n/a: BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 85 Ib LUMBER 'BRACING' - TOP CHORD 2'X 4 HF No.2 TOP CHORD Structural wood. sheathing. directly applied or 4-0-8 oc pudins, except end verticals. BOT.CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 1070-0 oc bracing. _ ,WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Raw at midpt 2-9 W72X4HFNo.2, W12X4HFNo.2 a 4 REACTIONS (Ib/size) 5=954,/0.3-8, 9=954/0-3-8 , Max Horz9=-6(load case 3) Max Uplift5=-88(load case 3), 9=-89(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-503/48.2-3=-1451/163;3-4=-557/92,4-5=-986/46.1-9=-344/67 BOT CHORD 8-9=-127/1548.7-8=-25/871.6-7=-251871,5-6=0/95 WEBS 2-8=-399/154, 3-8=0/651, 3-6=-599/106, 4-6=0(743, 2-9=-1248/162 , NOTES • (7) 1) Unbalanced roof live loads have been considered for this design.` • - 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left ' and right'exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 88 Ib uplift at joint 5 and 89 Ib uplift at joint 9. - s 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard - - t ' oQVVESS/pN l J101ANG CAO C 66380 m 0" EXP. 01/30/06 .+ F CAl F January 10,2006 J Job Truss Truss Type- _ Qty Ply TRUSSES B01 HOWE 13 1 JMW TRUSS, CATHEDRAL CITY, CA - - Job Reference o tional 6.200 a Mar 5 2005 MiTeklndustries, Inc. Tue Jan 10 14:13:38 2006 Page t 4-8-3 13-0-6 1 21-4-9 27-7-2' 4=8-3 8-4-3 ' - - . 8-4-3 6-2-9 - sr -1:45. - - - Camber. 3/8 4.WP2 3. MII201 _ - . 2 • f 5.5 MI1203 ' f 5.7 MUM= .. - .. 3 { _ .• •.. r 3r4 M1120- ,. .. , 4 417 MI120 5 WS 10 9 e r 8x20M1120= W MI12011 v 3.10 m7o= 3x4 M1120= 3.8 M1120= 2x4 M112oll 4-8-3 13-0-6 21-4-9 27-7-2 ' 4-8-3 t 8-4-3 8-4-3 6-2-9 Plate Offsets MY): : :0-3-8 Ede 10:0-3-8 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb. L/d PLATES' GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.12 8-10 >999 360 MII20185/148 BCDL 17.0 Lumber Increase 1.25 BC 0.70 Vert(TL) --0.49 7-8 ->671 240 - -1 BC LL 0.0 Rep Stress Incr .YES WB 1.00 Horz(TL) 0.09 , 6 n/a' n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) 1 Weight: 114 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 80T CHORD 2 X 4 HF No.2 BOT CHORD, Rigid ceiling directly applied or 10-0-0'oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 2-8,4-8 REACTIONS (Ib/size) 11=1283/0-3-8.6=1283/0-3-8 Max Horzl l=-15(load case 3) Max Upliftl 1=-120(load case 3), 6=-118(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension :TOP CHORD 1-2='-1810/,183, 2-3=-1769/211, 34=-1771/212, 4-5=-2255/222 - BOT CHORD 10-11=-0/15.9-10=-138/1698, 8-9=..138/1698,7-8=-180/2103,6-7=0/0 WEBS 2-10=452/140, 3-8=0/533, 4-7=-218/127, 2-8=-269/91, 4-8=-647/94, 1-11=-1253/135.5-6=-1235/144, 1-10=-162/1797, 5-7=-183/2135 'NOTES (7) • 1) Unbalanced roof live loads have been considered for this design. - - 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical teff ' and right exposed: Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 11 and 118 Ib uplift at joint 6. a 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(rPI 1. 7) Contractor to verify loadings and dimensioprior to fabrication. ns LOAD CASE(S) Standard 0.. ' oolOFESS/pN J101ANG CAO -Z C 66380 m n EXP. 01/30/06 r ' F CALF .. January 10,2006 ' • 7 • Job Truss Truss Type Qty Ply • _ TRUSSES .• B01A HOWE i ],Job JMW TRUSS, CATHEDRAL CITY, CA - Reference o tional _ , - 6.200 s Mar 5 2005 MiTek IndusMas. Inc. Tue Jan 10 14:13:38 2006 Page 1 4-8-3 13-0-6 21-4-9 27-7-2 4-8-3 8-4-3 ' • - 8-4-3 6-2-9 scala • e4s. - Cambm. are 5.7 M1120= ' - 3 4.0012 .. 3. M1120, - . ♦ 2 Sx7 M1120 , 1 .. - - • - 3x4 M1120, ' 4 _ - - 5x8 M11200. 5 Jx7 M1120 117 M1120= 3x5 M1120= 3,10 M1120= Y 4.16 M1120= h? Mimi] ' ` 4-8-3 13.0-6 21-4-9 27-7-2 A 4-8-3 8-4-3 8-4-3 6-P-9 Plate Offsets X Y :[7:0-3-8.0-2-- :0-3-8 0-2-0 10:0-3-8 0-1-8 SPACING TCLL 20.0 Plates Increa LOADING(psf) SPACING7e2-1 CSI TC 0.94 DEFL - in (loc) I/deb Ud PLAM112GRIP PLATES GRIP a, TCDL 17.0 Lumberinae BC 0.70 Vert(LL) -0.13 Vert(TL) -0.50 7-8 >999 360 7-8 >651 240BCCL 8 0.0 Rep Stress InS '10.0 WB 0.72 Harz(TL) 0.09 6 n/a. n/a ' BCDL Code IRC2003/TPI2002 (Matrix) Weight: 114 Ib LUMBER - BRACING , TOP`CHORD 2 X 4 HF No.2 TOP'CHORD BOT CHORD 2 X 4 HF No.2 Structural wood sheathing directly applied. BOT CHORD WEBS 2 X 4 HF Stud/Std G *Except* Rigid ceiling directly applied or 5-5-12 oc bracing. • WEBS W2 2 X 4 HF No.2, Wit 2 X 4 HF No.2 1 Row at midpt 2-8, 4=8, 5-7 REACTIONS- (Ib/size) 1,1=1283/0-3-8, 6=1283/0-3-10 (input: 0-3-8) _ 1 •♦ ' Max Horzl1=-15(load case 7) Max Upliftll=-959(load case 6), 6=-1035(loadcase 7) Max Grav11=2123(load case 5), 6=2199(load case 4) Ir FORCES FORCES (Ib) - Maximum Compression/Maximum Tension r TOP CHORD 1-2=-3039/1401.2-3=-2995/1415,^34=-3185/1604.4-5=4054/2006 BOT CHORD '10-11=-680/695, 9-10=-691/2252, 8-9=-837/2397, 7-8=-1067/2991, 6-7=-910/910 WEBS 2-10=-880/568, 3-8=-4/533, 4-7=-535/445, 2-8=-920/741, 4-8=-1133/579, 1-11=-2093/974, 1-10=-1467/3103,'5-6=-2150/1059, 5-7=-2007/3960 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33. b 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any live loads. S 4 other 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) WARNING: Required bearing size at joint(s) 6 greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 Ib uplift at joint 11 and 1035 Ib uplift at joint 6. _ 7) This truss is designed in accordance with the 2003 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ' 8) This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-7-2 for 150.0 pit. - 9) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard • C ESS oA Q Qf J101ANG CAO = ti c9 C 66380 _ t rZ EXP. 01 /30/06 F:CA1 _January 10,2006 . • 7 -Job Truss Truss Type Qty Ply TRUSSES .. Coll ]COMMON - g Job Reference o tional - JMW TRUSS, CATHEDRAL CITY, CA - - 6.200 s Mar 5 2005•MiTek Industries, Inc. Tue Jan 10 14:13:39 2006 Page 1 5-2-11 11-7-13 18-0-14 22-0-0 5-2-11 6-5-2 6-5-2 3-11-2 • - 5x6 • Sr - 1:37.: 6 ' .. 2x0 M112011 ' 3.4 M11201 0 x 30 MI120- , 3 WE 04 M1120-- 2 - w - .. W • 1 3x0 MIIM, ., 1 ' 16 3x7 M1120= 7x0 M1120= ,3x0 M1120= 6x6 M1120= 3x5 M112011 .8-5-418-0-14 22-0-0 8-5-4 9-7-11 3-11-2 , Plate Offsets X Y : [6:0-2-14.0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL20.0 'TCDL 17.0' Plates Increase 1.25 TC 0.59 Vert(LL) -0.19 8-10 >999 360 M1120 185/148 Lumber Increase 1.25 - BC 0.67 Vert(TL) -0.68-8-10 >383." 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 '7 n/a n/a BCDL 10.0 Code IRC2003/TP,I2002 (Matrix) Weight: 106 Ib LUMBER BRACING - .TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10'0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 4-8,6-7 W12X6HFNo.2 • REACTIONS (Ib/size) 11=1016/0-3-8, 7=1016/0-3-8 MaxHorz11=-19(load case 3) Max Uplifll 1=-98(load case 3), 7=-91 (load case 3) - r FORCES (lb) - Maximum Compression/Maximum Tension ,TOP CHORD 1-2=-431/33, 2-3=-1615/161, 3-0=-1477/171, 4-5=-625/136,5-6=-6021172. 1-11=-294/54, 6-7=-1007/131 . BOT CHORD 10-11=-136/1658, 9-10=-64/1241, 8-9=-64/1241, 7.8=0/125 WEBS '5-8=403/84.2-10=-237/126,4-10=0/486,4-8=-890/162, 6-8=-133/1196,2-11=-1451/196 . d r NOTES (6) 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at:joint 11 and 91 Ib uplift at joint 7. - 5) This truss is designed ih accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlrP1 1.. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard - Q pFESS/pN O ql JIOIANG CAO C 66380? . . • 0" EXP., 01 /30/06 F CALF - , January 1.0,2006 •. .f .. - Job Truss Truss Type O , h Ply TRUSSES i • C01A ° COMMON , g - 1 •* - - s ` Job Reference o tional JMW TRUSS, CATHEDRAL CITY, CA _. 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:39 2006 Pagel. 5-2-11 11-7-13 18-0-14 24-6-0 27-6-0 ' 5-2 11 6-5-2 6-5-2 • m 6-5-2 3-0-0 .9 smlo=cos. " ♦ • 5x0 MII20= ` • ' 4 - ` 3x5M112011 . 4.0012 • 2x4 M112011 Win, _ - 3t5MIIW0 4 • 4 , 4.5 M0201 2 w w 4 3x5M1n011 5', 3.7 M1120= 1 3. NIX=- r• 3x.1 M1120= WM1120= * •. 4x7 MII20= r 4.. ,. 8-5-4 18-0-14 27-6-0 8-5-4' 9-7-11 1 9-5-2 LOADING (pso TCLL 20.0 SPACING •2-0-0 ' ' Plates Increase 1.25 CSI. TC 0.89 DEFL in (loc) Well Ud ~ PLATES GRIP TCDL • 17.0 Lumberincrease 1.25. BCt 0.80,, Vert(LL) .-0.17 8-9 >999 360 Vert(TL) `-0.66 9-11 >493 240 M1120 185/148 BCLL 0.0 , Rep Stress Ince 'YES WB 0.68 Horz(TL) . 0.11 8 - n/a n/a BCDL 10.0 Code IRC2003/iP12002 (Matrix) .' - Weight: 132 Ib :LUMBER - .' ". BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD - Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpl 4=9, 2-12, 7-8, 6-8 W12X4HFNo.2 . REACTIONS:,(lb/size) 121=1279/0-3-8,8=1279/0-3-8 .• , Max Horzl2=-11(load case 3) , Max Upliftl 2=-1 21 (load case 3), 8=-117(load case 3)• FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD' 1-2=496/28, 2-3=-2265/219, 3=4=-2165/228, 4-5=-1368/199, 5-0=-1370/267; 6-7=-43/156, 1-12=-320/52, 7-8=-91/105 a BOT CHORD 11-12=-197/2213; 10-11=-124/1895, 9-10=-124/1895,8-9=0/382 WEBS 5-9=485/162,2-11=-166/125,4-11=0/422,4-9=-822/148, 6-9=-173/1443,2,12=-1997/258,6-8=-1199(77. 4 1 - NOTES (7) 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end left ' •vertical and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 Ib uplift at joint 12 and 117 Ib uplift at joint 8. - 6) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard • . , 4 4 , oQ gjFESS/pal J101ANG CAO C 66380 z c r3 -t ` EXP. 01./30/06 ` F CAO - January10,2006 . . Job ' TRUSSES JMW TRU • • • Truss Truss Type Qty ply CO2 _ COMMON 12 1 Job Reference otional fY. CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:40 2006 Page 1 3-11-2 + 104-3 15-1-4 5x8 M1120 3-11-2 6-5-i 2 4-9.1 S.W - tab. CouWer =1B 1 • 36 MU2011 - 4.8 M1120— 3. M1120= 2r4M112011. 3-11-2 13-6-12 15-1-4 3-11-2 9-7-11 1-6-8 Plate Offsets X Y : It:0-2-14 0-2-8 LOADING(psf) SPACING . 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.17 7-8 >999 360 M1120 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0,66 ' Vert(TL) -0.55 . 7-8 ' >325 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 ' Horz(TL) 0.01, " 6 n/a ' n/a SCOL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 851b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-M cc bracing. WEBS 2 X 4 HF Stud/Std G - WEBS 1 Row at midpl 1-9 REACTIONS (Ib/size) 9=696/0-3-8.6=696/0-3-8 Max Horz9=19(load case 3) - Max Uplift9=-60(load case 3), 6=-75(load case 3) 'FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD - 1-2=-018/164, 2-3=-434/125, 3-4=-261/68, 4-5=-332/61, 1-9=-088/104, 5.6=-774/15 ._ BOT CHORD 8-9=-0/112, 7-8=-5/516, 6-7=0/42 WEBS 2-8=-424/91, 1-8=-99/787, 3.8=-217/92, 3-7=-421/117, 5-7=01652 NOTES (6) - 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left " and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ib uplift at joint 9 and 75 Ib uplift at joint 6. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard ' . 4. OQ pFESS/pN l `` • JIQIANG ,CAO C 66380 m EXP. 01/30 4 F CA0 " 1 r January 10,2006 ' S a • • • • Truss Truss Type Qty ply CO2 _ COMMON 12 1 Job Reference otional fY. CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:40 2006 Page 1 3-11-2 + 104-3 15-1-4 5x8 M1120 3-11-2 6-5-i 2 4-9.1 S.W - tab. CouWer =1B 1 • 36 MU2011 - 4.8 M1120— 3. M1120= 2r4M112011. 3-11-2 13-6-12 15-1-4 3-11-2 9-7-11 1-6-8 Plate Offsets X Y : It:0-2-14 0-2-8 LOADING(psf) SPACING . 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.17 7-8 >999 360 M1120 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0,66 ' Vert(TL) -0.55 . 7-8 ' >325 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 ' Horz(TL) 0.01, " 6 n/a ' n/a SCOL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 851b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-M cc bracing. WEBS 2 X 4 HF Stud/Std G - WEBS 1 Row at midpl 1-9 REACTIONS (Ib/size) 9=696/0-3-8.6=696/0-3-8 Max Horz9=19(load case 3) - Max Uplift9=-60(load case 3), 6=-75(load case 3) 'FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD - 1-2=-018/164, 2-3=-434/125, 3-4=-261/68, 4-5=-332/61, 1-9=-088/104, 5.6=-774/15 ._ BOT CHORD 8-9=-0/112, 7-8=-5/516, 6-7=0/42 WEBS 2-8=-424/91, 1-8=-99/787, 3.8=-217/92, 3-7=-421/117, 5-7=01652 NOTES (6) - 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left " and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ib uplift at joint 9 and 75 Ib uplift at joint 6. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard ' . 4. OQ pFESS/pN l `` • JIQIANG ,CAO C 66380 m EXP. 01/30 4 F CA0 " 1 r January 10,2006 • • • m LM • LM A Lm Job - Truss Tniss Type Qty Ply _ TRUSSES D01. KINGPOST 9 j Job Reference o Bone { JMW TRUSS, CATHEDRAL CIN, CA - 6.200.s Mar 5 2005 MiTel Industries, Inc. Tue Jan 10 14:13:40 2006 Page 1 7-5-0 11-2-0 7-5-0 3-9-0 - - 4x10 M1120= Srab-1:48. L•8111BBr • 118 ir 4.0012 2 BSB MI12o-- 3 200.3 • 6.B MII2o, 6 _ 447M112011 7410MI120= 4,7 M112011 ' 7-5-0 11-2-0 . 7-5-0 3-9-0 e Plate Offsets X Y :[1:0-3-0,0.1-81,2 4:0-3-8 Ed e _ LOADING(psQ SPACING 2-0-0 CSI ,DEFL . in '(loc) I/del L/d +. PLATES GRIP TCLL ' 20.0 Plates Increase 1.25 TC 0.85 'Vert(LL) -0.07 5-6 >999 360 M1120 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.20 5-6 >649 240 BCLL 0.0 Rep Stress Ina YES WB 0.96 a Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) } Weight: 79 lb, LUMBER' - BRACING - TOP CHORD 2 X 4 HF No.2 y TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No:2 BOT CHORD , Rigid ceiling directly applied or 4-2.0 oc bracing. WEBS 2 X 4 HF No:•2'Except* . WEBS - . 1 Row at midpt 2-5.1-6,1-5.3-5' W3 2 X 4 HF Stud/Std G, W1 2 X 4 HF 165OF 1.5E, W2 2 X 4 HF 1650F 1.5E , ` d 2 Rows at 1/3 pts -34 REACTIONS (Ib/size) 6=511/0=5-2 (input: 0-3-8),4=511/0-4-10 (input: 0-3-8) ' Max Horz6=-6(load case 6) Max Uplift6=-2667(load case 6), 4=-2353(load case 7) - - - Max Grav6=3120(load case 5), 4=2815(load case 4) w + FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2243/2148,2-3=-1056/1057,i-6=-3041/2729,3-4=-2783/2418 BOT CHORD 5-6=-1792/1857,4-5=-898/959. 'WEBS 2-5=-434/1, 1-5=-2698/2903, 3-5=-2162/2588 - - - NOTES (9) ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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) WARNING: Required bearing size at joint(s) 6, 4 greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2667 Ib uplift at joint 6 and 2353 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. . 8) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0.0-0 to 11-2-0 for 250.0 plf. 9) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard J101ANG CAO (41" , c; C 66380 m C` EXP.. 01 /30/06 January 1012006 • ,. 0, L • L] 0 9 7W 0 Job Truss ype Qty J . ply - , TRUSSES7 E01 ST 7 1 , - FKINGP Job Reference o tional ' JMW TRUSS, CATHEDRAL CITY, CA - , 6.200 s Mar 5 2005 MiTek.lndustries, Inc. Tue Jan 10 14:13:41 2006 Page 1 3-4-10 9-9-3 3-4-10 6-4-9. ' 4.00 12 Us MIr20= _ Sr =1:45. - - 2 - Camber • 1110 ea ml - 6x0 M1120-- 1120-3 3 W4 r s. - 07 M112011 7410 M1120= 40 M112011 - 1 3-4-10 9-9-3 3-4-10 6-4-9 Plate Offsets X Y : [1:0-3-0,0-1-81. [3:0-3-0,04-12], 4:0-3-8 Ed e ' LOADING(pso SPACING 2-0-0 CSI , DEFL in (toy I/deg L/d PLATES GRIP TCLL r 20.0 Plates Increase 1.25 TC 0.79 , Vert(LL) 0.04 4-5 >999 360 M1120 =185/148 TCDL 17.0 Lumber Increase 1.25 - BC 0.47: Vert(TL); -0.12 4-5 >955 240 - BCLL 0.0 Rep Stress Incl YES WB 0.93 Horz(TL) 0.01 , 4 n/a 'n/a .BCDL 10.0 . Cade IRC2003/TPI2002 (Matrix)`, Weight: 75111 .' LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 ' BOT CHORD Rigid ceiling directly applied or 4-6'9 cc bracing. WEBS 2 X 4 HF No.2'Except' WEBS 1 Row at midpt 2-5.1-5 W3 2 X 4 HF Stud/Std G 2 Rows at 1/3 pts 3-5, 1.6, 3-4 REACTIONS (Ib/size) . 6=445/0.4-8 (input: 0-3-8), 4=445/04-15 (input: 0-3-8) _ Max Horz6=5(load case 6) - Max Uplift6=-2347(load case 6), 4=-2605(load case 7) Max Grav6=2748(load case 5), 4=2998(load case 4) r FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-944/987,.2-3=-1900/1861, 1-6=-2713/2422, 3-4=-2930/2669 BOT CHORD 5-6=-805/955.4-5=-1541/1583 .WEBS 2-5=-378/0,1-5=-2148/2514, 3-5=-2543/2731 NOTES (9) 1) Unbalanced roof live loads have.been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end.verfical left and right exposed; Lumber DOL=1.33 plate grip 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. 1 5) WARNING: Required bearing size at joint(s) 6, 4 greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2347 Ib uplift at joint 6 and 2605 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced'standard ANSI/TPI 1. 8) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0-M to 9-9-3 for 250.0 plf. 9) Contractor to verify loadings and dimensions.prior to fabrication. . ESS QN I LOAD CASE(S) Standard Q OF O J101ANG CAO C-66380 m 1 EXP. 01/ • January 10,2006 • i 0 0 • Job Truss Truss Type TRUSSES F01 FINKJMW =Referenc TRUSS, CATHEDRAL CITY, CA e o tional - 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:42 2006 Page 1 5-10-4 11-5-0 17-34 23-5-0 5-104 5-6-12 - . 5-104 6-1-.12 -I scam • 1:3e. + Came, =V41 - 4x5 M1120= 3 - • ; 4.00 1z - .. 4. M1120a - - . 2 • W W5 ,. • -*a ` • /x0 MII20 3x5M112011 - M R20 11 5 3.7 MM= 3x4 M1120= 30 MI120= ' 3x4 MIITO= • 3.7 M1120= 7-10-13 15-6-3 23-5-0 7-10-13 7-7-5 7-10-13+ + LOADING TC LL G 2-0-0 crease 1.25 CSI TC 0.51 DEFL in (loc) I/deg Ud PLATES • GRIP TCDL =OLumber'ln ncreape 1.25 BC' 0.54 Vih(LL) -0.07 Vert(TL) -0.33 9-10 >999 360 7-9 >845 240 M1120 185/148 BCLL ss Ino* YES WB 0.42 Horz(TL) 0.09 6 n/a n/a BCDL 2003/TP12002' (Matrix) . Weight: 95 Ib LUMBER - BRACING TOP CHORD 2 X 4 HF. No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 E Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD WEBS 2 X 4 HF Stud/Std G• WEBS Rigid ceiling directly applied or 10-0-0' oc bracing. 2 X 4 .. W12X4HFNo:2,W82X4 HFNo.2 1 Row at midpt 2-10, 4-6 ' ' > a REACTIONS (Ib/size) 10=1087/0-3-8,6=1087/0-3-8 .. Max Upliftl 0=-1 01 (load case 3),,6=-101(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension •TOP CHORD 1-2=-334/59.2-3=-1591/192,3-4=-1679/202, 4-5=-416/65, 1-10=-298/72, 5-6=-334/77 M1 BOT CHORD 9-10=-113/1514, 8.9=-58/1278, 7=8=-58/1278, 6-7=-125/1625 t •- - 'WEBS 2-9=-180/106, 3-9=0/364, 3-7=-9/452, 4-7=-238/.118, 2-10=-1446/150, 4 -6= -1460/149 +e'. e - NOTES (7) , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Inferior(1); cantilever left and right exposed ; end vertical left acid right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint 10 and 101 Ib uplift at joint 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced. standard ANSI/TPI 1. - 7) Contractor to verify loadings and dimensions prior to fabrication. , LOAD CASE(S) Standard • , oQ OFESS/p l J101ANG •CAO GO , ., GO C 66380. m EXP. 01/30/06 •' V1 s - F CAO \J\ • January *10;2006 • Lm • 0 - Job Truss Truss Type pry : Ply TRUSSES F02 FINK p JMW TRUSS, CATHEDRAL CITY, CA ` 'Job Reference o tional - 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:42 2006 Page 1 4-11-12 10-6-13 4-11-12 5-7-1 4X5 M1Y10= 9mb. 125. 4.0012 2 - T1 415MIIM0 .. • T2 .. 08 M1120 , - - ' 3 - W1 _ . - MI12011' 2z4 - - - 3.8 M1120= -" - 3xd M1120 11 - 4-11-12 y 10-6-13 , 4-11-12 5-7-1 LOADING(psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI " TC 0.79 DEFL in (loc) I/deb L/d PLATES GRIP + - TCDL 17.0 Lumber Increase 1.25 BC 0.16 Vert(LL) , -0.02 4.5 >999 360 Vert(TL) -0.06 4-5 >999 240 MII20 1851148 B CLL 0.0 Rep Stress lncr YES WB 0.15 _ Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC20031TPI2002 • (Matrix), . •. Weight 521b . LUMBER '' BRACING' '' TOP CHORD 2 X 4 HF No.2 - - - BOT CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins; except end verticals. WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=483/0-3-8, 4=483/0-3-8 Max Horz6=1(load case 3) Max Uplif16=-51(load case 3), 4=-52(load,case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD .1-2=-356/100.2-3=-366/98.1-6=-433t79,3-4=-424/84 ' BOT CHORD 5-6=0/54,4-5=0162 WEBS 2-5=-222/60, 1-5=-0/312, 3-5=0/272 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. •2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; - C -C Interior(1); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. s 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 6 and 52 Ib uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ' 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard - oQ?,OFESS l J101ANG CAO., `k ' . m C 66380LAJ EXP. 01/30/06 ' January 102006 Q' • LM 0 • JobTruss - . Truss Type Oty ply , TRUSSES F02A FINK j 2 Job Reference o ttonal 1 - JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:43 2006 Page 1' 4-11-12 10-10-0 16-11-12 _ 4711-12 '5-10-4 ' ` 6-1-12 scab -147. ' • CamEar= Ila I 5x7 M1120-- 1120=1.0012 4.00 r1-2, • , 3x1M1120II .. - • - 7xa M1120 • ' - 3 W2 .. . . - ' W • •dx1 MII2011 .. BI 82 9- 3x4 M1120=30 M1120= 3Z M1120= 3x1 . . w 7.9 M1120=' 8-5-14 16-11-12 875-14 8-5-14 LOADING(pso SPACING 2-0-0 CSI DEFL 7 in (loo), Well Ud PLATES GRIP T.CLL 20.0 Plates Increase 1.25 1 TC 0.86 Vert(LL) -0.06 6-8 >999 360 M1120 185/148 TCDL 9'7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.16 6-8 .>999 240 BCLL 0.0- Rep Stress Incr YES WB 0.99 Horz(TL) 0.04-.. 5 n/a n/a BCDL 10.0 Cade IRC2003/TPI2002 • ' ' (Matrix) Weight: 144 Ib LUMBER BRACING - TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals.. ' BOT CHORD 2 X 4 HF No.2 .. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2 X 4 HF Stud/Std G . WEBS 1 Row of midpt y 3-5 REACTIONS (Ib/size) 8=784/0-3-8,5=7 84/0-3-8 Max Horz8=61(load case 6) Max Uplift8=-1336(load case 6), 5=-2216(load case 7) Max Grav8=2049(load case 5), 5=2926(load case 4) - FORCES (lb) - Maximum Compression/Maximum Tension . TOP. CHORD 1-2=-1905/1979,.2-3=-348112398, 3A=-2321/2130, 1.8=-210/83, 4.5=-433/189 •BOT CHORD 8-9=-1260/1826,.7-9=-1 260/1826, 6-7-1800/2366, 5-6=-3871/5160 WEBS 2-6=-764/1288, -6=-1110/911, 2-8=-2466/1810, 3-5=-5208/4480 NOTES (10) ' 1) 2 -ply truss to be connected together with 1 Od Common(. 148'x3') Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. _ r Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0'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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise. indicated. 3) Unbalanced roof live loads have been considered for this design.+ 4) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1336 Ib uplift at joint 8 and 2216 Ib uplift at joint 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 375 plf. Connect truss to resist drag loads along bottom chord from 0,7-0 to 16-1 V12 for 388.3 plf. gwCJF E SS 10) Contractor to verify loadings and dimensions prior to fabrication. ,4 LOAD CASE(S) Standard J101ANG CAO C 66380 a r cr- EXP. 01/30/06 . F CALIF •= January' 10;2006 . - ' '. may• . .... _ _ LIN Ll U • 0 4 • ' Job Truss Truss Type .. Qh, " PAY y TRUSSES F03 FINK 10 1 JMW TRUSS, CATHEDRAL CITY, CA - Job Reference optional) 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:43 2006 Page 1 5-104 11-5-0 17-0-1 5-10-4 5-6-12 - ♦ - 5-7-1 SW -1:27. - C—b.-3118 5x8 M1120= - 3 ' 4.0012 4x4 MI120-- 2 7x5 M11201 W2WB 1 B1 - 3.5 M02011 _ 4 f ws x 02 - 7 6 7x4 M1120= 3x4 M1120= 3.7 M1120= - ' 8-6-1 - .. - .. .. 3.7 MII20= 17-0-1 8-6-1 8-6-1 LOADING(pso SPACING 2-0-0 CSI " DEFL - in (loc) I/dell L/d. PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) " -0.09 5-6 >999 360 M1120 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.29 5-6 >688 240 BCLL . . 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.04 5 n/a n/a 'BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 72 lb .LUMBER- BRACING - . TOP CHORD 2 X 4 HF No.2 7 . TOP CHORD Structural -wood sheathing directly applied or 5-8-2 oc purlins, except end verticals. . BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10=0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G'Except' W1 2 X 4 HF-No.2 REACTIONS (Ib/size) 8=786/0-3-8, 5=786/0-3-8 . Max Horz8=-7(1'oad case 3) Max Uptift8==-74(load case 3), 5=-72(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension' TOP'CHORD 1-2=-318/52, 2-3=-919/125, 3-4=-147/86, 1.8=-287!70, 4.5=-227(77 BOT CHORD 7.8=-60/977, 6-7=-60/977, 5-6=0/603 WEBS 2-6=-283/121, 3-6=0/468, 2-8=-845/106, 3-5=-720/62 NOTES '(7) • . 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left - -- and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 8 and 72 Ib uplift atjoint 5. 6) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and,referenced standard ANSI/TPI 1. 7) Contractor to verify loadings and dimensions prior to fabrication: LOAD CASE(S) Standard ' • ESS o-Qv3f n J101ANG CAO Cn C 66380 Z EXP. 01/30/06 F CA 1F ' • January 10,200.6 • LM • 0" 9 4 Job Truss Truss Type- Oly •, Ply - - TRUSSES F03A ,- _ 1 FINK ' ,` 1 JMW TRUSS, CATHEDRALCITY, CA - Job Reference (optional) 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:43 2006 Page 1. 5-104 11-5-0 r 17-0-1 . 5-10-4• 5-6-12 - • ' • - 5-7-1 stab. 1:27. Camber • 3ne 5X7 MII20= 3 4.0012 Bub MII204 f 2 40 M112011 1 wl 81 - 3X5 MII2011 • 4 W .. 82 7 3x5 )xB WIN=IWIN=M1120= - 3.5 M1120= - h - - 8-6-1 • • 3.7 M1120= 17-0-1 8-6-1 B-6-1 LOADING(psf) SPACING - 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 TCDL 17.0 Plates Increase 1.25 TC 1.00 - Vert(LL) -0.09 5-6 >999 ' 360 M1120 .185/148 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.29 5-6 >688 240 BCLL 0.0 Rep Stress Incr - YES WB 0.90 Horz(TL) 0.05 S n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 721b LUMBER - BRACING •' - " TOPCHORD 2 X 4 HF No.2 - TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. WEBS 2 X 4 HF Stud/Std G'Except' WEBS 1 R ow at midpt 2-8.3-5 W12X4HFNo.2 - REACTIONS (Ib/size) 8=786/0.3-8, 5=786/0-3-8 + Max Horz8=-7(load case 7) Max Uplifl8=-1066(load.case 6), 5=-724(load case 7) • Max Grav8=1777(load case 5), 5=1437,(load case 4) - ' . FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-1137/1002, 2-3=-2028/1219, 3-4=-'101,5/1082,1-8=-328/110.4-5=.235184 BOT CHORD . 7=8=-1818/2735, 6-7=-1216/1939, 5-6=-748/1362 WEBS. 2-6=-702/540, 3-6=-354/813, 2-8=-2776/2037, 3-5=-1670/1013 e , 'NOTES (8) ' 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category It: Exp C; enclosed; C -C Intertor(1); cantilever left and right exposed ; end vertical.left and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 1066 lb uplift at joint 8 and 724 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a total drag load of 175 plf. Connect truss to resist drag loads along bottom chord from 0-" to 17-0-1 for 175.0 plf. 8) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard w FESS/ pN ' o l J101ANG CAO C-66380 m C" EXP. 01 /30./06 . r F CAO • January 10,2006 0 0 i 0 s 9 0 Job uss Truss Type Oty • • Ply • r FF103B TRUSSES - FINK 1 - 2 Job Reference o lional - JMWTRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:44 2006 Page 1 5-10-4 11-5-0 17-0-1 5-10-4 5-6-12 5-7-1 Scab • 1:27. .. comber • 1/10 i5x0 MI120= . . 3 4.0012 .. 4. MUM-- 3x4 M112011 4 2 M 3x4 M112011 W? - _ WO 1 , , W1 - • o - ' .. 81 B2 7 8 3x4 M11M. 3x4 MIYM= ' 4. MII20= . - .. • • 36W20= 8-6-1 17-0-1 8-6-1 8-6-1 LOADING(psQ SPACING 2-0-0 CSI in (loc) I/def L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 -0.05 . 5-6 >999 360 M1120 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.34 -0.15 5-6 >999 240 FH a BCLL 0.0 Rep Stress Incr YES WB 0.55) 0.03 5 We Na .- ' BCDL 10.0 Code IRC2003lr ,12002 (Matrix) . Weight: 144 Ib LUMBER '" BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD : Rigid ceiling directly applied or 6-0-0.oc bracing... . WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 8=786/0-3-8, 5=786/0-3-8 - - -• ' Max Horz8=-7(load case 7) Max Uplift8=-1066(load.case 6), 5=-724(load case 7) ' Max Grav8=1777(load case 5), 5=1437(load case 4)• FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1136/1003, 2-3=-2028/1219, 3-4=-1015/1082, 1-8=-326/110, 4-5=-235/84 ' . BOT CHORD 7-8=-1818/2735, 6-7=-1218/1940, 5.6=-748/1362 WEBS 2-6=-702/540, 3-6=-354/813, 2-8=-2779/2038, 3-5=-1670/1012 NOTES (10) 1) 2 -ply truss to be connected together with 1 Od Common(. 148'x3') Nails as follows: r Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 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) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left - and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1066 Ib uplift at joint 8 and 724 Ib uplift at joint 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 175 plf. Connect truss to resist drag Ioads'along bottom chord from 0-M to 17-0-1 for 175.0 plf. 10) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard ( JI0IANG CAO C 66380 m -`'', EXP. 01/30/06 ,,. January 10,2.006 7 i i • LIN Job Truss Truss Type pty ,. ply, ' TRUSSES F04 - FINK '1 ,2 , Job Reference o tional ' JMW TRUSS, CATHEDRAL CITY: CA 6.200 s Mar 5 5.1 iTek Industries, Inc. Tue Jan 10 14:13:44 2006 Page 1 4-4-12 8-6-1 12-7-5 - 17-0-1 4-4-12 4-1-4 - 4-1-4 4-4-12 • 4. .1120=- • ' • 3 • ,. 4.0012 - 3.4 M11206 • • . t . • 3x1 MII201 . - W5 4. M020- 4 ♦. W6 ax. MII2D I - W3 W4 - y _ Wr y g ws W9 all 10 8 0 8 2 0 3x4 MON= • 3.5 M1120= 348 M1120= 3x5 M1120= 2.4 M112011 ' , • I 2x4 M112011 4-4-12 8-6-1 12-7-5 z 17-0-1 + 4-4-12 4-1-4 4-1-4 4-4-12 LOADING(psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI •TC 0.35x' DEFL in (loc) I/deFl Ud Vert(LL) -0.02 >999 360 PLATES GRIP - TCLL 17.0 Lumber Increase 1.25 BC 0.13 .8-9 Vert(TL) :0.05 8-9 >999 240 M1120 185/148' - BCLL . 0.0 Rep Stress Incr YES WB` 0.44 Horz(TL) 0.01. 6 n/a n/a ' •BCDL 10.0 Code IRC2003/TPI2002 (Matrix) - Weight: 147 lb LUMBER BRACING ^ TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals.y BOT CHORD 2 X 4.HF No.2 BOT CHORD t Rigid ceiling directly applied or 6-0-0 oc bracing.- - WEBS 2 X 4 HF Stud/Std G - - , REACTIONS (Ib/size) 11=78,6/0-3-8,6=786/0-3-8 . •• ,t Max Upliftl1=-784(load case 6), 6=-784(load case 7) - - +• Max Gravl1=1496(load case 5), 6=1496(Ioad case 4) _ - FORCES (lb) - Maximum Compression/Maximum Tension Y • - 4 TOP CHORD 1-2=-2241/1287, 2-3=-1692/877, 3-4=-1692/877, 4-5=-2241/1287, 1-11=-1432/796, 5-6=-1432/796 BOT CHORD 10-11=-23/466.9-10=-693/828.8-9=-4f7/1313,7-8'---417/1313, 6-7=-693/828 WEBS 2-9=-518/404, 2.8=-624/458, 3-8=0/294, 4-8=-624/458, 4-7=-518/404, 1-9=-1170/1983, 5-7=-1170/1983 '` F• -- ' NOTES (10) 1) 2 -ply truss tobe connected together with 1 Od Common(.148"x3") Nails as follows: , ' Top chords connected as follows: 2 X 4 -1 row at 0-9-0 00. _ Bottom chords connected as follows: 2 X 4 - 1 row at 0.9-0 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) Wind: ASCE 7-$8; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left . and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - - 6) A plate rating,reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 784 Ib uplift at joint 11 and 784 Ib uplift at joint 6. _ 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and;referenced standard ANSIfrPl.1. - - 9) This truss has been designed for a total drag load of 175 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-0-1 for 175.0 plf.. ss/ 10) Contractor to verify, loadings and dimensions prior to fabrication. ! E SS Q O LOAD cASE(S) Standard - - - '• ' ' O ' J101ANG CAO C 66380- M EXP: 01/30/06 ' i i January 10,2006 , ' Job . Truss Truss Type Qty Ply TRUSSES G01 DBL. HOWE .5 1 4 FjobRelerence JMW TRUSS, CATHEDRAL CITY, CA o' tional -• - 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 10 14:13:45 2006 Page 1 2-10-13 9-0-11 15-2-8 21-4-5 24_0_3' 2-10-13 6-1-13 6-1-13 6-1-13 2-7-14 ii. _ ♦ - 1:39. camber. 119 • 46 MUM= . - 5 • 4.0D 12 1 .. ' 3x4 MI120 3x4 M1120-- g 3.5 M1120-_ - 40 MI1200. y r ' 3.4 M1120-- 1129S2 W. 4 .. we W9 2 4.5 M1120, 4 ' • W4 4 4 Fig 14 13 , 12 11 - 10 . 9 2x4 M112011 3x91,11120=. .. 30 M1120= 3rA M1120= 3x9 M11W= 30 M1120= • 4x5 M1120- 2x4 M112011 2-10-13- 9-0-11 15-2-8' 21-4-5 24-0-3 2-10-13 6-1-13 6-1-13 6-1-13 2-7-14 'Plate Offsets X Y : 114:0-3-8.0-1-81 LOADING(psO TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d • PLATES GRIP TCDL 1Z0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.41 SC 0.41 Vert(LL) -0.05 13-14 >999 360 M1120 .185/148' ' BCLL 0.0" Rep 'Stress lncr YES WB 0.73 Vert(TL) -0.2013.14 >999 240 Horz(TL) 0.06 8,. n/a .n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 114 lb :LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or'4.1.2 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G r 4 REACTIONS (Ib/size) 15=1115/0-3.8, 8=1115/0-3-8 •. 4 Max Horz 15=-5(load case 3) Max Upliftl5=-104(load case 3), 8=-103(load case 3) 1' FORCES (lb) - Maximum Compression/Maximum Tension + TOP CHORD 1.2=-1321/146, 2-3=-1625/183, 3.4=-1557/192, 4-5=-1124/177, 5-6=-1121/175, 6-7=-658/119, 1-15=-1090/109, 7-8=-1100/116 - `BOT CHORD 14-15=0/27, 13-14=-78/1239, 12-13=-69/1477, 11-.12=-69/1477, 10-11=0/616, 9-10=0/616, 8-9=0/56 WEBS 2-14=-542/117, 4-13=0/181, 5.11=0/307, 6-9=-774/117, 2-13=0/254, 4-11=-631/92, 6-11=-5/472, 1-14=-116/1365, 7-9=-79/1060. .. , NOTES' . (7) 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C-C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber. DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 15 and 103 lb uplift at joint 8. 6) This truss is designed in accordance with.the 2003 International Residential Code sections R502.11:1 and R802.10.2 and referenced standard ANSI/TPI 1. ' 7) Contractor to verify loadings and dimensions prior to fabrication. 1 LOAD CASE(S) Standard + . 4 oQ OFESS/pN l F J101ANG CAO C 66380 m t : EXP. 01/30/06 F CAi F January, 10,200.6 Job Truss Truss Type qty ply - TRUSSES G01A DBL. HOWE - 1 1. Job Referen2005ce o tional ' JMW TRUSS, CATHEDRALCITY, CA 6.200 s Mar 5 MiTek Industries, Inc. Tue Jan 10 14:13:45 2006 Page 1 2-10-13 - 9-0-11 15-2-8 21-2-15 2-10-13 6-1-13 6-1-13 6-6-7 sm • 1:>d. _ . 46 M1120= Ca ,•Vs ` 4.0012 3x4 M1120s I r SxB M11T0 . . 4. •. 3x5 M1120- ••, ♦ Wl 3 3.4 M1120-- , . ''• .. - . 2 5 m ♦ 1 Ws w9- a 4W M1120 -- 1 ♦ W3.. w, . , .. ILI _j . 12 io .4.5 M112D= 34 M011 - 34 LM1120-3x M1120= 4 M1120= 3Y M1120= 3x4 M112011 2-10-13 9-0-11 15-2-8 R 21-2-15 2-10-13 6-1-13 6-1-13 6.0 7' LOADING(pso SPACING 2-0-0 ♦=0.3 7 DEFL . 'in. (loo) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 Vert(LL) -0.04 11-12 >999 3,60 " M1120 185/148 TCDL 17.0 Lumber Increase 1.25' Vert(TL) -0.18'11-12 >999 240 BCLL 0.0 Rep Stress Incr' YES Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 Weight: 99 lb LUMBER. - -. •' BRACING • .. `TOP CHORD 2 X 4 HF No.2 - TOP CHORD -Structural wood sheathing directly applied or 4-6-4 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -' WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 6-7 - r REACTIONS (Ib/size) 13=985/0-3-8,7=985/0-3-8 _ .. Max Horz 13=-8(load case 3) - - - Max Opliftl3=-93(load case 3), 7=-90(load case 3) !. . FORCES (Ib) - Maximum'Compression/Maximum Tension ' TOP CHORD 1-2=-1160/132, 2-3=-1349/159, 3-4=-1281/168, 4-5=-801/149, 5-6=-792/149, 1-13=-961/98, 6-7=-924/127 BOT CHORD '12-13=0/29.11-12=-60/1087. 10-11=-42/1215, 9-10=-42/1215,8-9=0/66,7-8=0/66 * ' WEBS 2-12=-465/109, 4-11=0/215, 5-9=-19/153, 2-11=0/137, 4-9=-672/97, 1-12=-101/1198, 6-9=-36/815 ' NOTES (7) - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 13 and 90 Ib uplift at joint 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS11TPI 1. 7) Contractor to verify loadings and dimensions prior to fabrication. ti LOAD CASE(S) Standard 4 oQ?,pFESS/pNq l JDANG CAO C 66380 z c rrI EXP. 01/30/06 CAO January110,2006 0 • LJ • 0 • J Job Truss Truss Type Oty Ply , TRUSSES G01B DBL. HOWE 1 '1 . Jl JMW TRUob Reference o tiona SS, CATHEDRAL CITY, CA ' • f . 6.200 s Mar 5 2005 MiTek Industries, Inc. Tue Jan 1,0 14:13:462006 Page 1 d ' 2-10-13' 9-0-11 14-8-15 2-10-13 6-1-13 5-8-4 a dxa M820i SW .t'18. • S , Ca,Mer. 1181 Twi W3 W4 81 , 3x4M[120=. 30 M112011 8 . 8 3x5M1120= . dx8M112D= 2x4 M112011 • • 2-10-13 9-0-11 14-8-15 2-10-13 6-1-13 5-8-4 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 CS1 TC 0.55 DEFL in (loc) Well L/d Vert(LL). 0.03 6-8 >999 360 PLATES GRIP - M1120 TCDL 17.0 Lumber Increase 1.25 BC 0'.31 Vert(TL) ` -0.14 .`, 8-9 >999 240 - 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.01 ,. 6 n/a, Na , " 'BCDL 10.0 Code IRC2003/TPI2002 (Matrix) _ Weight: 71 Ib LUMBER . r, .. 'BRACING - - TOP CHORD 2 X 4 HF No.2 - TOP CHORD Structural wood sheathing directly applied or 5=10-12 oc purlins,except end verticals. - BOT CHORD 2 X 4 HF No.2 - BOT CHORD- Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G - - WEBS 1 Row at midpt" .' - 6.6 • tic t 1 REACTIONS (Ib/size) 10=679/0-3-8, 6=679/0-3-8 - Max Harz 10-11 9(load case 3) - Max UpliftlO=-71(load case 3), 6=-61 (load case 3) • - - - ,„ . FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-780/106, 2-3=-695/111, 3-4=-6271120.4-5=-701/178, 1-10=-661174,5-6=-624/104' _- BOT CHORD 9-10=0142,8-9=-23f733, 7-8=01102.6-7=0/102 "WEBS 2-9=-279/102.4-8=-472/137, 2-8=-148145.1-9=-74/814.5-8=-125/861 NOTES (6) i 1) Wind: ASCE 7-98; 85mph; h=25f1; TCDL=4.2psf; ca BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; d, end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 ' 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 10 and 61 Ib uplift atjoint 6. - 1 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. " 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard . • . - • a q oQ pFESS/ Nl , ` JDANG V0 C 66380 m F r • EXP. 01/30 -0 ' F CALF 1.;; January 10,200.6 . .Job. - Truss Truss Type qty Ply- • TRUSSES G01C DBL.HOWE- * 1 JMWTRUSS, CATHEDRAL CITY, C Job Reference o tional YTue 6,200 sMar 5 2005 Mi I ek Industries, Inc. Jan 10 14:13:46 2006 Page 1. 2-10-13 8-2-15 '2-.10-13 6-4-2, . . 3x4 M11201 S.I. - 1:10. 4.0012' 4. C.=1118 ` . - 3x0 M11201. } . T2 3 ' r • 2.4M11 0111 Y '3i4 M11201 W4 W5 ♦ • Yr 61 .. . - • - 3x8 M1120= 2x4MR2011 2-10-13.. • .. _ • . 2.4M[12011 8-2-15 , • 2-10-13 Y 5-4-2 LOADING(psQ TCLL • 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.43 DEFL in Vert(LL) -0.03 (10c) Well L/d 5-6 >999' 360 PLATES- GRIP ; TCDL 17.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.09 5-6 >999 240 M1120 185/148 BCLL 0.0 + Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 5 n/a n/a ' BCDL 10.0 Code IRC2003/TP12002 (Matrix) 'Weight: 391b , LUMBER BRACING TOP CHORD 2 X 4 HF No.2 ` TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. •-', BOT CHORD 2 X 4 HF No.2 .. BOT CHORD WEBS 2 X 4 HFStud/Std G -. - Rigid ceiling directly applied or 10-0-0 oc bracing.' REACTION_ S (Ib/size) 7=374/0-3-8.5=374/0-3-8 Max Horz7=-14(load case 3) Y Max Uplift7=-47(load case 3), 5=-38(load case 3) FORCES (Ib)'- Maximum Compression/Maximum Tension TOP CHORD 1-2=-404f76,2-3=-470/128.,3-4=-398/132.1-7=-360/52:4-5=-329/62 • BOT CHORD 6-7=-0/40, 5-6=0114. WEBS 2-6=-392/139, 1-6=-40/426, 4-6=-89/480 NOTES (6) . 1) Wind: ASCE 7-98; 85mph; h=25f ; TCDL=4.2psf;,BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left. - ' and right exposed; Lumber DOL=1.33 plate grip 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 Ib uplift at joint 7 and 38 Ib uplift at joint 5. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/,TPI 1. 6) Contractor to verify loadings and dimensions prior to fabrication. • LOAD CASE(S) Standard Q ,pF E SS 4 `-0GO • J101ANG CAO -, C 66380 z EXP.. 01/30/06 a January 10,2006 0 • • LJ n u 0 0 • J Job Truss Truss Type Qty Pty-• - . TRUSSES G02 DBL. HOWE 1 • . - Job Reference o bone" JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005,MiTek Industries, Inc. Tue Jan 10 14:13:46 2006 Page 1, 2-10-13 9-0-11 15-2-8 21-4-5 23-1-12 2-10-13 6-1-13 6-1-13 6-1-13 1-9-7 - • S.W-1:37. - • r , CamSer • 1/51' - xdx8 M020= ' 5 • " 4.MF1-2 - • .020-- r - - 3xd M1120, d - ' 5x5M1120. 3x5 M1120-- - ,. 7 - .. . 3 3x4 MI120 2W.,WB ' 415M1120 . •. W' 0 1 w4 LLJ .14 13 • 12 11 10 .. . . 9 .. 2.4 M02011 3x8 M020= 3x4 M1120= 3X4 M1120= USM020= 3,A M020= S4M1120=- 2x0 MI12011 2-10-13 • 9-0-11 15-2-8 21-4-5 23-1-12 2-10-13 6-1-13 6-1-13 6-1-13 1-9-7 Plate Offsets (X,Y): 14:0-3-8'0-1-8 - - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.04 13-14 >999 360 M1120 185/148 ' TCDL 17.0 Lumber Increase 1.25 - BC 0.40 Vert(TL) -0.20 13.14 >999 240 BCLL 0.0 Rep Stress Incr ' YES WB 0.74 Horz(TL) 0.05 8. n/a., n/a ' • BCDL 10.0 Code IRC2003ITP12002 (Matrix)' Weight: 112 lb . , ! LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD "'Structural wood sheathing directly applied or 4-2-10 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 15=1074/0-3-8,8=1074/O.-3-8 Max Horz 15=-6(load case 3) Max Uplift15=-100(load case 3), 8=-99(load case 3) r FORCES (lb) - Maximum Compression/Maximum Tension r . TOP CHORD 1-2=-1271/141, 2-3=-1538/175, 3.4=-1470/184, 4-5=-1024/168, 5-6=-1020/167, 6-7=-426/103, 1-15=-1049/105, 7-8=-1067/109 BOT CHORD 14-15=0/26, 13-14=-72/1192, 12-13=-61/1394, 11-12=-61/1394, 10-11=0/419, 9-10=0/419, 8-9=0/60 WEBS 2-14=-518/115, 4-13=0/191, 5-11=0/257; 6-9=-883/120, 2-13=0/217, 4-11=-642/94, 6-11=-16/596, 1-14=-111/1313, 7-9=-81/1049 NOTES (7) 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf;.BCDL=6.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left . and rightexposed; Lumber DOL=1.33 plate grip DOL=1.33: 4 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of'truss'to bearing plate capable of withstanding 100 Ib uplift at joint 15 and 99 Ib uplift at joint 8. >, 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Contractor to verify loadings and.'dimensions prior to fabrication. LOAD CASE(S) Standard • oQWESS/pNgl J101ANG CAO C 66380 m ' EXP. 01/30/06 CAL ' . January 10,2006 .. 1 Job Truss - Truss Type ply TRUSSES G03 DBL. HOWE Job JMW TRUSS, CATHEDRAL CITY, CA - Reference (optional) 6.200 s Mar 5 2005 MiTek Industries, Inc. 'Tue Jan 10 14:13:47 2006 Page 1 - ?710 -13 9-0-11 15-2-8 21-7-8 2=10-13• 6-1-13 6-1-13 6.5.0 ., • Sraie a 1:35. _ - Cam -1181 dx8 M020= . . ' 4.00 12 314 M820-- 5x5M1120,'. - d 3.5 M11201 ' r 3x4 M1120, • ^ ., , -2 - 4 5 r we .. ' ws ' 4x5M5201 e - _ w3 w4 - w1 . 4 i 12 n _ 4 10 2x4 MII2011 - 4x5 MI120= 30 M1120=' • 3x4 M1120= 4x8 M1120=' 3x4 M1120= 4 ' . 3.4 M112011 2-10-13 9-0-11 15-2-8 21-7,8 2-10-13 6-1-13 6-1-13 " 6-5-0 LOADING(psQ TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.70 •, DEF/` in' (loc) - I/dell •.,Ud' "PLATE_ S GRIP TCDL 17.0 Lumber Increase1.25 BC 0.39 Ven(LL) -0.04 11-12 " >999 360 Vert(TL) '0.1811-12 >999 240 M1120 185/148 d BCL/` 0.0 Rep Stress Incr YES ' WB 0.77 Horz(TL) . 0.04 7" n/a n1a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 100 Ib LUMBER , BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD'' Structural woad sheathingdirectly:applied or 4-5-7 oc purlins, .except end verticals. ' BOT CHORD 2 X 4 HF, No.2 BOT CHORD Rigid ceiling'directly applied or 10-0-0 oc bracing. *WEBS 2 X 4 HF Stud/Std G *Except* ,' W92X4HFNo.2 ' REACTIONS (Ib/size) 13=1003/0-3-8,7=1003/0-3-8 ~ Max Horz 13=-8(load case 3)' Max Upliftl3=-94(lcad case 3), 7=-92(load case 3) .. - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1183/134,2-3=-1386/`162,3,4=-1317/171. 4-5=-847/153,5-6=-845/152.1-13=-978/99,6-7=-936/130 , - BOT CHORD 12-13=0/28,11-12=-63/1 108, 10-11=-46/1250, 9-10=-46/1250, 8-9=0/62, 7-8=0/62 - WEBS 2-12=-476/111, 4-11=0/209, 5-9=-10/1.70,2-11=0/151, 4-9=-665/96, 1-12=-103/1222, 6-9=-36/830 , NOTES (7) r.. 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-98; 85mph;'h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ^ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. r 4) A plate rating reduction of 20% has been applied "for the green lumber members. - _ 5) Provide mechanical connection(6yothers) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 13 and 92 lb uplift at joint 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1: - 7) Contractor to verify loadings and dimensions prior to fabrication. - LOAD CASE(S) Standard , • -. • oQ pFESS/pNl CAO SJ101ANG C 66380 m EXP. 01./30/06 F CALIF .f January 10,2006 •` ' Job Truss Truss Type Ory ply TRUSSES GDR TRIPLE HOWE 1 n G Job Referenrs o tional JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 Mi rek Industries, Inc. Tue Jan 114:13:47 2006 Page i 5-6-0 10-8-7 15-10-15 18-10-10 21-10-6 1 25-1-9 5-6-0 5-2-8 5-2-8 2-11-11 2-11-11 3-3-3 • Beate"1:d1. 4x8M112011 y 5 3.82FIT 3xd M11201 e 4x8 MI1204 d 5.5 M1120_- 7 " 8x10M1120o 1120-2 3x5 M1120, 30 M1120-- 2 w8 ' W1 1 8x8 M11205 Wd • Wl 1 1 W2 BIL82 , 15 10 13 12 11 10 3x7M112011 1x10 MUM= 517M1120= 8x10M1120= 10x10 M1120= 8x8 M1120= tOx10M1120= 3AM112011 a • I 1 5-6-0 10-8-7 15-10-15 18-10-10 21-10-6 25-1-9 5-6-0 5-2-8 5-2-8 2-11-11 2-11-11 3-3-3 Plate Offsets X Y : 8:0-2-9 Ede 10:0-3-8 0 5-0 13:0-3-8 0.4-0 15:0-3 LOADING(psf)F TC 20.0 2-0-0 1.25 CSI TC DEFL in (loc) Well Ud PLATES GRIP TCDL 17.0se 1.25 TIn .1.00 BC 0.96 Vert(LL) -0.15 12-13 >999 360 Vert(TL) -0.57 12-13 >523,. 240 M1120 185/148 BCLL 0.0r NO WB 0.79 Horz(TL) 0.10 9 n/a n/a BCDL' 10.0/TPI2002 (Matrix) Weight: 291 Ib 'LUMBER BRACING ' .TOP CHORD 2 X 4 HF No.2 TOP CHORD 'Structural wood sheathing directly applied or 34-5 oc purlins, except'end verticals: BOT CHORD 2 X 6 HF No.2 *Except. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2 2 X 6 HF 165OF 1.6E WEBS, 2 X 4 HF Stud/Std G *Except* W72X41FNo.2,W12X4HFNo.2,W22X4HFNo.2,W132X4HFNo.2 W122X4HFNo.2 REACTIONS (Ib/size) 16=5286/0-4-6 (input 0-3-8), 9=9404/0-6-2 (input: 0-3-8) Max Horz 16=-4iload case 3) Max Uplifl16=-52((oad case 3) FORCES (lb) - Maximum Compression/Maximum Tension + ,TOP CHORD 1-2=-9051/83, 2-3=-8953/90, 3-4=-9825/94, 4-5=-7752/96, 5.6=-7701/100, 6-7=-7536/82, 7-8=-5899/62, 1-16=4961/80, 8-9=-7985/38 ' BOT CHORD 15-16=-5/649, 14-15=-9/8552, 13-14=-9/8552, 12-13=0/9311, 11-12=0!7153, 10-11=0/5569.9-10=0/155 WEBS 3-15=-1010/86•, 3.13=0/965, 4-13=0/2044, 4-12=-2691/64, 5-12=0/4291, 6-12=0/447, 6-11=-528/44, 7-11=0/2859, 7-10=-3054/56, 1-15=-3/8150, 8-10=0/8106 NOTES (11) 1) 2 -ply truss to be connected together with 10d Common(.148"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 0-4-0 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) Wind: ASCE 7-98; 85mph; h=25H; TCDL=4.2psf; BCDL=6.0'psf; Category ll; Exp C; enclosed; C -C Interior(1); cantilever left and. right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QF ESS/ 6) A plate rating reduction of 20% has been applied for the green lumber members. Q Q N 7) WARNING: Required bearing size at joint(s) 16, 9 greater than input bearing size. l 8) Provide O mechanical connecP.on (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 16. 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI N J101ANG CAO 10) Girder tie-in carries span(s): 2-0-0 at 0-M to 23-11-0 at25-1-9.; 2-0-0 at 0-0-0 to 23-" at 25-1-9. 11) Contractor to verify loadings and dimensions prior to fabrication.CD C 66380 m LOAD CASE(S) Standard ° W r+ _ 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Cr- EXP. 01/ /06 Uniform Loads (plo Vert: 1-5=-74, 5-8=-74 Trapezoidal Loads (plo • U ` Q' Vert: 16= -20 -to -9=-1015(B=-995 ) F CALF Jan.Uary10,2006 t c STRUCTURAL -CALCULATIONS 3 JOB # 05-1438-05 PINKERT RESIDENCE. LOT 82 MASTERS CIRCLE LA QUINTA, CALIFORNIA 92603 ' PREPARE® FOR JMA ARCHITECTURE, INC. ` a 17 -Feb -®6 U) MA PREP REUNDf(REY LA CSU I NTA DIREC T spn FRu , jgtG&ROVED., SAFEW DEPT. JEFFREY B. Y444,391 9O \ / E D • , ti FOR CONST TION DAT Y 4 LOAD CASES: STRENGTH DESIGN: (12-1) 1.413 (12-2) 1.2D+1.6L+.5(Lr OR•S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR :8W) (12-4) 1.2D+1,3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1 L+f2S) (12-6) .9D +/- (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) .9D +/- E/1.4 *" (12-11) D+JS[L+(Lr OR S)+ (W OR E/1.4)] * = MAY NOT USE 1/3 -RD STRESS.INCREASE ALTERNATE ALLOWABLE.CASES: E=pEh+Ev " (12-12) D+L+(Lr OR S) Em=OMEGA Eh ** . (12-13) D+L+(W OR E/1.4) ** (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)":5 ** (12-15) D+L+W+S/2+W/2 1 <p<1.5 ** (12-16) D+L+S+E/1.4 ** = MAY USE 1/3 RD STRESS INCREASE I 4 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 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. FLOOR: DECK: DEAD LOAD: DEAD LOAD:. 3/4" PLYWOOD 2:30: 13/4" TILE r 10.00. 3/4" GYPCRETE .6.50: 2" LIGHT WT. CONIC: 16.M CARPET & PAD 1.00: 3/4" PLYWOOD 2.30: TRUSSES @ 16" o/c 3.00 2x]2 @ 16" o/c 3.20 5/8" DRYWALL 3.13. 7/8"•STUCCO - 10.00 f INSULATION 1.00 MISC. - 2.50.. MISC. 3:07 TOTAL 20.00 1 TOTAL 1 44.00 P.S.F. LIVE LOAD RESIDENTIAL FLOOR40.00 P.S.F. DECK I 60.00 P.S.F. RF RES -BU HEAVY TILE - PinkertO5-1438.OSFLEXLATv1.34.XIS i • J WALL: .TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL'. "6.25. r 1.00: 2X4 STUDS @ 16" o/c1:00 .TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL'. "6.25. INSULATION 1.00: 2X4 STUDS @ 16" o/c1:00 MISC. 1.75' TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6,- X6,.DEAD DEADLOAD: 2 LAYERS 5/8" DRYWALL: 6.25' INSULATION ',:;=' -.1:003 R 2X6 STUDS @ 16" o/c MISC. TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 - DEAD LOAD: STUCCO x 10:00: 1 LAYERS 5/8" DRYWALL INSULATION .;...-.. 1.00' 2X12 STUDS @ 16" o/c MISC. _ 1:27 TOTAL .17.00 P.S.F. r RF RES -BU HEAVY TILE l t , VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1500 1725 95 1495 1700000 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2X10 1100 1265 95 1300 1700000 2X12 1000 1150 95 1300 1700000 2X14 & WIDER 900 1035 95 1300 1700000 4X4 1500 - — 95 1495 1700000 4X6 1300 — 95 1430 1700000 4X8 1200_ — 95 1365 1700000 4X10 1100 4- 95 1300 1700000 4X12 1000 95 1300 1700000 4X14 & WIDER 900 -- 95 1170 1700000 6X6 1300 — 85 925 1600000 6X8 1300 — 85. 925 1600000 6X10 1300 — 85 925 1600000 6X12 1300 — 85 925 1600000 6X14 1300 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS .24F -V4 DF/DF . 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No.1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi 6X ' 1200 85 1000 1600000 CONCRETE: f c=2500 psi REINFORCING STEEL: GRADE 40 GRADE 60 BARS 4 AND SMALL BARS 5 AND LARGER STRESS No. 1 i n Pinkert05-14 3 8-05 F L EX LATv 1.34. xl s y - i RAFTER -JOIST TABLE SPACING 24 DL(PSF)= ;:27 LL(PSF)= -16 TL(PSF)= 43 L.D.F.= '1`.25 DL+LL DE 240 LL DEFLE 480 PITCH 0:25 t 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.l'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 6.14 9.63 12.66 15.88 18.34 20.30 BENDING SHEAR DL+LL•<L/240 LL<L/480 7.10 10.35 13.06 15.88 18.34 20.30 10.25 15.99 20.94 26.52 32.06 37.41 6.14 9.63 12.66 16.11 19.54 22.95 6.81 10.71 14.11 18.01 21.90 25.80 SIZE=2X4 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. = 2X6' •' 2X8 2X10 .: 2X12 2X14. 1.28 - 2.01 - 2.64 3.37 4.10 4.83 No:2.DF=L. No.2 DF FAL ` No.2.DF-L No.2 DF -L No.2 DF -L. No.2:DF;L 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 1188 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 6.02 1 9.44 12.23 14.85 17.15 19.00 BENDING SHEAR DL+LL<L/240 LL<L/480 6.64 9.68 12.23, 14.85 17.15 19.00 10.25 15.99 20.94 26.52 32.06 37.41 6.02 9.44 12.41 15.79 19.15 22.49 6.68 10.49 13.83 17.65 21A6 25.28 1. GEN RAFTER Pi nkeR05-1438-05FLEXLATv1.34.xis S STUD TABLES 1. 2X4 DF -L at 16" o/c . LDF=1.60: r 2X4 DF -L at 16" o/c 70 MPH EXP. C i 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 959 1112 10 750 915 ,i 11 674 807 ,.11 467 614 12 458 576- 12 245 383 13 287 397 13 57 198 14 147 254 14 ---- --- 2X6 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 N0.2 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 A854' ;'15 1215 1500 16 1250 1490 16 875 1140 17 965 1187.• 17 585. 840 18, 725 936 18 335 585 191, 525 724 19 110." 360 20 345 540 20 - 160 " 21 186 377. 21 22 35 234 22 --- r i 'F YO UNG ENGINEERING SERVICES www.valuenor.com = r 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P'(760) 360-5770 F.(760) 360-5719 F BEAM UNIT LOADS & DEFLECTION CRITERIALOADS , UNIT LOADS DEFLECTION LIMITS YPE DL LL UNITS ID TYPE: DL LL UNITS ID TYPE DL UNITS UDL °.180 DL DL -0.25 A OOF :27 16 PSF d FLOOR 20 40' PSF:EXT. WALL 17. PSF ULL 180 ROOF LL LL =0:5 OOF' 15 20 PSF a FOOR 20 40 PSF h ; INT. WALL -10 PSF UTC '.240 ROOFTL TL x0.75 FFIT - 10 5. PSF f SOFFIT 10 5 PSF ULL .480 FLOOR LL ` L1TL 1 240 1 FLOOR TL WOOD BEA WOOD BEAM DESIGN IZESGRAQES'xSFi4ltl fw HIP LOADS BEAM. SIZE GRADE ;- t MEMBER NO y ' SVECIESr } USE LEFT CANT CENTER SPAN RIGHTkCANT Vat:d LDF.. APPLY HIP LOADS ` r ' .' Cd ` LLu 41L'' ` Et, ' L Lo X LEFT CENT RIGHT .^•FT FT :rY/N, 2 6X6 S4S S4S No.1 DF -L RF LL 1.25 7.50 7.50 1 1.25 S4S S4S No.1 D RF LL 1.25 11.25 7.50 1.25 4 6X6 S4S S4S No.I DF -L RF LL 1.25 7.50 7.50 1.25 6 P113OR6X14 6X12 S4S S4S No.1 DF -L RF LL 1.25 13.50 10.00 1.25 7 6X14 S4S S4S No.1 DF -L RF LL 1.25 14.00 14.00 1.25 8 5.125X12.0 GLB GLB 24FV4 DF/DF RF LL 1.25 14.50 13.25 1.25 6X12 S4S S4S No.1 DF -L RF LL 1.25 6.00 3.00 1.25 14 10X24 S4S S4S No.1 DFL RF LL 1.25 18.50 18.50 1.25 15 6X16 S4S S4S No.1 DF -L RF LL 1.25 15.00 11.00 1.25 19 14X22 S4S S4S No.i DF -L RF LL 1.25 13.00 10.00 1.25 20 14X18 S4S' S4S No.1 DF -L RF LL 1.25 23.33 20.00 1.25 21 12X24 S4S S4S No.1 DF -L RF LL 1.25 29.50 14.00 N 1.25 22 12X24 S4S S4S No.1 DF -L RF LL 1.25 29.50 14.00 N 1.25 . 23 6X12 S4S S4S No.1 DF -L RF LL 1.25 7.50 7.50 1.25 24 6X16 S4S S4S NOA DF -L RF LL 1:25 8.00 8.00 1.25 25 6X12 S4S S4S No.1 DF -L RF LL 1.25 7.50 7.50 1.25 26 6X12 S4S S4S No.1 DF -L RF LL 1.25 7.00 7.00 1.25 27 6X16 S4S S4S No.1 DF -L RF LL 1.25 8.00 8.00 1.25 28 6X12 S4S S4S No.1 DF -L RF LL 1.25 7.50 7.50 1.25 29 12X24 S4S S4S No.1 DF -L RF LL 1.25 3.50 32.50 13.00 3.50 1.25 30 12X12 S4S S4S No.1 DF -L RF LL 1.25 15.00 10.50 Y 1.25 31 12X12 S4S S4S No.1 DF -L RF LL 1.25 15.50 15.50 1.25 32 12X12 S4S S4S No.1 DF -L RF LL 1.25 10.00 10.00 1.25 '33 12X12 S4S S4S No.1 DF -L RF LL 1.25 11.00 '11.00 1.25 34 8X12 S4S S4S No.1 DF -L RF LL 1.25 6.25 1 6.25 1.25 35 8X14 S4S S4S No.1 DF -L RF LL 1.25 6.25 6.25 1.25 36 12X24 S4S S4S No.1 DF -L RF LL 1.25 11.67 11.67 1.25 37 14X22 S4S S4S No.1 DF -L RF LL 1.25 16.00 13.00 1.25 39 14X16 S4S S4S No.1 DF -L RF LL 1.25 16:75 16.75 1.25 40 10X24 S4S S4S No.1 DF -L RF LL 1.25 19.33 19.33 1.25 41 6X12 S4S 54S No.1 DF -L RF LL 1.25 8.00 6.00 1.25 42 10X24 S4S S4S No.1 DF -L RF LL 1.25 19.00 19.00 1.25 43 5.125X15.0 GLB GLB 24FV4 DFIDF RF LL 1.25 14.00 14.0011 1.25 44 5.125X12.0 GLB GLB 24FV4 DFIDF RF LL 1.25 4.75 4.75 1.25 Pinkert05- 438- 5FLEXLATv1.34.xis WOOD BEAM WOOD BEAM DESIGN /O 438-05 FLEXLATv 1.34.XIS LOADS ' •'e 1N oo e•e ommmmmmm mmm ® ommmmmmmmmmmmm ® 0mmmmmmmmmmmmm•mmmmm ®mmmmmmmmmmm mmmmmm mmmmmmmmmmmmm m ®mmmmmmmmmmmmm•m® o mmmmmmmmmmmmm.m® - ©mmmmmmmmmmmmm.m mmm ®mmmmmmmmmmm m.m mmm ®mmmmmmmmmmmmm•m mm mmmmmmmmmmmmmm.mmmmm ®mmmmmmmmmmmmmmm ®_ mmmmmmmmmmmmm ©mmmmmmmmmmmmmmmmmm. ommmmmmmmmmmmommmmm. ®msmmmmmmmmmm®mmamm mmmmmmmmmmmmm®mmmmm ®mmmmmmmmmmmmm.m®mmm mmmmmmmmmmmmmm.mmmmm mmmmmmmmmmmmm mmmmm mmmmmmmmmmmmmmmmmmm mmmmmmmmmmmmmm.mmmmm mmmommmmmmmm mm® ommmmmmmmmmmsmm®mmm mmmmmmmmmmmmm•mmmmm mmmmmmmmmmm ammmmm mmmmmmmmmmmmm■mmmmm mmmmmmmmmmmm mmmmm mmmmmmmmmmmm mmmmm mmmmmmmmmmmm mmmmm mmmmmmmmmmm m■mmmmm mmmmmmmmm mmm■mmmmm mmmmmmmmmmmm mmmmm mmmmmmmmmmmmm■mmmmm mmmmmmmmmmmm mmmmm mmmmmmmmmm mmm mmmmmmmmmmmvommm mmmmmommmmm mmmmm mmmmmmmmmmmm m. mmmmmmmmmmmm mmmmm mmmmm m mmmmm mmmmmmmmmmo mmmmm mmmmmmmmmmmm mmmmm mmmmmmmmmmmm mmmm :r /O 438-05 FLEXLATv 1.34.XIS YO(ING ENGINEERING :SER EKES www v6alye.com - - 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 © IIIII1I I"_IIIIIIIIIIII♦ ©IIIIILLCIY IIIIIIW 11 '' C 11 11111111111111,111111111111♦®IIIIILLIJ IIIIt s IIIIIW 1 /}'} 1 E IIIII II IIIIIIII I IIII IIIIIIIIIIII♦I IIIIIIIIIIII♦_IIIIILL7E 1 p .0 YO UNG ENGINEERING SER TIJCI 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760 WOOD BEAM DESIGN .valuengr.com 760) 360-5719 WOOD BEAM' Pink . eri05-1438-o5FLEXLATVI.34.xIS 4 ffi7W WOOD BEAM' Pink . eri05-1438-o5FLEXLATVI.34.xIS 4 liiiiiiiiiiiiiiiiiiiiillillilliolillillilliillilI 111111111111 1 1111111 1111111111111111 1 00000000000 11000 000 000 .._.--000000000000a00000 - ----- 0 0 e loll 00 oil 11 _... lip liiiiiiiiiiiiiiiiiiiiillilloollillillillillilililI -WOOD BEAM DESIGN mpUTOT9 , ti mpUTOT9 , t y 4LL D LL JL u, f;L USS J(. Y LLL • - .. ' 6 3e foae , .fes,.« = slo.: r v . D4' . 2.6`' LLR= - ALF n A- ;CF-- NAM=.. a = , p7 _ .-304 ri:LDGAT iRE r- , BUIT _ " + v• ` ... :^ No.. 'i 6 - F4LM o'.! -60-960-9 ra PAX 'b0-360• -t!q t O 0. SEAMS it 3 S USE Pdl PH B Rye o BEAMS U5E 12 RZER TO E3!_AM5 215 L ,420 u5E 12 Pell Pil REFT—ut TO BEAMS LJW PdI Pil 5 • R09—mlk TO MsAM5 USE pall . PH = B REQ TO BEAMS 5 :75S T. LA. -=]I 80 360 760-ebo —T-,o =Ax — YOUNG ENGINEERING SERVICES " Title: PINKER7'RESIDENC_ CIVIL & STRUCTURAL ENGINEERS Dsgnr: JAS Date: Job #. 05-7438=C5 '7-804 WILDCAT DRIVE, STc- Description: ; 'PALM DESERT, CA 92211 met•: seaccu ---- - TEL.760-360-5770 Scope --- C__. Use.:: KN:-0W! 7.15. V­ •_;,oc3"'1.".C3 En:r.Cn'_ .eroineenna SoiwarF Da pr Genera! aIrtllea . edge. t: Description R1 General' Information Cope Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowaDles are user defined @ Section Name. 6x16 Beam Width Center Span ,; 15.00 ft .....Lti 15:00 ft Beam Depth 5.500 in Left Cantilever Y Lu 15.500 in Right Cantilever 0.00 ft Member Type f W Sawn Douglas Fir - Larch, No.' 0.00 ft Elm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 Dsi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0.ksi -Full Length Uniform Loads r Center Left Cantilever DL 40.00 #/ft LL 40.00 #M DL Right Cantilever . #/ft LL wft OL #/ft LL #/ft Traoezoidaf'Loads ` #1 DL @ Left DL @ Right 87.00 #/ft LL @ Lett 16.00 #/ft Start Loc 0.000 ft, 87.00 #/ft LL @ Right, 16.00 #fft End Loc 15,000 ft ' ;.Point Loads Dead Load 3.294.0 lbs fps los os ", lbs Live Load 1.536.0 lbs lbs lbs lbs lbs ids IDs distance 7.500A0.0001 lbs lbs 0.000 ft 0.000 ft .0.000 ft 0.000 ft. o 00oft Summary ,i Span_ 15.00ft. Beam Width - 5.500in x Depth = 15.5in,.E-nds are Pin -Pin BeaRt Design OK i Max Stress Ratio 0.817 , = Maximum Moment 23.8 k-ft Maximum Shear *.11.5 5.9 k j Allowable 29:2 k=ft Allowable 18.1 k I Max. Positive Moment Max. Negative Moment 23.83 k=ft at • 7.500 ft Shear @ Left 3•gq k ! " i 0.00 k-ft ar 0.000 ft @ Right 3.94 k Max.@' Left Support . Max @ Right Support 0.00 k-ft 'Camber; @ Left 0.000ih' I 0.00 k-ft @ Center i 0.312 in Max M allow iReactions... 29,16 Ca) Right 0.000in , fb 1.298.22 psi `b fv 69.30 psi Left DL 2.75 k Max 3 94 k I i .588.81 psi =v 212.50 psi Right DL 2.75 k Max 3.94 k ! Deflections ' Center Span... Deflection Dead Load Tota! Load Left Cantilever... DRac ' r;ao : Ictal _pad ...Location -0.208 in -0.300 in Deflection 0.000 in 7.500 ft 0.000 in Lengm/Def! 7.500 ft ...Lengthmefl 0.0 865.7 600.77 0.0 Camber ( using 1.5' D.L. Right Cantilever... Deft) ... @ Center Deflection. 0.312 in 0.000 in; 0.000 in , Left moth/Deft 0.0 0.000 in 0.0 . ra, Riant 0.000 in YOUNG' ENGINEERING'SERVICES Title : PINKERT RESIDENC; CIVIL & STRUCTURAL ENGINEERS Psgnr:.JAP Date: Job # 05-1438-05 77 -904 -WILDCAT DRIVE, STE..0 Description 'PALM DESERT, CA 92211 _ TEL. 760-360-5770 Scope U"2 ro OECi 7?`-. Ler S.n.C. 4-Uee•2GJ ^^_I!I583-J..^. Generai Timber Bear> GC3 EN RCn! C mm eenn^ 3omva Page 2 ` Description ` R11 wnKer y`5•;e3g.p5.eew:Catw!anrrs Stress.Caics -- Bending Analysis , Ck 24.972,- Le 28.164 ft Sxx 220.229 in3 Area , 85.250 int 0.972. Rb 13,162 ' .Cf CI 0.969 . Max Moment Sxx Reo'd @ Center Allowable fb 23:83 k -ft . 179.95 in3 CP Left Support 0:00 -k -ft , 1.588.8 i psi pp . 0.00 in3 @'fli9hi Support 000 k-tt 0.00 in f •640.19 psi Shear Analysis @ Left Support .t @ Riaht Support 1,640:19 psi Design Shear 5:91 k 5.91 k Area Reouired 27.801' int 27.801 int Fv:.Allowable 212.50-osi 212.50 psi Bearing @ Supports Max. Left Reaction 3.94 k Bearing Length Req'd . 1.146 in Max. Riaht Reaction. 3.94 kBearing Length Req'd 1.146 in i Query Vaiues M, V, & D @ Specified. Locations Moment Shear Deflection @ Center Span Location = ..0.00 ft 0.00 k -ft . @ Right Cant.,Location -ft ' 2.75 k 0.0000'in = 0.00 0.00k -ft @ Leff CanL Location = 0:00 ft 0:00 k -ft 0.00 k 0.0000.in • 0.00 k 0.0000 in 18 YOUNG ENGINEERING SERVICES Title: PINKER T RESIDENCE Job # 05-1438-05 CIVIL & STRUCTURAL ENGINEERS Dsgnr. JA.F Date: 77-804 WILDCAT DRIVE, STE. C Description - - -, PALM DESERT, CA 92211 ---. ..__.__._ -tie:• Scope: TEL. 760-360-0770 . -9000_' - -- -__.-_ __ __ -• -"_ Use' K-r7-pfiGt?_ vr.•5.8.= t -De 2UQ_ - tc1198A2GC3 EN-?:::•.:. ;-mm een^ Set:wem _ Ge$jera6 i.titiDer a@ fTi -- .Page -t . Description R5, s3... -yasrm 4 3A•OS.eew:Gaicuanon _Genera( information Code'Ref: 4997;2001 NDS. 2000/2003 IBC. 2003 NFPA 5000. Base aliowables are user aefined r Section Name 10x24 Beam Cerner Span 23.00 ft Lu 6,00 ft Beam eotn DeD: 1n 9:500 in Left Cantiiever ft ..Lu 0.00 ft23.500 in. Right Cantilever ft Member Type :Lu 0.00 ft Sawn Douoias'Fir - Larch. No.1 Bm VVI. Added to Loads Fb Sase Allow 1,350.0 psi Load Dur. Factor • 1.250 =v Allow 170.0 psi Beam Eno Fixity Pin -Pin Fc Allow 62'5.0 psi Wood Density . 34.000pc E 1.600.0 kSi Full Length Uniform Loads t - Center _ I•; DL 101.00 #/ft LL 60.00 #/ft Left Cantilever DL #/ft'. LL „/ft Right Cantilever DL r/ft LL :. #/ft Trapezoidal Loads #1 DL @ Left DL @ Right '101.00 -#/ft LL (a) Left 60.00 #/ft Start Loc 0:000 ft 101.00 #(ft LL @ Right 60.00 #/ft End Loc 5.000 ft 92 DL @ Left QL @Right 101.00 #/ft LL @ Left' 60.00 #/ft Start Loc 17.500 ft 101.00 #/ft LL @ Right 60.00 #/ft End Loc 23.000 ft !Point Loads Dead toad 433.0 tits 1.cs& lbs lbs. IDS lbs Live Load 240.0 lbs lbs 563.0 lbs 240;0 lbs lbs lbs lbs ,..distance 5.000 ft lbs 11.000 ft 17.500 ft 0.000 fl 0.00011 0.000 ft 0.00oft i; SUMMary ) Beam Design -OK Span 23.00ft..Beam Width .= 9.500in x Depth = 23.5in; Ends are Pin -Pin Max 'Stress Ratio 0.258 Maximum.Moment 29.3 k -ft Maximum Shear.* 1.5 7.2 k Allowable 113.6 k -ft Allowable. -47_.4 k Max. Positive Moment IMax Negative Moment 29.29 k -ft' at ' 11.040 t Shear: @ Left 4.83 k 0.00 k -ft at ft 0.000' @Right 4:77 k ' Max @ Left Support i 0.00 k -ft Camber. @Left Q.00Din l Mar @ Right Support l 0.00 k -ft @Center 0.168in I Max. M allow 113.56 @. Right 0.000 in Reactions..: fb 402.04 psi i to 32.45 osi Left DL 3.29 k' Max i 4.83 k Fb 1.558.75 psi I p v = 212.50 psi Right DL 3.26 k Max 4.77 k i Deflections Center Span... Dead L gad Total Load Lett Cantilever... Deadi_gad otaiYLoad Deflection -0.112 in -0.163 in Deflection 0.000 in / 0.000 in ...Location ...Length/Deft 11.500ft ';.500 ft ...LengthiDef! i Q.0 0.0 2,467.9. 1.686.30 Camber ( using 1.5 * D.L. Right Cantilever... Defl ) C Center ... Deflection 0.000 in 0.000 in 0.168 in t5% Left 0.000 in LengtniDefl 0.0.. 0.0 Cb) nicht 0.000 in M. V,.& D C Specified Locations Moment Shear Deflection CenterSpan Location- 0.00 ft 0.00k -ft 3.29 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: PINKER RESIDENCE: _ CIVIL.& STRUCTURAL ENGINEERS Dsgnr: JAP Job # 05 -1436 -OS Date: 77=804 WILDCAT DRIVE, STE. C Description PALM -DESERT, CA 92211 • •TEL. 760-360-5-170 Scope:. Rev. 56000 -- ...._.. —_ . . Use-. Kw -0607715.. Ver S.© :;. +-Cra z°°- .:'C11983-2003 FA'Er^. ALG crameenna sctnvas c"enera! Timber 3ea>rn Page z t Description P,5 nsnker:C° a;1H:05,e:xr._atcuiarran Stress Caics Bending, Analysis „ Ck 24.972 C. 0.928 Le 12.355 ft Sxx 874:396 in3 Rb 6.215 Area 223.250 in2 CI 0.995 Max Moment Sxx Reo'd Allowable fb Center @ Left Support 29.29 k -ft 225.53 in3 1.556.75 psi @ Right Support 0:00 k -f: 0.00 in3 0.00 k -ft 0.00 in3 1,566.07 psi 1,566.07 psi Sheer Analysis @ Left Support @ Right Support Design Shear 7.25'k 7.16 k Area Required 34.095 in2 33.690 in2 Fv: Allowable 212:50; psi 212.50P si Bearing @ Supports Max. Left Reaction 4.83 k Bearing, Length Rea'd 0.813 in Max. Right Reaction -.4:7 k Bearing Length Reo`d 0.804 in t query Values M. V,.& D C Specified Locations Moment Shear Deflection CenterSpan Location- 0.00 ft 0.00k -ft 3.29 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: PINKERT RESIDENCEJob - CIVIL &STRUCTURAL ENGINEERS Dsgnr: JA.P Date: # 05-1 :38-(} V 77-804 WILDCAT DRIVE. ST=_. C Description: -- - PALM DESERT, CA 92211 TEi.760-360-5770 Scope: ..- Use <u-pcC7?!: ver 5. r` :C„qe < a0:, F N_FC„ L;i 9.0 Enna rirr. 5o"2C 3t1wa,.. aenerai 3 iMber Beam - -.-- •-,._ - . Paoe 1 t: -'1af;5•z"e_-r - ., za. Description R9 b„ 'pinker,CE:- a3ii-r5. ac.n:Ca:cn:anon;. . i; ~ i iaeneraf Inforrnjition Code Ref: 1997/2001 NDS. 2000;2003 16C.'2003 NF A 5000. Base alio wabies are user Defined Section Varne 5.125x24 Center Span Y 25.00ft - _.Lu Beam Width, 113.50 - Beam Deptn 5.125 in Lel-, Cantilever, f 24.000 in Right Cantiiever tt 0.00 Member Type .....Lu GiuLam Douglas Fir. 24F - V4 O.CC Bm Wt: Added to Loads Fb Base Allow 2.400:0 psi Load Du-. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pe. 1,800.0 ksi Full Length Uniform Loads : Center. DL 54.00 #tft 32:00 #/HLeft Cantilever DL #/ft LL - #)f,Right Cantilever DL #/ft LL #/ft Point Loads - ,» Ljead Load 2.':93.0 ins 1.478.0 lbs lbs (os ins r r:. Live Load 1.260.0 Ibs 769.0 ins Ihs Ibs lbs lbs Itrs lbs distance 13.000 ft lbs 22,300 # 0.000 ft 0.000 ft 0.000 ft 0.000 ft O.000:ft Summary t Beam Design OKI , Span= 25.00ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin 1 Max Stress Ratio i 0.344 : 1 , Maximum Moment 34.9 k -ft Maximum Shear* 1 .$ 8.0 .k • Allowable j 101.5 k -ft Allowable 36.9,k # Max Positive Moment ( Max. Negative Moment 34.92 k- t at 13.000 ft Shear: @Left 0.00 k4f, at 0.000 ft 3:43 k ' @Right 5.34 k Max @ Left Support . 0.00 k -ft Camber: @ Left 'k O.00D in Max @ Right Support 0.00 -ft @ Center 0.330 in Max M allow 101.54 @ Right Reactions... 0.000in i fb 851.E psi; fv 65.15 psi Left DL 2.35 k Mai 3.43 k Fb - 2.476.52 psi Fv 300.00 Psi Right. DL 3.60 k Max .5.34 k i -Deflections Center Span... Deflection Dead Load Total Load • Left Cantilever... Dead Load Total Load ...Location -0.220 in -0.326 in Deflection ' 0.000 in 12.800ft 12.800 ft 0.000 in ...LengtnlDefl ...Length/Defl 0.0 1,362.8 919.72 0.0 Camber ( using 1.5' D.L. Right Can tile le ver... Defi) .., r@ Center Deflection 0:000 in 0.330 in 0.000 in r% Left 0.000 in ...Le...Length/Dell.0.0 0.0 @ Ridht 0.000 in 2.2 YOUNG ENGINEERING SERVICES,Title : PINKEP:T RESID_NCE CIVIL & STRUCTURAL ENGINEERS Dsgnr: JAP Date: Job K 05-1436-05 77-804 WILDCAT DRIVE. STEN C Description ZN PALM DESERT, CA 92211 . TEL. 760-360.6770 Scope ' "nev 68090: - User: KW -060171_: Ver5.8.0• t-Gr..c.20o; .. ' t987••1003EN5nC.: C c.nn.. insenn^,. 5ottwary imbr Seaeneral Page. - .i.c•:f Description R9 .., e:nxerosi. 1438—.05.ec, ration t'; . s Stress Caics-- Bending Analysis Ck 19.865 Cv 0.917 Le 27:799 ft Sxx Rb 1.7.462 492.000 in3 Area 123.000 'int Ci 0.900 Max Moment Sxx Reo'r Allowable fb @ Center 34.92 k -ft 169.22 in3 2,476.52 psi @ Left Support '0.00 k -ft 0.00 in3 2,750.72 psi @ Richt Support 0.00 k -ft 0.00 in3 2.750.72 psi Shear Analysis @ Left Support @ Right Support Design Shear :5.15 k 8.01 k Area Required 17.171 in2. 26.710 int Fv: Allowable 300.00 psi 300.00 psi -Bearing (a) Supports Max. Left Reaction 3.43 k Bearing Length Req'd 1..031 in Max. Right Reaction 5.34 k Bearing Length Req'd 1.604 in Query Vaiues M, V, & D @ Specified Locations Moment Shear @Center Span.Location = 0.00 ft 0.00 k -ft'. 2.35 k Deflection @ Right Cant. Location= O.Ob ft 0.00 k -ft 0.00 k 0.0000 in 00000 in @ Left. Cant: Location = D.00 ft 0.00 k -ft 0.00 k 0.0000. in - 2.2 .Live Load Used This Span? i Yes Yes Yes YOUNG ENGINEERING SERVICE=S Title °PINKERT RESIDENCE 372.00 CIVIL & STRUCTURAL ENGINEERS Job # 05-1438-0 Dsgnr JAF Date: _ 220.00 77-804 WILDCAT DRIVE. ST=_. C Descriptioni `PALM DESERT, .^.A 92211 • 'TE;-. 760-360-5770 Scope 0.0 -....- p +-------..-._. lise" K-2CO3 NERCA 5.9.u: 1-0ec-n So • - MUI Li -Spar ; 1191be Beam Paae Multi -Span t:1!9c3 ?GM cN?C,vL ^, cnolnoxrnn SorNiae: i ---;..r.., - :,..-:.:_ -. .. . ,.. • Description R10 5.64 oentertQS-,439-05,ea,:Catcuianrr.: ' , enerai Inrormation -----.._ Cade Ref: 1997i2C01 NDS, --. 200012003 IBC, 200.: NFPA 5000.. Base Max'@ Right -End in-ki, -61.5 allowaoies are user defined Douglas Fir, 24F - VE Fla: Banc Allow Spans Considered Continuous Over Support Fv :Basic Allow 2,400.0 psi Elastic Modulus 1.700.0 ksi 125.0 125.0 240.0 psi Load Duration Factor 1.250 ^Timber Member Information -' Description sPAN -Bending OK,Bending OK - Span it: 9.50 2.00 9,5a 2.27 Timber Section ! 5.125x24 5.125x24 5.125x24 Shear @ Rignt ki Beam Width ti- in, 5.125. 5.125 5.125 2.27 Beam Depth in! 24.000' 24.000 24.000 7.2 - End FlXlty i Le: Unbraced Length ft! Pin'- Pin An • Pin 'Pin -Pin 9.50' 2.00 9.50 - Member Type G1uLam G1uLam GluLam • r .Live Load Used This Span? i Yes Yes Yes Dead Load #/ft 372.00 372.00 372.00 Live Load #Jft! _ 220.00 220.00 220.00 Results , MMEX _ in -k 52.3. 0.0 52.3 @ x = ft i 3:86 0.00 5.64 Max @ Lett End in -k' 0:0 61 S 61.5 Max'@ Right -End in-ki, -61.5 -61.5 0.0 fb : Actual psii 125.0 125.0 125.0 Fo : Allowable psi; 2.805.2 2.977.8 2.805.2 -Bending OK,Bending OK .Bending OK Shear @ Left k( 2.27 0.59 3.35 Shear @ Rignt ki 3.35' • . 0.59 2.27 fv : Actual psis 26.2 7.2 2E.7' Fv : Allowable psH 300.0 300.0 300.0 , Shear OK Shear OK Shear OK •t I Reactions & Deflection ._ ! iC all ku .43 048 LL C? Left k! 0.84 i :47 1.47 Total @ Leff k1 2.27 3.94 3.94 DL @ Riaht k .2.48 2.48 1.43 LL C Right ki 1.47 1.47 0.84 . Total @ Right ki 3.94. 3.94 2.27 Max. Deflection in:. .-0.006 0.000 -0.006 •, r ' <p x = ft i 4.24 ? .00 5.26 Query Values - Location- 0.00 0.00 {).00 J Moment' in -k i 0.0 =61.5 -61.5 Shear ks 2.3 O.E 3 Deflection in' ' 0.0000 0.0000 0.0000 23 1 1 R_ E3dGc , i i 210 ` - DLA LLR= ` a UaE `J DLL c s . DL.' /- L.LR a J USE s% x/z . kilo y LLQ- LL kFR= 6t..= :if/ G = IOJG Lr' ._ "i.:)L= . 1G•' _ l iL = R '. Ja% 24 v: . i /'• /i` : i, y -i L i - Q -- ?!• 760-960^^-70 FAX 760 -360 -5 -pi 25 YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE CIVIL &STRUCTURAL ENGINEERS Job #05-1438-05 Dsgnr: JAP Date: 77-804 WILDCAT DRIVE, STE. C Descnbtion • PALM DESERT; CA 92211 _ Scope: TEL. 760-360-5770 .. User:.KWU6Ct , Ve:S i!.C, -2 02 ENE:..;AL,^ar, Eneen 1-Dcc•2CC;: in So n4arn Multi -Span ® III bee Bea -- Paw- " 1 B. - , - ."``-^- Description - R12. - once-05-1c38•CS.e. v:Carculanona r General Information Code Ref: 1997/2001 NDS. 2000/2003 IBC, 2003.NFPA 5000. Base allowables are user oetrned j. Oouoias Fir, 24F - V€ Spans Considered. Continuous Over Support, Fb :Basic Auovr 2.400.0 osElastic Modulus 1,700.0 ksi : Basic AIIow240.0 psi Load Duration ,actor 1.250 Timber Member Information - - Description. i SPAN 1 • SPAN 2 --SPAN ° 59Aiy Span n 6.50 3.50 8.50 3.00 Timber Section 5.125x18 5.125x18 5.125x18 5.12548. Beam Width .. ini 5.125 5.125 5,125 5.125 - Beam Depth ' in! .18.000 18.000 18.000 18.000 End Fixity Le: Unbraced Length i iti Pm - Pin 6.50 Pin - Pin - 3.50 Pin - Pin Pin - Pin Merrtber Type G1uLam GluLam 8.50 GluLam 3.00 GluLam Loads f< Live Load Used This Span ? i Yes Yes .Yes Yes Dead Load Live Load #. I .248.00 248.00 248.00 248.00 q/tti 124.00 .124.00 124.00- 24.00 Dead Dead Load €t/ft 27.00 27.00 27.00 27.00 Live Load Start #/ft 16.00 , 16.00 16.00 16.00 End ft; ft 6.500 3.500 8.500 3.000 Point n1 Dead Load lbsi 210.00 Live Load Ibsi 124.00 @.X ft! 5.500 Results " Mmax @ Cntr in -ii!• 19:2 0.0 23.3• 0.0 @ X = ttl 2.77' 0.00 4.42 3.00. Max @ Left End in=kl 0.0 -15.4 -24.8 -30.3 Max @ Right End in -k15.4 -24.8 -30.3 0.0 fb : Actual Fb Allowable psi psi i 69.2 2.933.5 89.8 109.3 109.3 2,969:6 2,901.8 2.974.6 Sending OK Bending OK ;Bending OK Sending OK - Shear @ Left ki 1.15 0:50 1.83 1.46 Shear @ Right . " k, 1.55 0.95 2.03 0.22 fv : Actual psi 1 14.9 5.2 22.7 13:7 Fv : Allowable psil 300.0 300.0 300.0 300.0 - ! Shear OK - Shear OK Shear OK Shear OK Reactions &' Deflection - OL ,*Z:) Lett ks' C. 76 :. 0 1.84 2.31 Li. @ Left k; 0-39 0.69 0.94 1.19 Total @ Left k% 1.15 2.05 2.78 3.50. DL @ Right ki 1.36 1.84 2-.31 0.14 LL d Right ki 0.69 0.94 ;.19 -0.08 Total @flightk 2.05 2.78 3.50 -0.22 Max. Deflection in:: -0003 0.001 0:005. 0.000 (5) X = ft 3.03 1.87 Query Values Location . t 0.00 0.00 0.00 0.00 Moment in -k; 0.0 -15.4 24,8 30.3 Shear k 1.2 0.5 .8 1.5 Detiection in 0.0000 0.0000 0.0000' 0.0000 25 Live Load Used This Span ? Dead Load #/ft I hyo i -i yam; Hesults -_ Max @ Left End Max @ Right End fb : Actual Fb : Allowable Shear @ Left Shear.@ Right fv : Actual Fv : Allowable Yes 350.00 160.00 Yes 6.50 6.50 Yes 350.00 160.00 M z.b4 0.00 4.53 YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE -3.9 CIVIL & STRUCTURAL ENGINEERS Job # OS -1438-05 Dsgnr: JAP Date: -3.9 77=804 WILDCAT DRIVE, STE. C Description ON PALM DESERT, CA 42211 215.6 297.6 TEL. 760-360-57770 Scope: 2.960.7 2.951.0 Deflection in- User 11'>.O CY• . R83 -70M. 9Vr. 5.8.C.'LDec•2oC3 + l s` ar .I I - i R83-^CN--R.:'::,i :: "romns+•m Scmvarr bei' Beam ' Page I- '`T''F' `:'"""' Description R13 rniierCS?e?,?.CS.ecvr.Gaicmauor: r General Information Code Ref: 1997/2001 NDS, 2000/2003 !BC. 2003 NFPA 5000. Base 0.25 2.32 allowables are user defined Douglas Fir. 24F - V8 Spans Ccnsidered Continuous Fc: Basic Allow Over Support Fv .2,400.0 osi _lastic Modulus 1.700.0 ksi : Basic Allow _ r 240.0 psi Load Duration Factor 1.250 'Timber Member Information 44.6 - - 300.0 300.0 300.0 Description -• SPwa t SPAN-; SPAN Shear OK Span ftl 5.50 6.50 8.00 Timber Section 5.125x12. 5.125x12 5.1.2542 Beam Width in 5.125 5.125 5.125" Beam Depth P - in ' l 12.000 12.000 12:OOD r End Fixity Le: Unbraced Length i Pin - Pin Pm - Pin Pin - Pin fti 5:50 6.50 8.00 ' Member Type i GluLam Glulam f GluLam r I Loads Live Load Used This Span ? Dead Load #/ft I hyo i -i yam; Hesults -_ Max @ Left End Max @ Right End fb : Actual Fb : Allowable Shear @ Left Shear.@ Right fv : Actual Fv : Allowable Yes 350.00 160.00 Yes 6.50 6.50 Yes 350.00 160.00 M z.b4 0.00 4.53 in-ki 0.0 -3.9 -26.5 in -k; -3.9 -26.5 0.0 psij 172.7 215.6 297.6 psiI , 2.967:9 2.960.7 2.951.0 Deflection in- Bending OK Sending OK Seeding OK k sI 1.34. 0.25 2.32 k! .1.46 0.33 1.76 Psi 1. 22.9. 7.8 44.6 psr: 300.0 300.0 300.0 Sbenr.OK Shear OK Shear OK ' Re ctl ons ar .aeflec2ion DL (z 1.eft k1 LL @ Left k i Total @ Left k j DL @ Right ki LL @ Right k i Total @ Right k. Max. Deflection in @ X ft. 0.92 0.42 1.34 0.82 0.39 1.21 -0.008 2.71 0.82 0.39 1.21 1..81 0.84 2.65 0.009 3.64 •, 0.84 2.65 1.21 0.55 1.76 -0.025 4.27 'Query Values- Locaaon ft 0.00 0.00 0.00 Moment in-ks 0:0 3.9. 26.5 Shear k! 1.3 -0.2 2.3 Deflection in- 0.0000 0.0000 0.0000 26 27• YOUNG ENGINEERING SERVICES " Title: PINKERREslbENC- • CIVIi: u"STRUCTURAL ENGINEERS Job # 05.-1438-05. Dsgnr::JAP Date: e 77-804 WILDCAT DRIVE, STE: C Description ;PALM DESERT. "CA 92211 TEL. 760-360-5770 'Scope _ 03 EdcriCALL;: E.nnmeennaS a_:w- mulie-S par,i iriber Bear .a Nr . - Description., R16 ar r cnrertQ,-:a3n- Pageatmn. General lnfOnTlatlOn Code Ret: 1997/2001 NDS. 2000/2003 IBC. 2003".NFPA 5000. Base ailowables are user defined Douglas. Pir, 24F - V8 Spans Considered Continuous Over Support Fb : Basic Aliow Fv 2.400.0 Psi Elastic Modulus - 1.700.0 ksi :,Basic Allow 240.0 psi _ p Load Duration -actor 1.250 Timmer member -"Information - Description cPau 5? ia : co` cr; . Spar 4.50• 14.00 2.50 " Timper Section 5:125x18 5.125x18 5.125x18 Beam Width ing' 5:125 5.125: 5.125 Beam Depth in 18.000 - 18.000 '18.000 End Fixitv Le: Unbraced.Length `: - ft Pin'- Fin 4.50 .Pin. -.Pin . 14:00 Pin -Pin 2.5U Member Type Glul-am Glul-am Glul-am i ;.Loads Live Load Used This Span Yes - Yes Yes Dead Load Live Loadift! #/ft; 248.00 248.00 248.00 124.00 .. 124.00 124.00 Dead Load u{ft! 27.00 27.00 27:00 Live Load Stan #/fi 16.00 '16:00, 16.00 ' ft j End ft! 4.500 14.000 2.500. Results Mmax ra Cntr in-k; " 0.0 50.8. 0.0 . 1 F @X ft;. 0.00 ". 6.91 2.50 Max @ Left End in-ki 0.0 -66.7 " -75:8 Max @ Right End in-ki -66.7 -75.8 0:0 fb ; Actual psi 241.1 273.9 273.9 Fb : Allowable psi i 2,958.8 2,789.0 2.979.3 .aerdiisg OK Bending OK Bending OW Shear @ Left ki 0.30 2.85 3.05 Shear-@) Riaht. ki- 2.17 2.96 2.01 ' fr : Actual psi 25.:1. 37:4 42.8 Fv; Allowable psi! 300.0 300.0 300.0 Shear OK Sheer OK Shear OK Reactions & Deflection Ds @ _e: k i 0.20 LL @ Left k 010 1.69 2.03 Total @ Left ki -0.30 5.02 6.00 DL Cq) Right ki '2.33 3.98 -7.33 @ Right ki 1.69" 2.03 0:68 Total @ Right ki 5.02 6.00 2.01 Max. Deflection ini 0.002 -0.025 0.001 X = ft 2.76 6.97 1.03 'Ouery Values -- _ - - - - -- ccahor a 0.00 -0.00 :,.. 0.00 Moment in-k; 0.13 -66.7 •75.8 Shear' ki 0.3 2:9 .0 Defiectton In! 0,0000 0.0000 0.0000 27• YOUNG ENGINEERING -'SERVICES Title: PINKERT RESIDENCE Job # 05-1438-05 CIVIL & STRUCTURAL ENGINEERS Dsgnr-, JAP Date: 77-804 WILDCAT DRIVE. ST --.."C Description.: PALM DESERT, CA 92211 Scope: _ 'T'EL. 760-360-5770 :ase;.K1ti-CCU "' ` ._-•` .,. -IVer5.A =iERCAL.=naineeerc-c2GGo: ven!_ Multi -Span Timb' 1993-2003 Beam Page nu+kar,05-s n3A.05.^vx:Caicuiatrone: Description, R17 General Information Code Ref: 1997;2001 NDS. 2000/2003 IBC, 2003:NF -A 5000. Base allowables are user defined Douglas Fir, 24F - V8 Spans. Considered Continuous Over Support Timber Member information uescrlpuon Span Timber Section Beam Width Beam Depth End Fixity Le: Unbraced-Length Member Type Loaas Fb : Basic Allow 2;400.0 psi Fv :Basic Allow 240:0 psi Mastic Modulus 1,200.0 ksi Load Duration Factor 1.250 Live Load Used This Span ? SPAM 1 SPAN 2. ft! 9.00 14.50 Live Load #!ft 5.125x15 5:125x15 in 1 5.125 5.125 in 15.000 15.000 Start ft . PM -Pin Pin - Pin fti 9.00 14.50 'Dead Load @ Left Glu.am GluLam Live Load Used This Span ? Yes Yes Dead Load #/ft •108-00 108.00 Live Load #!ft • 64.00 64.00 Dead Load #!ft'? 115.00 115.00 Live Load #/ft 68.00 68.00 Start ft . End ft ,9.000. 4-500 'Dead Load @ Left 142.00 Dead Load C@ Right #/ft; 142.00 Live Load @ Left #,/ft5 84:00 Live Load @ Right #/ft! 84-00 Start ft End ft . 9.000 14.560 i Results -04,14L 231:1111 . Mmax 6 Cntr in -k i• 6.9 88 88.1 lad X = flt 1.80 8.41 Max @ Lett End in-ki 0:0 '7103.8 Max @ Right End in -k -103.8 0.0 fb : Actual psi; 539.9 .539.9 Fb : Allowable psi; 2.919:9 2:849.4 . Sending OK- Bending OK Shear @ Leftk; 0.64 4.18 Shear 0 Right k' 2.56 2.42 fv : Actual psi: 41.2 68.4 Fv : Allowablepsi 300.0 300.0 Shear OK Shear OK _ Reactions & Deflection - - DL @ Lett k: 0.40 12 4.23 -L (a7 Left k= 0.24 2.50 Total @ Left .1 0.64 6.74 DL @ Right 4.23 1.52 L @j Right 2.50 0.90 Total @ Right k . 6.74 2.42 Max. Deflection in; 0.012 -0.099 L' X = ft: 0.30 7.83 flue. -v Values--- Lccauon tt; ,1.00 0,0.5 Moment in -k 0.0 103.8 Shear k, Deflection_ in, 0.0000 C.0700 28- Rr =B.LTiGc Li, . LL - QL x r ;S• '— r"r rt<; r[.Cn} o ;o.• F , " • ;. ` atm ' 2 i . f 5: t' ' _ ??: i •ALi--. • • , _ ' _ - .. . .k: to.r,rS-i_ , s7 i -- + t:'r2 -. l3's t,=• .. .. J ;i u: . ° , • ! , .mss s. , LL= LLR UNG ENGiME-- NG = Yli j -:1-804 mL^ :RT 7R: VITT G " 0,:•'6G-36G T'i aX -b0 q60=-Z a . meacuons ,& Jenection v ; • :: ar--- ' k 0.57 ( k 0.34 .. . `'_ k ! ' _ / f"'.may ,. • r.. tl r sr 4 YOUNG -ENGINEERING SERVICES ` TI Ue-; PINK_R R=S IDENC ' ki 2.27 CIVIL & STRUCTURAL-'ENGINEERSDsnr•.JAR^ . . g Dater Job # 05-1438.05 kt 77-804 WILDCAT DRIVE, STE- C°, Description 2.33 0is PALM DESERT, CA 92211 0.001 -0.013 Scope,: " TEL. 760-360-5170 - ft. 6.78 S.d2 # • Query Values • 'v r KV+O til Verb C + Oec200' Multi -Sear: Timber Beam... • _ i c , E ic , eme . „ Somvara Flage , (. r_, ' ''" '' ' '_Description R18.' -.ew omr..errJ5ta38-OS.ecx:_aictliatmns ii s' General information Code Re 1997/2001 NDS 200012003-1BC..2003 NFPA 5000: Base Moment ailowables are user defined V Douglas Fi; - Larch. No.1 Soans Considered F : Basic Allow. 1.350.0 psi Elastic Modulus Over Support. -v 1,600A ksi .Continuous : Basic Allow 170.0 psi Load Duration Tactor '. 1.250 Timber Member information - -- in4 Description SPAN I SPAN z ' Span. 9.00 14.50 TimberSection ' 10x24 .10x24t , Beam Width in! 9.500 9.500 Beam Depth in' 23.500 23.500' . ..End Fixity .: Le: Unbraced Length ftl Pin - pin Pin :.Pin' 9.00 ' Member Type 14.50 a Sawn Sawn Loads K Live Load Used Thisspan ? i Yes Yes ,MMMUZ ;' Dead Load #/ft Live Load/ft i 250.00 250.00 148.00 148.00 i i Results. r , Mmax(Q) 'ntr. ir-kl 12.3 82:1. @ X.= ' ft! '2.28 8.60 f Max @'Left End in -k? 0.0, 96.0 Max @Right End in -k; -96.0 0.0 fb : Actual Psi! 109.8 109:8 Fb : Allowable psi; 1. 554:6 1.546:4 i Sending OKOK Shear @ Left ki. 0.90 3.44 Shear.@ Right ki, 2:68' 2.33. tv : Actual psi: i 12.7 17,9 Fv :Allowable ps+i 212.5 212.5 ! ' meacuons ,& Jenection v ; • :: ar--- ' k 0.57 LL @ Left k 0.34 2.27 Total @ Lett , k 0.90 6.12 DL @ Right k;3.84 1:47 LL Ca). Right ki 2.27 .0.87 Total @ Right » kt 6:12 2.33 Max. Deflection in 0.001 -0.013 @ X= . ft. 6.78 S.d2 # • Query Values , I_oc iian ft. 0.00 0.00' Moment in-kf 0.D 9a0 t Shear ki 0.9 3.4 ~i Defiection in4 0.0000 0.0000 3.0 YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE Job # 05-143B•05 CIVIL &STRUCTURAL ENGINEERS Dsgnr: JAP Date: 1-804 WILDCAT DRIVE, STE. C Description PALM DESERT, CA 9221.1 Scope': TEL. 760-360-5770 used KwwEs,;, .ver 5.9.::.;.oeczco� General i im5errr3' Beam Page 1 . '^s L5J-2CC:+=k=F,�rt^ 5nanrennc $ohware �a� cnkP�S-r�3B-05 ecvr.Gavu'anons '. Description R38 � General Information Section Name 14x16 Beam Width Beam Depth Member Type BM Wt. Added to Loads Load Du:. Factor Beam End Fixity Wood Density Traoeioidal Loads Code Ref: 1997,12001 NDS, 200012003 IBC. 2003 NFPA 5000. Base allowables are user defined #1 DL @ Left DL @ Right Center Span 13.50 ft ..Lu 13.500 in Left Cantilever ft , .. Lu 15.500 in Right Cantilever ft ..Lu Sawn Douglas Fir - Larch. No.1 435.00 #/ft LL @ Right, Fb Base Allow 1.350.0 psi 1.250 �:vAllow 170.0 psi Pin -Pin Fc Allow 625.0 psi 34.000pci E 1,600.0ksi #1 DL @ Left DL @ Right -#i/ft 481.00 #/ft LL @ Left L: @ Right #/ft 273.00 #/ft Start Loc End Loc #2 DL @ Left. 481.00 #/ft LL @ Left 273.00 #/ft Start Loc . DL @ Right 435.00 #/ft LL @ Right, 247.00 A/ft End Loc #3 DL @ Left27.00 #/ft LL @ Left 16.00''- #/ft Start Loc DL @ Right 27.00 #/ft LL'@ Right 16.00 9/ft End Loc Summary 0.066 in Reactions... 0.000 in 0'.000 in fb 308.76 psi IN 24.91 psi. Left DL 2.02 k Span= 113.50ft, Beam Width = 12.500in.x Depth = 15.5in, Ends are Pin -Pin Right DL !i Max Stress Ratio Max 0:189. 1 Maximum Moment 13:9 k -ft Maximum Shear* 1.5 Allowable y .... "' 73.6'k -ft Allowable Le 25.735 ft ' Pb ! Max Positive Moment 3 5.126 Cl 0.997 13.50 ft 0.00 0.00 ft 0.000 ft 7.500 ft„ 7.500 ft 11.500 ft 11.500 ft 13.500 ft I Max Negative 91 k- t at 7.236 ft Shear: @Left Moment ! -O.00k-ft at 13.500 ft 0.000 in @ Richt Max @ Left Support 0:00 k -ft 6.858 ft ...Length/Deft Camber: @Left Max @ Right'Support 0.00 k=ft 2,453:82 Right Cantilever... @Center Max. Mallow 73:64 Deflection @ Right @ Center 0.066 in Reactions... 0.000 in 0'.000 in fb 308.76 psi IN 24.91 psi. Left DL 2.02 k Max 1 Fb 1.634.85 psi Fv 212.50 psi Right DL 2.34 k Max uenections Beam Design.OK 5.2 k 44.5-k 2.98 k 3.47 k 0.000 in 0.066 in 0.000 in 2.98 k 3.47 k �r�rr••• Defiection vena Luau ! otal Load Left Cantilever... Dead Load . Totai Load -0.044 in -0.066 in Deflection 0.000 in 0.000 in ...Location 6.858 ft 6.858 ft ...Length/Deft 0.0 0.0 Length/Deft 3.673.0 2,453:82 Right Cantilever... Camber ( using 1.5"D.L.Defl) ... Deflection @ Center 0.066 in 0.000 in 0'.000 in @ Left0.000 in ...Length/Defl 0.0 0.0 @ Right 0.000 in Stress Caics Bending Analysis w. y .... "' • Ck 24.972 Ct 0.972 Le 25.735 ft ' Pb Sxx 540.563 in3 Area 209.250 in2 5.126 Cl 0.997 Max Moment Sxx Reg 'd Allowable to @ Center :3.91 k -ft 102.09 in3 1:634.85 os! C?� Left Support D.00 k -ft 0.00 in3 1.640.19 psi Right Support 0.00 k -ft 0.01)'M3 1,640.19 psi She Analysis @ Left Support @ Right Support Desion Shear 4.47 k 7, -.21 k Area Required 2?.023. in2 24.524 in2 =v: AIIOvranie 212.50 psi 212.50 psi Bearing Cu: Supports Ma),.'. Lef- Reaction 2.98 k Sea nnc Length Read 0.353 in Max. Riohf Reaction 3.47 k Bearing Length Req'd 0.412 in 31 YOUNG ENGINEERING SERVICES Title: PINKER', RESIDE NCE _ CIVIL & STRUCTURAL ENGINEERSDs nr: g JAp Date: Job#'0'-1438-0, 77-804 WILDCAT DRIVE, STE. C Description: B PALM DESERT,. CA. 92211 TEL. 760-360-5770 Scope e• 5s000 ` . Use: KW -0601_11_ -V115 -8-C- ;-Deo'-2003 SemvGeneral Timber Beam -- — . _0c;19P.3 Hf703 ENBRIALC naineo.^:nr. aie Page 2 f omKe.^.OS- e ;..07_ecw.Caic iatiom: Description R38 Query Vaiues --- M, V, & D @ Specified .Locations Moment Shear CO Center Span Location = Deflection 0.00 • ft 0.00 k -ft 2.02 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k @ Left Cant.. Location =' 0.00 ft. 0.00 k -ft 0.0000 in . 0:00 k_ 0.0000 in i Point Loads YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE Bending Analysis Ck 19.865 Le Cv 0,991 Rb :CIVIL & STRUCTURAL ENGINEERS Dsgnr: JAP Dater lob # 05-1438.05 T7-804 WILDCAT DRIVE. STE. C Description Live Load lbs :- L 14D- PALM DESERT, CA 9221 lbs lbs . - IE' - 760-360-5770 Scope lbs ft 0.000 f, 0.000ft s zpumrr a 29.09 k -.i 117.37 in3. 2.974.45 2 .974,45 psi - --'-' User PNo•06,1717: . ver 3.e.c. i -Deo -200 General- 'cNFRC^ _C°nal-e.G no swware enera:. limber Beam . ---•- -Page Description TRANSFER COLUMN 2,974.45 psi cmkertCS. o:7a-Gi er,.r: L`ar @ Left Support :'General Information _ Cooe Ref: 1697/2001 NDS, 2000/2003 IBC, 2003 NFRA 5000, Base Desion Shear 8.81 k Design 61K allowables are user defined i ` Seciion Name 5.125x18 Center Span Beam Width.5.125 15.25ft Lu 0.00 ft Beam Deptn in Left Cantilever 18.000 in Riaht Cantilever 5.00ft ' .'....Lu . 0:00 ft Member Type GiuLam Douglas Fir, 24F ft ....Lu - V8 0,00 ft Bm WL Added io Loads Fb Base Aliow 2.400:0 psi 1:5 Load Dur. Fact 1:250 Fv Allow 190.0 psi Allowable Beam End Fixity pin -Pin Fc Allow. 650.0 psi 21.9 k Wood Density 34.000 pct E 1.800.0 ksi 0.00 k -ft at 0:000 ft Shear: -29.09 k=ft i Point Loads w Bending Analysis Ck 19.865 Le Cv 0,991 Rb Dead Load 5.76-.0lbs. lbs ' lbs lbs lbs lbs Live Load lbs lbs Ibs lbs lbs lbs ...distance -5.000A 0.000 ft 0,000 ft 0.000 ft 0.000 lbs ft 0.000 f, 0.000ft s zpumrr a 29.09 k -.i 117.37 in3. 2.974.45 2 .974,45 psi 0.00 k -ft 0.00 in3 2,974.45 psi Shear Analysis @ Left Support -Beam Desion Shear 8.81 k Design 61K Span 15.25rt Ler Cant= 5.00ft. Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin 37.081 in2 11.000 in2 . , Max Stress:Ratio .0.424:1 237.50 os; Bearing @ Supports i Maximum Moment -29.1'k-ft Maximum Shear' 1:5 B:8 k ; -1.74 k Allowable 68.6 k -ft Allowable 21.9 k Max. Positive Moment Max. Nega6ve,Moment 0.00 k -ft at 0:000 ft Shear: -29.09 k=ft @Left 5 87 k Max @ Left Support at 0-000 ft -29:09 k -ft @Right 1.74.k k Max @ Right Support 0.00 k -ft Camber: @ Left 0.550 in @ Center 0.242in Max:Mallow 68,60. Reactions.:. @Right 0.000in I fb 1.261.45 psi fv 95:47 psi Left DL 7.95 k Max 7-95 k Fb 2,974:45,os1 Fv 237.50 psi Right DL -1.74 k Max -1.74 k Deflections l Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load Total Lo ad al Lo ...Location 0.162 in 0.162 in ft 6.374 ft Deflection -0.3067 in • 7 in , ..,Length/Deft .6.374 1.132.8 1,132.80 ... L ength/Dell 327,3 327,3 Camber ( using 1.5 D.L Detl Right Cantilever... m Center 0... in Deflection 0.000 in 0.000. in i @ Left 0.550 in ength/Deft G.0 0.0 @ Right 0.000 in Stress Calcs w Bending Analysis Ck 19.865 Le Cv 0,991 Rb 0.000 ft Sxx 276.750 in3 - Area 92.250 in2 0.000 Cl 7946.678 Max Moment Sxx Reg' d Allowable fb Center @ Left Su000rt 0.00 i( -ft 0,00 in3 psi r, Riaht Suoport 29.09 k -.i 117.37 in3. 2.974.45 2 .974,45 psi 0.00 k -ft 0.00 in3 2,974.45 psi Shear Analysis @ Left Support @ Riaht Support Desion Shear 8.81 k 2.61 k Area Required 37.081 in2 11.000 in2 Fv. Allowable 237.50 psi 237.50 os; Bearing @ Supports Max. Left Reaction 7.95 k Bearinc Lenatn Rea'd 2:385 in ' Max. Rion, Reaction -1.74 k Bearing Lenath Req:d 0.=23 in . 33- YOUNG ENGINEERING SERVICES Title: PINKERT R=SID=NC= CIVIL &•STRUCTURAL ENGINEERS DSgnr: JAP Job «:05•t438 -0S Date: .77-804 WILDCAT DRIVE, ST=_., C Desceiption - t= PALM DESERT, CA 92211 'TEL. 760-360-5770 Scope Rev. 58000:.--_.—__---__— ' Use>; KW_060171° Vey 59.0. 1,,0,2CC2 General ;ci1983.?003 N ":'iC::L =rnmeenna 5ottwar! aE Timber Beam " Page 2 Description TRANSFER.COLUMN 1438.05.,,.•: Ca¢marene --- Query Values — -- ---- M, V.•& D @ Specified Locations Moment Shear @ Center Span Location = 0.00 ft -29;09 k=ft 2.07 k Deflection @ Right Can!. Location = 0.00 f•, 0.00 Ot 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft.. -29.09 k -ft 2.07 k 0.0000 in 0.0000 in YOUNG ENGINEERING SERVICES Title: PINKER7 RESID=NCE Job x.05•1 Gad -05 " CIVIL & STRUCTURAL ENGINEERS Dsgnr: JP. Date: 77-804 WILDCA7.DRIVE, STE. C' Description:. - PALM DESERT. CA 9221 Scope: — .--.- . TES, .760-360-5'70 ' — ----1— ------ Use,:KYJ 6fr.i1%1 :. Ve15.9.G, 1.O=c2CO3: S6 BBI -r Ql::mri Base Plate—_ 93 G 3 °N F.G:,t aoiware - . "•2i1 c`m-eearn .=.`•. •. - _ Description BASc PLATE FOR PX8'(LATERAL CINE'26): 0inke90 :-1.38-0. ecw Cak leuon General Information Code Ref: AISC9th Ed ASD, 1997 UBC, 2003 IBC; 200a NFPA -3000 'k Loads Steel Section P8xs 'Axial Load 9.00 k - Section Lenath 8.630 in X -X Axis 1Moment41.00 k•f Section Width8.630 in Flange Thickness 0.500 in,- n:Plate PlateDimensions Web Thickness 0.500 in Plate Length `16.000 in Allowable, Stresses Plate Width 16.000 in. Concrete f'c 1. 2,500:0`t)si Plate Thickness O.ODO in Base Plate Fy t - 36:00 ksi Support Pier Size Load Duration Factor .1.330 Pier Length `72000 in Anchor Bolt'Data Pier Width 72.000 in Dist from Plate Edge, 2.000 in Bolt Count per; Side 3 Tension Capacity 13.350 k Bolt Area 0.785 int Sum R1ary iy - a.Concrete.Bearing 'Baseplate OK I Ia Stress Bearing Stress OK jI Actual Bearing Stress .969.5 psi i Allow per AC1318795: A3.1 1 Partial Bearing.: Bolts in Tension: = 0.3 • f'c • Sgrt(A21A1)' LDF 1,995.0..Psi Allow per AISC J9 2,327.5, psi Plate Bending Stress Thickness OK Actual fb 30.9828 psi Max Allow Plate Fb 35;910.O:.psi Tension Bolt Force • . Bolt Tension OK !1 Actual Tension 11.736 k I Allowable 13:350.k YOUNG ENGINEERING SERVICES . Title :.PINKERT'FESIDENCE CIVIL & STRUCTURAL -ENGINEERS Dsgnr:.JAP Job.0 05-1438-05 Date: 77-804 WILDCAT DRIVE.'STE. C Description PALM DESERT, CA 92211 TEL. 760-360-5770 Scope: es 56000; "---•----- -.. UserKV00601 , Ver 5.tl :. Stee! Column Base Plats ---- .. — . .. .. Description BASc PATE FOR TS x5x1r2 (LAT=RAL LINE 28). oinMrr'rp-ir,3g.05 ec irureuen} S` "" £ General information --;tea•--•,..-.: „ Cooe Ref : AISC 9th Ed ASD..1997 USC. 2003 IBC- 2003 NFPA 5000 Loads Steel Section TS5x5x1/2 Axial Load 4,00 k Section Length 5:000 in X -K Axis Moment 9.30 k -ft Section Width 5.000. in FlanaeThickness 0.500 in Plate Dimensions Web Thickness 0.0170 in Plate Length 14.000 in Allowable Stresses Plate Width Plate Thickness 14.000.in in Concrete fc 2.500.0 psi 0.000 Base. Plate F.y 36.00 ksi Support Pier. Size Load Duration Factor 1.330 Pier Length 60.000 in Anchor. Bolt Data Pier Width 60.000 in Dist. from Plate Edoe 2.000 in Bolt Count.per'Side .2 Tension Capacity 7.500.k BoltArea 0:442 in2 Summary Std - Baseplate OK Concrete Bearing Stress Bearing.Stress OK Actual Bearing Stress 1.470.7 psi Allow per AC1318-95, A3.1 PartiatBearing :Bolts in Tension i = 0.3' f'c } Sgrt(A2/A1)' LDF 1,995.0. psi I Allow per AISC J9 2,327:5 psi I . Plate Bending Stress Thickness-01(- hickness.OKActual ActualIb 17.4518 psi Max Allow Plate Fb 35,910.0 psi l Tension Bolt Force, Bolt Tension OK j Actual Tension 4.343 k Allowable 7.500 k I A . . . ... . • ni C1 O n .off N 11cc _ir .. Fid- - t- \ .sem T ., 41 r 3 p Z o 6z N P► i ni . _ Mi. rn n . a lh _F b Y t7 FdI- p .•.. A. - u. Y ummary YOUNG ENGINEERING SERVICES Title: PINKERTAESIDENCE r Job # 05-1438-05 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JAP Date: 8:09AM, 3 JAN 06 77-804 WILD CAT DRIVE, SUITE C Description : ae PALM DESERT, CA 92211 Beam Design OK PHONE: 760-360-5770 Scope 2.50ft, Beam Width = 5:125in x Depth r----- l Rev: 580004 • ' - • User.Ko2003E E ver 5.80, n ening o General Timber Beam e (c)19834003 ENERCAIC Engineering Software Page 1 Description R28 , 0.472: pinker105 1438-05 ecw Calculations General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Center Span Beam Width 8.00 ft .....Lu 8.00 ft 5.125 in Left Cantilever Beam Depth 12.000 in Right Cantilever 2.50ft Lu ft 2.50 ft Member Type GluLam Douglas Fir, 24F - ..Lu - V4 0:00 ft Bm Wt..Added to Loads 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 at 8.000 ft at 0.000 ft Wood Density 34.000 pcf E 1,800.0 ksi 5.80 k Full Length Uniform Loads - Max @ Left Support Center DL 196.00 #/ft LL 16.00 #/it • Left Cantilever DL 190.00 #/ft LL 16.00 #/ft Right Cantilever DL #/ft LL l , 0.00 k -ft Point Loads Camber: @Left Dead Load 3,659:0 lbs lbs lbs Ibs lbslbs Live Load 1,599.0 lbs lbs lbs lbs; lbs Ibs • ...distance -2.500 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft Ibs lbs 0.000 ft 0.000 ft Max. M allow ummary Beam Design OK Span= 8.00ft, Left Cant= 2.50ft, Beam Width = 5:125in x Depth = 12.in, Ends are Pin -Pin iMax Stress Ratio " 0.472: Maximum Moment -13.8 k -ft Maximum Shear' 1.5 8.7 k Allowable 30.3 k -ft. Allowable 18.5 k .Max.' Positive Moment Max. Negative Moment 0.00 k -ft -9.79 k -ft at 8.000 ft at 0.000 ft Shear: _ @° Left 5.80 k Max @ Left Support -13.83 k -ft • @Right 0.91 k I Max @ Right Support 0.00 k -ft Camber: @Left 0.143 in @Center 0.058in 0.000 058in Max. M allow 30.28. Reactions,.. @ Right • fb 1,349.67 psi N 141.46 psi Left DL 6.21 k Max ` 8.42 k Fb 2,954.41 psi Fv 300.00 psi Right DL -0.41 k Max -0.85 k Deflections • Total Load Center Span... Deflection .Dead Load Total Load Left Cantilever... Dead Load ...Location 0.039 in 3.141 ft 0.038 in 3.099 ft. Deflection Length/Deft -0.096 in 0.141 0.141 in ...Length/Deft, 2,484.4 2,553.64 - 627.9 • Camber ( using 1.5 ' D.L. Defl) ... Right Cantileverfl @ Center 0.058 in Deflection 0.000 in 0.000 in @ left 0.143 in ...Length/Deft 0.0 . 0.0 ' @ Right 0.000 in f• YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE Job# 05-1438-05 t CIVIL 8+ STRUCTURAL`ENGINEERS Dsgnr. JAP Date: 8:09AM, '3 JAN 06 77-804 WILD CAT DRIVE, SUITE C Description PALM DESERT,, CA 92211 Scope : f PHONE: 760-360-5770' - Rev: '11=04 ' User: KW-0601715.Ver , -Dec-2003 (C)19831-2003003 ENERCALC Engineering software General Timber Beam Page 2 pinkert05.1438-05.ecw: Calculations Description R28 - Stress Calcs • Ck v 19.865 Le 15.954 ft Cv 1.000_ Sxx 123.000 in3 Area ' 61.500 in2 Rb 9.354 Cl 0.985 Max Moment Sxx Read Allowable fb @ Center 9.79 k -ft 39.75 in3 2,954.41 psi @ Left Support 13.83 k -ft 55.57 in3 2,987.55 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear " 8.70 k 1.37 k Area Required 29.000 in2 4.556 in2 ' Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction - 8.42 k Bearing Length Req'd 2.528 in Max. Right Reaction -0.85 k' Bearing Length Req'd 0.254 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft. -9.79 k -ft 2•04 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 -9.79 k -ft . 2.04 k 0.0000 in 3q DATEJ05 NAME.; 5HEET 5zp-vlr—l!S 1-80A NILIPCAT-.=)R. 5UITE r- DESERT.DESERT.GA. !=If IJC5 No.: Ad" '1 6- I-10 PALM 760-: 60-57'70 FAX -T&O-560-571cl E3 -T-; PH RANGE A36 DLl, .. . .. . . . . . . LLLFL.-, 27 7) --- Z (3 -2 USE DSL 2&m LL y. . . . ... . . . . . . . . . . . . . . . . . . . . . USE f -yesy-126)Lt 2H d DL -LW -W 4f LLL' -Al USE! A' 4 L L 7 . . . . ... . . . . .. L1.0 if &far a 3 . . . LL L -;ql 2 llyQeV) CIO) -L LL - USE V/2 Z'?16* 3?2r* DATEJ05 NAME.; 5HEET 5zp-vlr—l!S 1-80A NILIPCAT-.=)R. 5UITE r- DESERT.DESERT.GA. !=If IJC5 No.: Ad" '1 6- I-10 PALM 760-: 60-57'70 FAX -T&O-560-571cl E3 -T-; PH I run Leng>;n Dnttorm ::Dads " - YOUNG ENGINEERING SERVICES Title: PINKEST RESIDENCE • Job # 05-1438-05 CIVIL o[ STRUCTURAL ENGINEERS Dsgnr: JAP Date: Center 7-804 WILDCAT DRIVE,,STE: C Description: :PALM DESERT, CA 92211 _ Scope TEL. 760=360-5770 ns SSCP .__--_..--.._.-. __--__ -.- ._ -• - -- , --:__.., Una,:c oc,; . ve: 5.9..,-uec•2e.:i 0.3enera; Timber Beam Page i r". .- i^tt d 2CC.i Eti_ i::.L:: °rameeanr. 5o„warP . •GL : v 'raCaa4- i'Zx CInkPR 3 • CN dl-.U 3CC/1. R - Description `R36 (3)-6X16 BOLTED TOGi=TREK Genera! information Code Re?: 199712001 NDS, 2000/2003 113C, 2003 NFPA 5000. Base allowabies are user defined ', Section Name 6x16 Beam Width Center Scan 11.50 ft .....U.i 1"1.50 ft '16.500 in; Beam Depth Left Cantilever f ....Lu 0.00 ft 15.500 in' Richt Cantilever f Member Type ......Lu 0.0011 Sawn Douglas Fir - Larch, No. t 6m Wt. Added to Loads Fb Base Allow 1.350:0 psi' " Load Dur. Factor 1.250 FvAllow 85.0 psi Beam End.Fixity Pin -Pin Fc Allow 25.0 625.0 psi Wood Density 34.000pcf E 1,6si I run Leng>;n Dnttorm ::Dads " - ' Center p 273.00 #Jit LL 126.00' #/ft Left Cantilever DL ifft LL . ' #/ft Right Cantilever DL #1ft LL #/ft. ' s yurmnary }: Beam Design OK Span- 11.SOft. Beam Width =.16,500in x Depth 15.5in, Ends are Pin -Pin Max Stress Ratio 0.146. ' Maximum Moment 7.6 k -ft Maximum .Shear * 1.5 4•:0 k Allowable 90.3 k -ft Allowable 27.2 k Max. Positive Moment 7:63 k -ft at '5:750 ft Shear: @ L_eft 2.65 k Max. Negative Moment' 0.00 k -ft at 0.000 tt @ Right 2.65 k Max @ Left Support 0.00 k -ft Camb"er: @ Left. 0.000 in Max @ Right.Support 0.00 k -ft '@ Center. _ 0.024in I Max M allow l 90-30 Reactions... @ Right 0.000 in fb 136.53 psi fv '15.56 psi Left DL 1.92 k. Max 2.65k l Fb 1.640.19 psi Fv 106.25 psi Right DL 1.92 k Max 2.65 k Deflections Center Scan... Dead Load Total Load Lett Cantiiever... Dead Load Total Load Deflection -0-016 in -0.022 in Deflection - 0.000 in 0.000 in ... Location 5.750 ft 5.750 ft Length/Dell 0:0 0.0 Lendth/Defi 8;617.6 6,226.88 Right Cantilever... Camber ( using 1.5 * D.L. @ Center Deft ) ... Deflection 0.000 in 0.000 in 0.024 in -..Length/Deft OA 0.0 @. Left 0.000 in @ Ridnt 0.000 in ---------------- I Stress Calcs li Bending Analysis Ck 24.972 Le Cf 22.496 ft Sxx 660.688 in3 Area 255.750 in2 0.972 Rb 3.921 Ci 2652.965 Max Moment Sxr. Redd Allowable fb r Cente.- 7.63 k-11 55.80 in3 1..640.19 psi @ Let; Support - 0.00 k -it 0.00 in3 1.640,19'psi Right Support 0.00 k -ft 0.00 in3 1,640.19 psi Shear Analysis @ Left Support @ Richt Support Design Shear 3.98 k 3.98 k w Area Reauired 37.454 int : 37.454 int' Fv: Allowable 106.25 psi 10 .6.25 psi Bearing @ Supports Max. _e;; Reaction 2.65 k Searing Length Req`d 0.257,in Max. Right Reaction 2.E5 k Bearing Lenpti Req'd 0-257 in ' YOUNG ENGINEERING SERVICES Title: PINKER T +R^SIDENCE r DS rtr: JAF CIVIL & STRUCTURAL. 9 Date: Job #0511435.05 77-804 WILDCAT DRIVE, :STE. C Description ek -- PALM DESERT,. CA 92211 Scope: .'TEL, 760-360-577Q .. USer: -KW—O601i1_, Ver 5.8.v. I oeo-2003 e11er I Tir ltie:" lear7i tC)198a-2063 EPti:•r.'::,LC -rcmeenr.: ,01 a., .. ... ..---. Page ... .... .. . '.Description R36 (3)-6X16'BOLT=C TOGETHcR o:naen0=•+a 3.0 • ®uery Values----- , M, V. &.D @ Seecified Locations Moment Shear @ Center Span Location = 0.00 it 0.00 k -ft -'Deflection @ Richt Cani.. Location = 0.00 k- : 0.00 'f 1'.92 k '0.00 0.0000. in. @ Left Cant. Location _ ' 0.00 it 0,00 k -ft k 0.0000 in 0.00-k. 0.0000 in i . r , r 4 2' YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE CIVIL & STRUCTURAL ENGINEERS Dsnr: g JAP . Date: 8:07AM, J3JAN 06438-05 77-804 WILD CAT DRIVE, SUITE C Description PALM DESERT, CA 92211 . PHONE: 760-360-5770 Scope Rev 580004 user: KW ) 01711. vers.8.o. t"-pec-2003• General Timber Beam (c11983-2003 ENERCALC Engmeanng Software Page 1 . Description R23 pinkertOS 7 q38-0S.eav:Calcula,,. General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ' Section Name5.125x12 Beam Width Center Span 8.00 ft 5.125 in ...Lu 8.00 ft Beam Depth P Left Cantilever ft 12.000 in , Right Cantilever 2.50 ft : ..Lu 0.00 ft Member Type Bm Wt. Added to Loads GluLam Douglas Fir, 24F - V4 ...Lu 2.50 ft Load Dur. Factor Fb Base Allow 7,2,400.0 psi 1.250 Fv Allow • Beam End Fixity Wood Density 240.0 psi Pin -Pin Fc Allow 650.0 psi 34.000pcf E 1,800.0 ksi Full Length Uniform Loads • Center Left Cantilever i` DL 117.00 #/ft• LL 16.00 #/ft DL Right Cantilever #/ft LL #/ft DL 117.00 #/ft LL 16.00 #/ft Point Loads Dead Load 2,380.0lbs lbs lbs - Live toad 1,076.0lbs .lbs lbs lbs s lbs lbs lbs ...distance, 10.500 ft 0.000 ft 0:000 ft 0.000 ft -0.000 ft s lbs lbs 0.000 ft Summary 0.000 ft Span= 8.00ft, Right Cant= 2.50ft, Beam Width = 5.125in Beam Design OK Max Stress Ratio I x Depth = 12.in, Ends are Pin -Pin 0.310:: 1 Maximum Moment -9.1 k-ft Maximum Shear' 1.5 5.7- k Allowable 30.3 k-ft 18.5 k Max. Positive Moment Max. Negative Moment -Allowable 0.00 k-ft at " 0.000 ft Shear:' -6.36 k-ft @Left 0.61 k Max @ Left Support , , at 8.000 ft 0.00 k-ft @Right 3.82 k Max @ Right Support Camber: -9:10 k-ft @ Left 0.000in Max. M allow 30.28 @ Center @ Right 0.038in 0.093 in • fb 887.90 psi .. Fb Reactions... fv 93.14 psi Left DL -0.27 k Max 2,954.41 psi Fv 300.00 psi Right DL 4.03 k Max -0.55k Deflections 5.55 k Center Span... Deflection Dead Load Total Load Left Cantilever..,, 0.025 in Dead Load.000 To I oad ; ...Location 0.024 in Deflection 4.859 ft 4.901 ft "0in 0.000 in Length/Deft - ...Length/Deft 3,808.2 3,973.28 0 0 0.0 Camber ( using 1.5 " D,L. Defl ) ... Right Cantilever... @ Center Deflection 0.038 in 0.062 in ,. 0.092 in . @Left ...Len th/Defl 0.000 in • ., _ g 971.8 . @ Right 0.093 in - t YOUNG ENGINEERING SERVICESTitle: PINKERT RESIDENCE CIVIL & STRUCTURAL ENGINEERS Dsgnr. JAP Job # 05-1438-05 Date: 8:07AM, 3 JAN 06 77-804 WILDCAT DRIVE, SUITE C Description PALM DESERT, CA 92211 PHONE: 760-360-5770 Scope - Rev: "2e` 3-2003 7,5.Ver 5.8.°.'-oe--zoo3 General Timber Beam (-RI-2003 ENERCALC Engineenng Software Page z Description R23 oinken05.1438-05. ec., Calculation s Stress Calcs Bending Analysts Ck 19.865 Le'- 15.954 ft Sxx 123.000 in3 Area 61.500 02 Cv 1.000 Rb 9.354 Cl. 0.985 Max Moment Sxx Redd , @ Center Allowable fb 6.36 k-ft 25.84 in3 @ Left Support 0.00 k-ft 0.00 in3 2,954.41 psi @ Right Support 9.10 k-ft 36.56 in3 3,000.00 psi 2,987.55 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k- 5.73 k Area Required .3.058 in2 19.093 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction -0.55 k Bearing Length Req'd Max. Right Reaction 0.164 in 5.55 k Bearing Length Req'd 1.667 in Query Vaiues M, V. & D @Specified Locations Moment Shear @ Center. Span Location = 0.00 ft 0.00k-ft -0.27 k Deflection @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 k-ft -0.27 k . 0.0000 in 0.0000 in 0.00 ft 0.00 k-ft 4 0.00 k 0.0000 in . r , YOUNG ENGINEERING SERVICES. Title: PINKERT RESIDENCE Job # 05-1438-05 CIVIL & STRUCTURAL ENGINEERS Dsgnr. JAP Date: 8:08AM, 3 JAN 06' - 77-804 WILD CAT DRIVE, SUITE C Description PALM DESERT, CA 92211 r Scope PHONE: 760-360-5770 V, User: user: 3.2003 NE VeLCEn LDeingSo General Timber Beam (c)7983.2003 ENERCALC Engineering Software Page , Description R25 pinkert05'1438-05 ecw Calculations LGeneral Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5:125x12 Center Span 8.00 ft Lu Beam Width 8.00 ft 'Beam Depth 5.125 in Left Cantilever 2.50 ft. .....Lu 12_.000 in Right Cantilever ft 2.50 ft ` Member Type .....Lu GluLam Douglas Fir, 24F - V4 0.00 ft Bm Wt. Added to Loads 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 34.000 pct E . 1,800.0 ksi FUII Length Uniform Loads Center DL 117.00 #/ft LL 16.00 #/ft ; Left Cantilever DL 117.00 #/ft ' LL 16.00 #/ft Right Cantilever DL Wit LL #/ft Point Loads } Dead Load 2,311.0 lbs lbs lbs lbs lbs Live Load 1,036.0 lbs lbs lbs lbs lbs lbs lbs lbs ...distance -2.500 ft lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary , Beam Design ' Span= 8.00ft, Left Cant= 2.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin OK Max. Stress Ratio 0.302:1 ' Maximum. Moment -8.8 k -ft Maximum Shear1.5 = 5.6 k Allowable 30.3 k -ft Allowable 18.5 k Max. Positive Moment Max. Negative Moment 0.00 k -ft at • 8.000 ft Shear: @ Left -6.19 k -ft at 0.000 ft 3.71 k - Max @ Left Support • @Right -8.83 k -ft Camber: @ Left ', 0.58 k 0.090 in ' . Max @ Right Support 0.00 k -ft @ Center 0.036in Max. M allow 30.28 Reactions... @ Right - 0.000in fb 861.32 psi 'Fb fv 90.48 psi Left DL 3.94 k Max 5.41_k 2,954.41 psi Fv 300.00 psi Right DL -0.25 k Max -0.51 k Deflections Center Span... Deflection Dead Load Total Load Left Cantilever..: Dead Load Total Load ...Location 0.024 in 0.023 in Deflection -0.060 in 3.141 ft 3.099 ft :Length/Deft 994.8 -0.090 in r ...Length/Deft 3,952.1 4,129.85 Right Cantilever... 667.4 Camber ( using 1.5 • D.L. Defl ) ... - Deflection 0.000 in @ Center 0.036 in ...Length/Defl 0.0 0.000 in 0.0 • @Left .. 0.090 in @ Right 0.000 in el x 45 , YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE Job # 05-1438-05 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JAP Date: 8:08AM, 3 JAN 06 77-804 WILD CAT DRIVE, SUITE C Description PALM DESERT, CA 92211 PHONE: 760-360-5770 Scope Rev: 580004 User:I(W-03'ENE.Ver5.8.n n eringS3 General Timber Beam (c11983-2003.ENERCALC Engineering Software Page 2 _ Description R25 _ pinker105-1438-05.ew:Calculations Stress Calcs - Bending Analysts Ck 19.865 Le 15.954 ft Sxx 123.000 in3 Area Cv 1.000 Rb 9.354 Cl 61.500 int 0.985 Max Moment Sxx Rea'd Allowable fb + 6 1 @ Center .19 k -ft 25.14 in3 @ Left Support 8.83 k 2,954.4 ' 1 psi -ft 35.46 in3 @ Right Support 0.00 k -ft 0.00 in3 , 2,987.5psi 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.56 k 0.87 k Area Required 18.548 int 2.887 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max, Left Reaction 5.41 k Bearing Length Req'd 1.624 in ` Max. Right Reaction -0.51 k Bearing Length Req'd 0.154 in Query Values M V & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -6.19 k -ft @ Right Cant. Location = 1.30 k 0.0000 in 0.00 ft 0.00 k -ft @ Left Cant. Location = 0.00 ft -6.19 k -ft 0.0000 in 10.30 k 0.0000 in L L YOUNG ENGINEERING SERVICES Title: PINKERT RESIDENCE Job # 05-1438-05 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JAP Date: 8:08AM, 3 JAN 06 77-804 WILD CAT DRIVE, SUITE C Description PALM DESERT, CA 92211 PHONE: 760-360-5770 Scope ; RUesev r: x5-204 . . Ver 5.8.0. t (01983-2003 ENERCALC Engineering Software ------e-ne--ral-Timber b-er- Beam Page 1 pinkert05 1438-05 ecw Calculations Description R26 General Information Max Stress Ratio Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Center'Span 8.00 ft .....Lu 8.00 ft Beam Width 5.125 in , Left Cantilever ft '.....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever 2.50ft ...Lu 2.50 ft Member Type GluLam Douglas Fir, 24F - V4 0.00 k -ft -10.07 k Bm Wt. Added to Loads @ Left 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 s 34.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 190.00 #/ft LL 16.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 190.00 #/ft LL 16.00 #/ft Point Loads . Dead Load 3,771 -0lbs lbs lbs lbs lbs lbs lbs Live Load 1.661.0 lbs lbs lbs lbs lbs lbs lbs ...distance 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary - Beam Design OK Span= 8.00ft, Right Cant= 2 50ft Beam Width = 5 125' D - 9.0 k 18.5 k - 0.97 k' 5.97 k 0.000 in' 0.060 in 0.147 in -0.90k 8.65 k 0.000 in 0.0 -0.145 in 414.5 Max Stress Ratio n x epth - 12.m, Ends are Pin -Pin 0.488 ; 1 Maximum Moment -14.3 k -ft Maximum Shear' 1.5 Allowable 30.3 k -ft Allowable Max. Positive Moment Max. Negative Moment 0.00 k -ft -10.07 k at 0.000 ft Shear: @ Left -ft at 8.000 ft @ Right Max @ Left Support 0.00 k -ft Camber: . @ Left Max @ Right Support -14.27 k -ft @Center Max. M allow 30.28 @ Right Reactions... fb 1,392.11 psi fv 145.71 psi Left DL -0.44 k Max Fb 2,954.41 psi Fv 300.00 psi Right DL 6.36 k Max LDeflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Deflection 0.040 in 0.039 in Deflection 0.000 in ...Location 4.859 ft 4.859 ft ..Length/Deft 0.0. ...Length/Deft 2,392.2 2,456.38 Right Cantilever... Camber( using 1.5D.L. Defl ) ... @ Center 0.060 in Deflection0.096 in @ Left 0.000 in Length/Deft 613.0 @ Right 0.147 in 9.0 k 18.5 k - 0.97 k' 5.97 k 0.000 in' 0.060 in 0.147 in -0.90k 8.65 k 0.000 in 0.0 -0.145 in 414.5 YOUNG ENGINEERING SERVICES Title : PINKERT RESIDENCE Job # 05-1438-05 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JAP Date: 8:08AM, 3 JAN 06 77-804 WILD CAT DRIVE, SUITE C Description PALM DESERT, CA 92211 PHONE: 760-360-5770 Scope __ Rev: 580004 _ - U)_1983 -2003E-0601 15. ERCA 5:EnginDec-2003 L(c11983-2003 ENERCALC Engineering Software gSo General Timber Beam 'Page' 2 Description R26 -pinken05 1438 05 ecw Calculations Stress Calcs - Bending Analysts Ck 19.865 Le 15.954 ft Sxx Cv 1.000 Rb 123.000 in3 Area 61.500 in2 9.354 CI 0.985. Max Moment Sxx Req'd Allowable fb @ Center 10.07 k -ft 40.89 in3 2,954.41 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 14.27 k -ft 57.31 in3 2,987.55 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.45 k 8.96 k Area Required 4.828 in2 29.870 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction -0.90 k. Bearing Length Req'd 0.271 in Max. Right Reaction 8.65 k Bearing Length Req'd 2.596 in Cluery Values M, V, & D @ Specified Locations Moment „ Shear Deflection @ Center Span Location _ 0.00 ft 0.00 k -ft -0.44 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft -0.44 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in' 1 J li- 04 V'Vildcai Din P2im Deset-7. Ca.- 7 &n, —,rC..-377C. n N, GENERAL INPUT & OUTPUT LLVEL i—=A DEAD Low: MINsm- w no - M w_wALLI PRESSURE mvuf=Tq s ,zr IC WrNII MF A% JCOL E. C Ip SEISAAC DATA SUMP! MED BASF, s. AF 17 wuRcc ML --E D.DF.--AULT I- 17h s UNt LABELS FOR ALfto NUAUW,W G I C.B.C. 41 S— lNmNoTc>cEEr LIVELc NO 3.M# #SUT.%O-, LE--574­ ay., ESG zoA, STAPI, 9TAM 4M i 5WA IFIED V AT= -- USED: aC2 M—oMoSUAEG c oc 12_1 1i.00 I 1." 20W 19, zr 20.13 SHEAR WG3 IM.62 30.0t I AD T7 A.53 C7 t--R:AS-- pwi o" SWY;C DATA NAX-4 .Es G s t.—j O)c 4 0-34 Active Fault Near -Source Zones 'I his map Is Intol)(1-ad to be tisod 41 colijilliclint, will, file 4997 Mitomi Otill(Illig Coju, 1,01110S 16.,g and 16 If 7)" it 41 lin Desell SIT 71 TL lAt 4-- A J., A. .. . .......... . 0--`7`f ' Caliloillia D01)"'111111cill of CollsefVation Division of Milles Ell., Id G eololly PIP 1 10 I ...... A t.-mll A fallit W o."'M 5 kill ----------------- ------ 10 kill . ... . . . 1*5 kill 0 "10 Kiloryielers /W S01101) q.0alli I kin Sea Ampist. 1997 17' Im ase- GZ21 ; P.(760':-360-5770so;-- y:; 26 - 1 1 = i I ,2t 759 j I ' 162 23a 25 1865 9Ai 994 99a 26 taJ9 1 1892 1692 j 2E 29 :1. 3/ ?" 33 34 3r °G 37 as J9 .... i-.., I_.i ;-- 1 i . i— i j....l - I 31 -- .. i J7 f 34 ! .95! 36 37 3tl ! 33 a0 268 ! 26E 26B 1 199 189 I t6y 164 ! 199 , 251 i 116 97 :16 taa t)1 750 138 •ac .-_ 93 yG 751 49 350 Gpy 141 I ? 99 79T - ' 33 ! 627. j a3 326. 18 15'4 438 143 88 i6F 22 231 27 29 29 30 ! 32 j 33 34 3= 3fi _: ! 29 5579 442 11222 6841 958: 5733 "2;3 19R4 2057 ;206 i47 23ii j S4P.3 f •1-: 7991 I 3.2 1 319:. ! 3756 2887 I 1906 t76G 1075 f 370 10,0 1 3y9J i13 799, J842 3193 375P. 2687 1906 '7GG 1Cl5 IC50 }a93 i13 i 7991 i 1 3758 2887 I 1996 ?:Fi6 I 1016 j 1850 ! + 1 3842 I 3193 773 1 10 1...1 39 1627 679 676 67F ! 4• e' 42 I99 i 199 1 14? 73G Soo 370 a0 7, 7: 7573 1579 1579 - 52 - LINE OUTPUT (2) LIME ALONG 11 TrTAL F7 SHEAR A-T:C x 1. LEFT RIGHT FT LEF7 DIAPKRA OU UNrr SHEARS RIGIff LE-.. RIGH-. iv, 0.042z 24 0.044C- 18 12 1 13 0.03B; 4fi U.0859 T 27 e2 66 10, szI 87 21 2 22 23 23 24 9-136 0.0306 25 2 so 2S ig so .30 18.27 28.39 27 fla 42 5i o.oGB 21 36 2z 45 39 04 42 43 67 fi.oc 03w 49 52 53 29 so 16 1 53' TAI F ER S T, R v a jug n q -r-_ Cp rr L 7 'tj= Dr - 54 - LINE INPUT (1) Tu"" LWF. ,T conF. ;.C. f Do.D.; 0", -3 C' O.Cl i 001 o'ciI y C.C: DO! DO! 0.0: 1 oc! OM, O.Cl 0.0; 1 4,Ot si; L —j 5 3 - -.- .SE 910 tG a5 aV ss Ol 5-3 1 7M 0.01 Do, DDI Do- *.Cl coi cc, ss I Mr Z. -g-, a04 I D.D' 'q I95 X H', Oki S5.41 x O.vt P0: 1 Do. -11-5 0— V.. 0!:, J.O: zi ol ol i ".0, i 0,01 0.01 U.ul J.cl To to! ao, i a.ct •S.." f.C1 I 7. EHI; Do! 0.01 334% 4.0, 1 o.a; o' oo' 0.01 i —1 i i S-5 5?. :iI Y. 0oi 4.a: I Dori D5 -.2.02 U,ft, 1 :101 0.0, 1 C., c Do- C, a lz J3 J-1 F75 1 32 nol , "1 1 T—a ani S,,l 31 i 1. i 2520 i l 0, i -C. not 01 1c. I C: s.0 Z. C - 54 - \,-Avs du n,gr.r Wilc ;atZk. Paim ,a. 92fi'l -EC. 5 5 - Aai am= .L,S, WC .;.may},,,® ?.o . T, zi tl Mum 5 5 - ;`80-. 'AM -c -ca' Dr Dese,F, C -a- S2 2- ;7 0 , - -DU; ") ,,- - , " L J -LJ JI LINE INPUT (3) 77 -V- X, P.2 ni Lt Le Fr u! FT- L9 LD- FT r L-; X:' 5 13mlll- , -D cl SCAU I SCALV 2Al on, oco 17 : ..w I n D'. 1 ".- - -1 Dai OAC 'At DAG CCG 0.01 UO:. I ..At O.Cl 2.0it DAi 0,00 00; OM On . CCI 0.0:• . G I t pl I aw O.Ci 000 w. , rl C -GO, u no- go i 7 6mi I ODD 0.01 CAD oxi Doc --W 00" OW 1 C ox, I Doc uxi Don i aA,. I OA,) 0 Do! OAD 0.0, 0 W, 9 D.c: 0.. JAl 3.01 IA: 1 om 1 0 UG i 1.01 Ow 0.*% in ­ Do, 3.01 X. OAC 0&! 1 DAD 00, 1 C..0.- I- gal 0, :ial CAC 3m: 0.00 0 Do C0; OAQ 0 r 13 1.01 f1l, 1 1, . , 5.01 1 0.00 omr, ow CO,0.0, on oA, 0.0; Ac oz, ;"CC 0.011 : O.w 2.0! n Do I c 0, 1 O.Oi : ii cot C.00 i ODD 0.01 1 ODO 1.01 ago Do! Oil- . 0-11 1 CA" AD O.C: it la i 40, i- ODD .a, ODD 0.01 av- I ODD DA-, gc 0.0% GAO 0.05 am C-.0; O.Go ODD 0.01 or Is 0,01 ODD 001 i iDo! 0.00 ).Do OA, 0.00 .0, c on- 0.00 .0; Oct a DO 0.00 Do, 0.00 0.21 0.0, ..CO D.Ol ODD i) C'. I ODD ox, lin Z' D.01 i .740 a or cm, 22 2. ux: c 0.00 1 0 OD 2. - "Al 0.00 30 I a m I Doi j ODD Cxo 1 3- mr, .0, 25 26 CA I a=. 0.0, 0 on I - 0.01 , I On 0 Do I Ool 1 0 cc an: lAu 7.05 I a DO 3,00 i 0.01 ace, 04, om 0.00 90 0.01 nw 000 OAl DOC 1 0.01 I 2a O.c 1 1.0 DA; ;a, I CO .01 am 29 OA, 7DG 040 1 OAI 'D, DOG f 30 ci 0.00 ! .Cl *Ao 000 0.01. C'00 HE ....D ViI DO 4.01 1 000 1 0. OA; CAO OAl 32 23 i o. 33 u. Do p 0-1 1 Gxj 1 C; Dan G•00 J.01 .2 w .0, u 35 -1 C! 4.00 DA; 3. 35 0.01 0,00 GA, CAD 1 02, Oo 103 1 .01 2.cc, Oct 0.130 i 0.01 0.00 C, 17 1 O&C z 0.00 GAO 1 7,1 ODD lot n GO i u 0, Ivol 11 no 01 38 1 C! DA:, :.a! Z.. co3 39 Dm: n cc O.C: . Go :AlzD 01 QGn 'A' 4.01 10, C ol 'L Got *.co a G.C! ODD .4! Cot g. aA: Do, I l." 1 0.0, 1 a onaaa no 1 OAl !3 2ii go, C. O 0. it I'll 21 00, I Oxv nAn nA3 1 7. M. 10! 0.00 1 A, 's "Ol 0w Ol 0 on OAG Dol u Do 0.0, .5 DA I G on "i "0. 11 cc Dc: cAp CA, r 0 W. 0 DO pw OAt n On C OG :A, O.On 0, 00: CICC not d9 ej.0 t i ,Go ao:; o Do n &Ao tinD.C, -A* 70. Do ::Go r05 ..Ol 1 "C' On 1 ]O, aca - o OC Got Dan 0 not 4-n ni,+Dl 53 X` I a.,.; uD3 0. 1 no ; -, E 0 rl, ;E ow v.Ci i Cao MCI) am,loo 3&g gc C.0b 010 Dan D,Dt 0 C.30 OA! CAD i OAD 1 0.01 i Son Zi ODD 0.00 0.0, 0.000] a . 1 .-0! 1 *go DAM -no, 3.00 OA, QAD 0.00 0.'J% m 0" gco JAo 3.0, .03 0 C2- 3.01 on I 0.00 Cc* . no DA, I 0 w ml V.03 i 0 no Ox; m. ow QA: 0.00 1 am 0.1 JOU Do: DDC aCD OXi ODD Ann Doc 0.1 UM 0 w Oat D iPi m i "At 001.1 1 "m I.Cl am &Agi rm oa 100 1 0 Dr. Dr, CA! I ot; I 0 DO M! Cot) I CC i00" 00 1 not C.. it en 59 3, Z-' t t C-1 %C: Im, 4 An :.OD .on 1.00 Do Ao I00 -:1 --Dn mc, 'An i AD % on I 1.00 1 00 "no , In GJ t : t no to.:CO :,op W I 1.00 --L IAloa C. %05 :,Do on 1. )A' i:,000, Oc COis oc mal •1.m .Do IAC DO On 00 ac -.Ao L00 Ac 'At; 5.00 iT ,00 C'. i m - ICG -n CO a 1 cc izo D, tn! go Di M 3:, ^Gl IW. On, 5 6 - 1,"0....1.,1A!.(..7..._1! (..►.1\11;1 1?M _,S'_/,Yf:1(;;'1;5'___.._.__ nrwwv iueli r..c t ..._.._..: ........ ._•.,.__..__...._...... _.. _. 77 8Q4 INI cot Dr. Palm Desell, Ca. 92211 P.(760) 360-5770 F.(760) 360-57-19 • a "- ! 1,"0....1.,1A!.(..7..._1! (..►.1\11;1 1?M _,S'_/,Yf:1(;;'1;5'___.._.__ nrwwv iueli r..c t ..._.._..: ........ ._•.,.__..__...._...... _.. _. 77 8Q4 INI cot Dr. Palm Desell, Ca. 92211 P.(760) 360-5770 F.(760) 360-57-19 r SW $1164d'd9'i ' CONVENTIONAL SIIEARWALL SUMMANY ! 'CONVENTIONAL SHEARWAL -5 LEVEL NO., LINE ❑a..' v b b hPo_ PLY170 1 PLY1Y0 2.. ALT. SPECIAL WAl.lor SILL El T=C Lb,,Ft FI FI SIDE SIDES WALL. ACALC PLATE Lb IlULOOY7N t 2 3 7 579 i 919 -• ; 3.11 ` ! 2.00 j 781U 0.08 • NA 1 03113 jYES ', fI 3X E 4015 _ 4 It G1a;ti'SSt's?G 3 808 i4 04 QG i YLS 3X E 7919 t t7: - 4 8 B 1 !4B2 2.00 t I 2.00 ' 404 ! NA- ... YES I 3X E I IR67 r ' _ •. 1482 B.UB 4.ag NA i EE YES 7X E 11E67 r.• 9 5 1 t 142 • i 2.00 .._. 0 RB _ 4.114 ..._ NA DU 3X ( :. 12.17 _ . 2.05 11.3 ! 5 _ _ tf SA U• 12-2XJSS 1 X20 7 i 8 55.1 2.00 . !4A I.. 4.54 D . AA l YES 3X E 49611 11U6AIY.551D"0 r B 6 554 ... 2.24 { ! iii 9.09 4.05 D M I YES ]X E t 4938 I!Di;AIIYJ SSID^U 139 65 i 434 , 4.34 ' I' 67 1267 2.92 292 . A A AA + vf$ I i SUT j _ 02S 5122x:4X1$S1D20 11 i OS t33 j ISA$ B.OB i 0.52 A _ M KS NO 2X 2X E I I ; t136 I .r, c IIb2AL?,2X;4XISSTL20 7 12 f t3 34 J3 470 I85 i 4'0 l 808 ! 1.90 C j M IIA . ...._ I t!0 3X E t+ 3711 IIDSA122YISI5f820 IJ 1 32 237 19110 r ? 21.10 1 11 GO 11.01 c 0.58 052 A 0.2 A.A ( AI I.S LS NO I eX ' I 1 10_09 Iif.124J2?(.4X15$(020 15 ; i6 72 I7 1 237 J 729 1191 l 1108 1.51 I 82... AA I IIA NO I UO 2X 2x .i I 50? E ! 2090 1IU2?22SaxJS5tD20 IiD12 2X,aXS$IC20 17 17 _ 635 635 4 50 336 1109 ! 2.56 i _ 9.30 1 D D BJD3 U9D3 YES • i 1'ES J% 3X I i 6321 j i se> R:1 !; 18 i 19 i 77 17 635 i 675 335 I . 392 i 1118 11.OB 331 I 7.07 D 0 N 03 + fl]E3 _ i 1YES I 9X 1 6.154 l j` I j i YF.S ! 3X j I + GOS 20 2I I8 18 153 15] i 20 SO i ...... 15.10 11,08 ..._ 1 11 0.54 i A M 1115 NO ; 2X j gg I a -- IIS:; 22XSx5$1H2O ' O fJ I A AA KS 110 2X 1 1 393 I!0?A! 2X IYI-51N2. 22 19 490 9.72 I 9,08 ` 0.93 11.3 M I MA 1 F10 I 3Xi I 23 20 78 K2:1 1 IS W 0.45 A A4 KS NO 2X I _0 G 24 25 13 31 138 808 683 i 6 12 I 8.01 I 10 00 117 1.23 11 A AA I PI to I NO 2Y i E :, 551 tl!1T7 1{ 2X XSS1P20 -mql! 78 E 0383 I!A i 1!0 3X i 7557 Lim m{ !L i 311 3?5 j 18.26 1101- 0.60 ! O J I' M # F!A ! t10 I 3X r I 1 2392~ki112 e ?X.SXJS51020 27 20 ?9 556 i ^ ; 471 IO.OA j 10.08 2.13 J. D AA YES 3X "E 4119 lur:•74xisiii25 a 29, 556 ?. 1039 I 097 D AA I N.A WU 3X j E 960'0 IID$+122X SSB 29 29 556 1 501 ' 1008 Z00 D AA 1JA J !10 ' 9X E 5693 IA.r,A14XJSS1D2D 39 3 t 11 i I 231 231 896 11 OU I 123 i 02 i 11.2 M ! 14A 1 t10 i 2X E 53 110251e2XSXISS1010 4 A9 :.._... 11.00 2.26 AA YES i 2X t E 1481 11 D2,,122XAXJSS1B20 32 11 1 231 i 620 IL00 177. •, .112 M NA 110 2X I, E 1503 IID24?2Y.4Yc^iH2O ( I_ 33 74 12 ! 24 1029 looe . 0.60 0.2 ` N1 Ls I 10 2x I 44i i1n?J.122x4XISS11120 12 267 5.C8 i t0.Q8 1 9J I 0.2 1 AA f ' fJA N0 • I 2X l E ' I i900 Iif 2Al2-2X 4Xj$SI020 J5 36 ! 14 I Sib 7.55 61 B.CB ' 1.07 j C I M _ iJA ' pj0 ' 3X . ' I 3001 ItUs=112?XISS1020 37 t6 .350 B 15.00 I 1.H7 8.2 _ AA LS 110 1 2X i j 3633 I IRSA12 2XjSS IL20 38 16 i 350 2099 2 15.00 Oil i 0.2 _ AA j LS •I NO i 2X 1 2460 Iti? 1 2\ ISSiD20 39 25 25 287 ! 89 8 U8 ! 1 2.)B 'I 11.2 l M ' 1'LS I 2X i E 2103 10;, 1, .y,)5SIt720 49 21 2BT ?52 2.90 t 1G 93 8.08 2.70 [i.2 l ' M l • _ f YES i 2X „ E 2162 HD2AIT. 2K.aX1$SIp20 al 23 j 269 j 1 999 10 C8 1008 0.92 .! _ 1.01 :` 8 2 8.2 1 W M LS LS NO 11! NO 2X • j ': I ' 1978 1 I ID.2.AJ2 2Y, 4X SS 1020 12 27 284 1967 i 1009 1 OSI I 11.2 _J AA I i.S f N0 2x 2X I 2197 t IGi 1f02A(22X.dXJS51L'20 43 i.t 21 249 482 8.08 j LG7 i 8.2 l M , NA NO i 2X i E 17•iS t8)2 j 2X4xj$SI020 11 IJ .1:+t:iSSIHe0 _ .. f 45 2t 88 2.19 I 610 5.41 I _ 8.14 808 .. 1 LQD I tA9 1.35 I B.2 i 0 ? M 9903' ( fiA NA NO 1 IIO ? 2X I 3X E j 1713 fiJ ii r' 2X-1 S510%0 4G 47 ._ •10 6 ! . 224 227 3 DO 1 3.Q0 13:75 ! 13 75 ; .1.58 1. 4.58 A i A JJ. _ I YES 2X t 6210 E 2954 _..,..TL'; !'!iT . _ 1!115.5 2 2x $S i 020 -- f i qp - I YES i ?A E 2951 Itl)S.nj .2X1$§!020 r SW $1164d'd9'i ' u.tq q Parri, Deser-,'. !Ca. 9,2 2' -7, , C.corr 360-5, 58 J.:j N I nl . Oons." A—. ws= L -cl ..Roy ... ERIII -1 MA 71=_ TOTAL TlO'j wo OD SIL-_ WA ". 1 SICEAR EAR SMEAR TOTAL T(M :M 7NEAq SMEAR ITOTAL TOTAL (TOTAL JTOT ' TOTAL 1 Tic. A... Coo SILL RAISEDf-.R VNEOVERW TOTAL TOT 4c9:i - _ .ALL N- RTOTAL SMEA TOTAL TOTAL i WEAR ITOTAL 170TAL Cr !,- OTAL TOTAL LINE. V.- 1502 iOLNQA7fON W000'SIS- N HArUY PANEL SERIES LINERA'REOPLrOOR OA r TOT A— . : RAISED FLOOR ffEZRMI: TTOrGLOLTA-1 R Tout M4VAA CA. TOTAL SHEAR TOTAL ITOTAL7- I TOTAL ,XF.. V_ FQVMOAnCN R.A PANSI ERIDE! NASEO R .S UKOAT I I I'd'JN WOOD 4LL Ip 4e. TOTAL TOTAR r:U RPM AL TOT" 4FNPWI _e7 a I ZHEAR GVFAR MEA, 21I ,TOTAL TOT,;! TOTAL t .000.0 TOTAL 2310 AR.nl 113aples IL-11 R.a., UNE OVERS)E NGYOT TOT, RAIDED F A -Z —.-A I WOOD S" P.. Rud;. SHE" TOTU I I -1 _A 122 5 337AL ;OL. 3AEAR ; At L W.D. I _T7 L 'OTA, i 4xnn (TOTAL I TO 0. MIAL F. P-15VI) FLU sEtst, WN smS R N. TOTAL 70T. AL M -AL SMEAR SMEAR SHEAR ZT TI; EAd 58 k T ti ES . _.. ' _WNMV7 -804`w11 Cai Dr. Pau tease _ 60}3n.577U =.-'760)36C--57 O1mc SPECIAL SHEARWALLS 59 r •v ?iORer:v •i.3ECEFL❑Y,LATv;.34.x:s ' - sHE,x raax Vgo 1643 STANDARD- I CUSTOM UNE OVEAID_ hL I TOTAL NOMINAL ACTUAL ASPECT RATIO Ii4Pe--RATID: WALL No. - SHEAR I WIDTH : HEIGHT I UP U- I TOTAL Y`'. - a STATUS T I SHEAF 1 200 I 8.0s 1 7" 4.46 i OK 110af• i47R 000 000 I 0.00 D.Oa j - 0.00 0.00 1 ' 0.00 0.00 Om 0.00 ITOTAL TOTAL 2478 'OK UNE.- 5 SHEAHMA:. - Vaav 5935 STANDARD -I--- CUSTOM - LINE LINEOVERIOEI WALL No. NA I TOTAL 1 NOMINAL 1 i ACTUAL ! I - ASPECT RATIO I ASPECT RATIO UPLIFT TOTAL { • SHEAR .. i WIDTH HEIGHT. 1 W. a STATUS I T SHEAR 3 1 . , zoo 8.92 I 1.7s 4.92 OK 11oa6 • 27IK - 2.66 6.92 2.41 3.61 OK /71st 3D97 0.00 i o.0o I 1 0.00 0.00 _ ..1 0.00 ! 0A0 0.00 0.00 I ITOTAL 41 1 1 1I ' NO GOOD LING_ ; 3 SHEARMAX V I 1802 '_'TAIYDARD I CUSTOM - UNEOVERIOEI - 1 NA i TOTAL 1 ? NOMINAL I ACTUAL ASPECT RATIO ASPECTRATIO1 UPLIFT TOTAL WALL No. - SHEAR WIDTH HEIGHT i Wa - a STATUS T • • SHEAR 1 t r O'SSi8S8'.I! 3385 _ 0.00 1 0.00 - 1 1 OAO ! j 1 f come . om 1 j 0m I OAO am 'I 0.G0 ' TOTAL 3365 'TOTAL i UNEq 'j. l SHEARMAX Vqvv I 2289 STANDARD i CUSTOM UNE OVEIi1DEi NA TOTAL € I NOMINAL I AC -,JAL I ASPECT RATIO ASPECT RAT101 UPLrr- i TOTAL1 WALL No. - I77 SNEAK ! WIDTH HEIGHT .I W. a STATUS 'T 3 SHEAR 2.00.. - I 8.09 I 7.75 - 4A6 OK 110,16 i 2478 0.00 - - I 0.00 1 1 I •. I •r" - 0.00 !' 0.00 . 0.00 T 0.00 ; € 0.00 0.00- - - 0.00 i 0a70 I TOTAL TOTAL 2478 I 1 OK, LINE. 1 6 V w ! 2333 STANDARD i SHEARNAX CUSTOM UNE OVERIDEI NA TOTAL NOMINAL I ACTUAL ( ASPECT RATIO ' ASPECT RATIOI UPLIFT TOTAL L' WANo. SHEAR .. VflDTH I HEIGHT W. I e STATUS ( T ! SHEAR - e I 2.00 9.08 L7S - 5.01 OK i 11046 :208 ! 2.00 9.08 1.75 5A1 I OK 1 11046 1 2205 O.DO 0.00 I 0.00 0.00 i j I . 0.00 OAD I - 1 0.00 0.00 ' ITOTAL ITOTAL 6610 ! I OK UNC SHEARMAX V ov STANDARD CUSTOM ILINE OVERIOE NA - TOTAL NOMINAL ACTUAL 1 ASPECT RATIO : ASPECT RATIO UPLIFT TOTAL WALL Na. SHEAR WIDTH mar HT I W. i 4 STATUS ! T SHEAR 0.00 t o OD O.OD 0.00 0.00 0.00 .. , Om 0.00 ' 000 000 I . 0.00 O 00 i;:TAL 1 ' TOTAL' I SPECIAL SHEARWALLS 59 r •v ?iORer:v •i.3ECEFL❑Y,LATv;.34.x:s :` 360-5770 1 '(.%_...5'1;121:`1(_'1:.5' - 1" 40 77-804 1•'VildLal Dr. Palm Desefi, Ca. 92211 P.(760) F (760) 3x60 571g._........_..___._.....:......___.._..._._____................. _. LINE .IO. 5 tl;dE OVERIOE VALUE Sl:A.$ONEU LIR.18F•Ll IY a N Y $LI5A0_ ; (!Ci NA $IDl1l;l(I 17117.)Oi (OSU) F.XIANI F71 w, - p NA I.INEUtIIFCflOFl — 1.111E _2 %F 100 I.00 F5 LB 855 855` 235 A•,r, IF 0.407 A,• A,11, UC' .00511 0653 0130 Ay.t.s .025FI 3.651 v (LD'Fl` 144 OI IjV11.,IxY_11LL°Jf:__.._—._._..._ .BR.. flcls p.s•F7) 6011 !.1:1 IIDFi;!LU 28632 fd; 2147 !I=Cs 1 'LB 687 _ ( I -t+:; (LUI_. 4' . S A)ll ,•171;5 '' OK- x STAIUS t8) 7). V lA'NIs S c A . OK .. 6 .____...._._._ 1_ ._.__... IiUSA. ...79 E '— 0.199. SNEER J L6.AffLLCTLLIsaI.cULATIOa UBC STD. 23.223 4ta111. l'JAI.) I'ii; _ C it 1('1) 17.17 ._._.___ ry U _(t I) 5.04 ^1151 :,IZC GNG Fogs GIaUF Ifol.01OWJ F.XIANI F71 .Vdl LOT AmxIII 'ta KOIt LB:9f11 5776 %F 100 I.00 F5 LB 855 855` FIN (LD 23_3 2353-1---- A•,r, IF 0.407 A,• A,11, UC' .00511 0653 0130 Ay.t.s .025FI 3.651 v (LD'Fl` 144 (L!i 396 ewr; 1LLL'j 396 flcls p.s•F7) 6011 !.1:1 IIDFi;!LU 28632 fd; 2147 !I=Cs 1 'LB 687 _ ( I -t+:; (LUI_. 4' . S A)ll ,•171;5 '' OK- x STAIUS t8) 7). V lA'NIs S c A . OK .. 6 .____...._._._ 1_ ._.__... IiUSA. ...79 E '— 0.199. final. Sr16 —wvvw..Y.al.me.ngr,jcn!ji. 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P,(760)- 366--6770 F.(760) 360-5719 --------- --------- SIEAR WALL , OEFLEC YjQ6SAAgqLAj ojj UBC SID. 23,223 STATUS SIA;I,'5 SIA11115 IID A —q 36 -IIL ........ . Nltz; 1F l, 1101 VloVo I FXIAM EA vl,g L13+ I ;%MIX U,.Kull ULT • ,17 ALL ! 3391 %r 050 Fs Fw Av, A:. A.,V, .02511 " B;rl) V. (LWfFl (taT'I (L0FI)l(L6-VI ?Anj .631 7f1t (1.0-171 (18) of UK STATUS HD UK --LL ..... ..... '14 4.3n I Of At I I I I I 17-7 —2f5, ..g:760 0360. lool --m 139 2!S 592.3 .... . ..... . ...... L .. . ........... I STATUS SIA;I,'5 SIA11115 IID A —q 36 LINEDi/F.FlInEVALUE. NA ........ . .... y 1F l, I 10tNIVOI HEIM L 2 wdl. I B, -FT .5rllx!.Il ULI _2:9115 0.55 • ,17 ALL ! 3391 %r 050 .....—..,_u._..__..__._._...:.__.__..... Fw (I.e) 602 A, R 0.177 -F ...... I_'__.._.__...._._. 1.000. A,41! 025H I.L 215 0!. 215 5 5923, ?Anj .631 7f1t .028 2028 . 944 ..... IL4 F ILLI ! UK STATUS HD UK UK 10 '14 4.3n 6x6 i394 T50 5 s 17-7 STATUS SIA;I,'5 SIA11115 IID A —q C C ... .. ... . ... . . ....... .. I 12 hr 12117 ... :,-- 11 POST POST GRADE i I 10tNIVOI HEIM L R IQll El E wdl. I B, -FT .5rllx!.Il ULI _2:9115 0.55 • ,17 ALL ! 3391 %r 050 Fs (LB) 935 Fw (I.e) 602 A, R 0.177 -F A, (111) I:Ll5 AM, 00511 A,41! 025H I.L 215 0!. jLnU 139 215 5 5923, ?Anj .631 7f1t .028 2028 . 944 ..... IL4 1446 UK STATUS HD UK UK 10 '14 4.3n 6x6 i394 T50 5 90-2 17-7 —2f5, ..g:760 0360. lool --m 139 2!S 592.3 .. . ..... . . ..... —.— - . ..... ....... .... A 1017AL= 6788 11.091 .1670 1205' L. - I . _HING Sk7 77-804 WildCaI br, i:iaimbeseii ba. 92211 P.(760 ) j6O-5770F(760) 360-.5719..... ........ .. ...... .. .... . .. . .. .... ... ... ........... !.!t4E G%'Ef1l0r VALUE 'L F _ _ALL.gMECTR j 'I, I? — CALCULATMt ij IA SFASU —It r'.-MEH UBC Sli 0. 23.223 M E ty M I gMql Li) RA 0 ohfj, i6soj 2 p 1JA* I WE 0111f.GPON 1505 . . . . . ............ . .... . . ... .. ............. . .. IlAx WAt I. Wl . Y ..... . ..... r_-........__. .. • %VAl I. STATUS V, Aj 1. 1101,I)MV1.1 EXTA111; df Xam ul Kull s! F Fs riv 11.1 Aal. . V, vfua . Mol 9 bl ?.41 IQ. vo F.11 LIM UL1 ILION) UL_ I I- I It.B.F1 it. (L B) L (it .j _ jH JIM M51 1 02511 IM11) (1.8jr I Lo, I -188-2 030 721 23,13 0:651 — — A 3 X8 052V - LL (LB) (18) . .- -!- m I I f: 1109 _1 !L -2665 ..2:L24. _jj _._ __526 526 067 ' 28172 1,92. . G? ' _' " 1 6 5.4 1 oon "i ___ "T__ -3- i- _.. 62 5654 5 - L62 .651. .2 L65_ 3-324 •. ... ... 123 35_ .., 35 i**` 'R 91) 5 6 2 4G97 OK T1K­ ... FK­ L__ _! OK ILL.. 6X6 1 MA 1 0.9,-3 2794 022 . . . ..... ....... 413 _ 1!55_ 5. 3324 134 34 2744 16124 622 Y, OK Og 1 2 6. St. 2371 0.18 350. 1131 '44;C 'O_ K 0.9-. _1A . 409 L4_38 50 IT-01AC[ 12854 1 1.00 im cr) STATUS WAI I 'NA1 I POS I POST H0LD071,111 EX1,1111 di AnAx V! Kull %F Fs Fw A, - - A A.- — .1 v V I 9 INE 0, VMDE VALUE Li:.111. NO. I "IlID11:1 I MA Y y -i •r0Z K"" 2] p F1,1 11.22 1.0"a 3.44 A71 4 x — - ------- Ca i'j ----------- E.1 MUT I ILT iLa STATUS WAI I 'NA1 I POS I POST H0LD071,111 EX1,1111 di AnAx V! Kull %F Fs Fw A, - - A A.- — .1 v V I K"" Ca i'j E.1 MUT I ILT iLa It 10,08 414 6X6 I SA E L -111j, — ILB) (Lai mo, - EL .005)l .02511 (LOrFI 2EU iLB I 'I . .. 25 .... '6 i6ii, IO _9 39 0:19 12 F39-0 ED 0 605 3.024 '3.024 142 447 447 43t5 MG, -T67- 7- OK n E 20 Y7 If fib 5_ . . . XG ...... . . 351 0684 15435 35 _0:54 INN ..601!L 0.390 0.5115 605 181 582 582 95,10 110; .12221 'A .9 — OK CK 97a I IDGA E 13 73 64 9 114779-21 He 3011 90: i.545 196 1j" 'Tj 7 tllj 39:!0 249 5713 Ox OK .......... . .. .. ........... .......... r.ALj (TK ......... Ox ........ ... TOTAL L 2 7. VH0 . ....... .......... ..... STATUS WAI I 'NA1 I POS I POST H0LD071,111 EX1,1111 di AnAx V! Kull %F Fs Fw A, - - A A.- — .1 v V I 77-804 Wild _U Dr Palin Oeserj, Ca. 92211 P.(760) F.(760) 369 corn.....-----'_ .. . . ........ ........ . .. . . . ........ -5719 UBC STD. 23.223 SIAIUS _70--qT '1011)(Tm E- Xl:ltj! V.'Al I NIJPII I II n rp I fl Ama, HI Kull ?;r Fs rw A,,. $ V, V. WILV Mot s LIM ". M; (I -C s (I -, C EA UC( LBL eB( Orl (111) .00.11 Ur.SN 1.171i -, L'. 1E.1 1!2!D -ul —I I _('.B r I y.B-F-1 (LEq (1,.r)) v I It) A N 21 I -WO --RNL- -202- -12L3 jr--sL(I 39 —E 0 408 10713 0 so 1991 1865 0.174 76- 2 jjx1j; 1 -', —4 4 K OK OK - -"*' " '5 ill! _21 59 - -' ' TK-.-. !L -L6O 0114 Mp .3.3 ILI . .... . L!L. Lx6. i om 2.pL -2L m 71 5638 0583 22V —54.. ---L .. 476 56 20 1 IOL 0.174 102Q. .9k. -I A.LOP 7 224 ii-IT5 181 A— - I I — ---- ------ ---- ---- 21551' —1.00 1 4005. 3753 SHFARMALL DEFLECT nLICALCULAiLoy UBC STD. 23.223 !T W —A!: 1-1 _0 I DOSP SIATUS 1101 DOVITI DMIN I vi di AnAl III •rI.Kull -;F Fs RV An-, A, A, -4j. AIRS V, 1 V. -.111v M,-1 s Vv: 1, Na Ll i) GRADE r ,j W171 ULI 118.1n) - JLB) -22_21 -1)(1511 -D2S!l IM -0 (LOY) 118111 (18R) 11.13-1,1 . it (11C)l SIMU 5TAIL! : STAW,': — — T ILB) . ....... ..... P? iLa [T9 . . .... 0:146 3172 050 `397 .830 0.214, 13-7 —:18 7 ' '-587' 3 I 102A -it —89 j . . ..... .. . . . ... - - ILI (CASs '? R _2- -- 1601 6101 57!, 6 ()K OK M 18— 6 1-0 'jjj-j Jx -20 -J-99— .-A;L5- 0.551 OAMI 2.4ii 138 8 2jB' TIK .578 OK OK .-L2. ... . . . ................ ..... .. .... .......... . .. ..... . . .... . ..... . . ....... fUlAl. 6362 1.00 795 Ifi65 YOU . ...... 77-804 Wildcat Dr. Palm be -"se , Ca. 92211 P.(760) 360-5770 r.(760) 360-5719 ;FVU I !.INE OVERIDE. VAI LIE vol CI Ionq 1316 ...... . .. . ..... . . ...... . iTs IOVALL 4l.1.:.._.—. 161 I _qj 109-OLPL-L LAI ION UBC STD. 23.223 T-77 (,ST — — I . SIAIU POST' I IM 1,01% Exr.-Im V., -JI Kull 1* 1:3 rl, 77 1-1 -, Ag k,., A I I. r.. S MIA 'IV W ?.,! (17-C);, "I.T ! : ro slzl: (AIDE EA LRJA "U 0511 --L ' --- ---7- -OU , 01) (w) (IN -a .0 will (Lpin) (1 -m -I 1w.r1j. (I.Br! (J.H I; I J[.B) 11.81 v I it) A 3 B.M -1 . .. ...... . !IDSA _ —E. 1.406 1643 Mso Big- t7?. . !L4!0. .?:jLq 0.825 4.125 273 224 273 614 4 9257 1932 OK "Fiff T24-- —92S'? 1052 -- 8 —3-1 2 -OH -2 OK P EU.625 I G 5 Z 7.652 0 K T-406, '"OT -536 iii !'L _.L4 10 2.199 825 5 . . . ....... .. TOIAI.I.—L T2861ITL-1-9-91:711-Tof m (n _i,"N.(.'INhj"".1 ING.'./Z !'I 77-804 lNili.lcat Dr. Palm Desert, Ca. 927-'!1 P.(760) 360-5770 F.(760) 360-5719 YO 1,1-N 77-804 Wildcat Dr. Palin Deseil, Ca. 92211 P.(760) 360-5770 F.(760 360-5719 YUUIVU LAU NEERINCY 3'LRV1(_,L.) wwwLu>e► gr_com _=___.____ P. 77-804 Wildcat Dr. Palm Desert, Ca. 922.11 .P.(760) 36075770 F.(760) 360-5719 CONCRETE LOAD FACTORS SHEAR WALL FOOTINGS - - I I ' DL+W .;1.050.. 1.275 .. ' . .1.400:_ DLS ,1.200 . .. .... .. ! LINE WALL DIMENSIONS No. SIZE 1'c ... .._ ..... _.. .. .. ... .. .- •8282-. No. - No. - BARS PSI Mu net -...._._. IN -K 4/3Mu .. _.... IN -K - Mu min __.__.._.._ IN -K M u gov ..... IN -K As min .. .. 200/F ., b. __..._ I d _..._.. IN As .'__.. I142ON-K)- a min ..8282---' a 8282_... _Mur ,. _REINFORCEMENT .... ... .. __. ... GROSS STABILITY h WIND ( SEISMIC 1 5 0 (IN( , 24.OD ' 2 - 5 2500 , , . 274 ---8282"--_-_ _..366. , .__ ..881.... 881 _881- _._.•..366 __-..I -8282-_- ._; 0.828_ 0.828 8282 0.8288282 12 12 --1220.69 - 20.69 20.69 --..__ ._.._-82 _.0.614. _0.307 0.307-1.95 .. 1.95 1.95 - '.-_ .1.44. J.. 0.12-_'_ --0.72 82"--82'82-82in . _-0.72.._._.337_ 0.72 0.72 662. 337 .337 _ _337 987. . 2 No 5 TOP 8 BOTT. 1 No.S TOP 8 BOTT. _. 1 No,S TOP 8 BOTT.. - ...INo;5 TOP8 B0TT. 1 No.S TOP 8 BOTT: I No.S TOP 8 BOTT. WI (K( -MaI W FT -K '- 5.23 - 23 04 19.69,:.. _ 35.54 FSOT X - -1.54 8282 _ 2 39 _ L80 _ 3.03 2400 WIN 12.00 . I : . 5 .- 2500 " 2400 LFT 15.25 1 b .. .2500 MaI S (FT -K IN MIDDLE I,rJ rd _ NO NO ._ . _ .... 2400 '1 ..._5. -2500'. ------' ---....._._. ---'-82 8810.828 881 881 82-'-'82`82--'0.828- 0.828 0.828 82'82-' _ 12._._20.69 12 12 20.69 20.69 0,307_ .0.307 0.307 .1,95 -. 1.95 1.95 Mr MIN (FTK( a -' 5.23 4.59 2400 1 ; : S,i_; 2500 MAX (KSF) .: 1.46 _., ._ L15 _ 2400 1 - 6 2500. 95.00 CONCRETE LOAD FACTORS SHEAR WALL FOOTINGS ' OL . W S .. I __._...__...._ I _-.... DL+W ..1.050 1.275 L 1--•-- I.._. .. .. i.. DL.S 1.200. 1.400 LINE WALL No. No. DIMENSIONS No. SRE 1'c ... BARS PSI Mu net IN -K 4/3Mu IN -K Mu min IN -K M u govFAn .... .. ... IN -K b d I /L9 IN2 a min a Mur IN -K) REINFORCEMENT GROSS STABILITY i I j WIND 1 SEISMIC O 2 D(IN) 20.06 2 5 2500 223 - _ ., j 298 _. r 573 1 ..._._. .- _ 573 _ 573 573 _ 573 _ 573 298- .__.. .__. •.., - _ - -.....- j 0668 0668_ - 0.668 _ 0 fi68 0.668 _ 0.668 12 _..._ _12 _ _ 12_., 12 : 12 12 j 1669 _16691 _t _1669 1669 16 69 16 69 i 0614 0.307_ I 0.307 0.307 I_ .0.307 • 0.307 I 157 -157_ 1.57 - 1 57 1 57 _ 1.57 144 ._072 _ 0.72 _ III 0 72 _ _ 0 72 . 0.72 529 _ 270 I_, 270 I 270 270 270 2No5TOP 8BOTT. __ _INo5TOP880TT. _.. :I No STOP 8 BOTT. I No 5 TOP 6 BOTT. I No 5 TOP 8 80TT. I No.5 TOP 8 BOTT. Wt(K)-4.08 1i.93 _ 16.03 .28.45 FSOT 1.59 178 _ 4A5_ .. 2400 _ 2400. 2400 2400 2400 _ WIIN)_" 12.00 15 2500 h1o1W FI T -K) Mol S FT -K Mr MIN (FT -KI _ - % - IN MIDDLE rd rd a _ _ _ NO 92 L (FT) 15.00 1 5' 2500 1 - 5 2500 1 5 . 2500 _ AM% SBP_.+JLSF MIN SBP (KSF) _4 _ -_ 1 05 _ _ _ _ - O P9 1 :: 5 2500 8 3 DIN) 18.00 3 5 2500 362 j 362 i I _ _- 483 aB3 _--.- -- 666 666 666 _ _ _ 666 666 _ 666... 483 483 .__ _ _ - --- -- 0.881. O.B81. _ 0 881 0881 0.881 0.881 ---IB 18 _ I B- _ 18 18 18 j 14.69 1 14 69 14.69 1469 1469 14.69 0.920 0.920 0367 - 0307 0307 0.301 1.38 1 38 ._I 38 I 138 9 78 _ I 138 .1.44 I 1 44 0 48 048 _ 0 OB 0.48 • I 694 694 I 239 239 239 239 3 No.S TOP B BOTT. 3 No.5 TOP 8 B07T._ 1 No 5 TOP 8 BOTT. INo5TOP880TT._ .... ____ _ 1 No 5 TOP 8 BOTT. I No5TOP8B0TT. - Wt K, ) Mol W (FT•K)_, Mol S FT -K 8.59 .56.81 52 27 _ 93.85 _ F507 ___ % IN MIDDLE Ip rd e - 1.65 : - 4 31 NO 7.44 180 _ _ 4 84 NO _ 691 _. 4 2400 2400. 2400 r2400 WIN 18.00 3 5 2500 - L (FT, 23.50 1 5 2500. 1 5 2500 Mr MIN FT -KI 1 5 ' 2500 _ .. MAX SBP KSF MIN SBP KSI FI _ 1,37 -- 1 :5. 2500 SHEAR WALL FOOTINGS Pinkett )5.1438-OSFlFXI-/1Tv1 74,15 CONCRETE LOAD FACTORS DL DL.W -1.050 1.275 DL.S 1.200 .1.4-00, SHEAR WALL FOOTINGS LINE No. WALL No. DIMENSIONS No. BARS (PSI) 1: Mu net (IN-K) IN-K) M?.Tfn (IN-K) !A u gov. (IN-K) As Tin. 200/F b I d IN As IN2) a min a Mur REINFORCEMENT GROSS STABILITY WIND i SEISMIC 17 16 D (IN) 18 00 5 5 2500 462 _3 6 365 ------ ------ 1 616 4 486 ... 441 13fill 89. 888 888 -.888 1316 8 486 441 _2.!L5 _I 1.175 1.175 i:ii5 i. i ig _24 ------- 24 24 2 2Z 1469 0920 Ot 1.? 11 L. 1.38 9 -' ' f2. 7 0 3 - :03 1 7i i Tbb I :qTj _ i , i btT: 3 Yq.5 TOP _ § g2y[:. No.5 T P BOTT: 1 No.5 TOP 8 BOTT. i R-.g Td-p g i6ji: 0 11 (K) 2 3 9 7 i I 91.9 4. . _ --- - 433.S FSOT 41-4 I 14.V NO 7 17 1 8 19 2400 2400 W IN 24.00 3 5 2500. MotW FT-K "'t W F T-K Mot S FT-K Mot I , K MMMlNFT YES --- L (FT) 43.50 3 5 2500 2 a w w 5 2500 M, MIN FT-K T K il —' 7T7 7.48 1 5 2500 tj - — ----- 55- 1.12 —7- 1 5 251 00 SHEAR WALL FOOTINGS Pinke1105- 1438 -0-1,FI,rXI-ATv 1.34.xIs ENGINEERING SERVICES www.valuenar.m' cat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 - CONCRETE LOAD FACTORS OL .. W s DL.W .. 1.050 1.275 DLjS '.., 1.200. . 1.400 - -- SHEAR WALL FOOTINGS — 1 I — - --- LINE No. WALL No. DIMENSIONS No. SIZE BARS 1'e PSI Mu net IN -K 4/3Mu IN -K Mu min IN -K M u gov IN -K As min 200/F b IN d IN As IN2 a min a Mur IN -K REINFORCEMENT GROSS STABILITY I I WIND -I SEISMIC 31.. 25 1 0 QN) 1 18.00 3 1- 6 1 2500 1 924 - .__...._._ - . _.. _.... 1 1231 _ .. 440 _ _ 444 444 ._ - _, 444.._. 444 —444 --- 924 ------- - -' - -- --- 0 585 0.588 -0 588 - — ..-.0.588, .- 0.568 -- 0.586 12 12 ---12 _ _ 12 12 .12- 14 63 14 _69 - 14.69 14 - .14.69 1469 14.69 I 1 325 OJ07 _ _ 0.707 -- _ 0.307 0 301 0.307 • 1.38 1.38 _ _ 1.38._ I __—.--- 138, I _ 138 1.38 3.12 0.72 - _ 0.72 _ 0.72 -_ _ 0.72 i ✓O.7Y - i 935 23 7 _ 237.. ._ 237 237 ( 237 3 No.6 TOP 8 MIT. 1 No.S TOP 8 BOTT. _. _- _.--_ _.. 1_ No.S TOP 1111. TL . _ 1 No S i0P 8 BOTT. .. 1 No.S TOP 8 NIT.. I No.5 TOP 8 BOTT. WI IKI 12.33 75 a8 __.-. _ 68.82 263.44. F SOT 3 49 7.83 2400 2400 - 2400 ,,. 2400 2400 WIIN) 12.00 .1 5 - 2500 Mol W F7 -K Mol S (F7 -K) - X IN MIDDLE 1p,d e 15.24 5_2 NO — —8. E6 8 66.__,_ 1 - NO .....—.._—__. L FT 47.80- t : 5 . ' 2500 L 1 . 5 .2500 M, MIN FT -K) - ] 5 . 2500 MAX SBP IKSF) 0 54 1. 5. 2500------ - h11N SBP (KSF) —_ - SHEAR WALL FOOTINGS f inkellg5-In3R 05F1- CI-ATv1.3A, k CONCRETE LOAD FACTORS OL W S. DL.W 1.050.- 1.275 DL+S 1.200 1.400. • _ SHEAR WALL FOOTINGS i - - I LINE No. WALL No. DIMENSIONS I No. SIZE BARS IbMu PSI( net IN-K) 4/3Mu (IN -K Mu min (IN -K) !A.U. gov (IN -K) As min (200/F b IN) d (IN As VN2)IN-K 0 -min a. Mur REINFORCEMENT GROSS STABILITY - i WIND p SEISMIC 45 D (IN) 16.06 J - 6 2500 768 1029 ___._—_... 440 44d _ 444 444 7680 _—._ .,_--- 5 _—.._ _ 0588 _.._12_ —0 588 0588 -_ _0588 0.588 12 __.. 12 12— _ 12 12 1463 1469 1469 1469 14 69 14.69 1 325 0.307 _0307 0 307 0307 0.307 ( 138i_ _. _138 : 1 38 138 i.3-8, 1.38 _ 3.12 0.72_1 0 72 I 0 72 0.72 0.72 _I I 935 237 237 237 237-., 237 3 No.6 TOP 8 BOTT. __ INo5TOP8B0TT. 1 N0 5 TOP 8 BOTT.. 1 No 5 TOP 8 BOTT. -- .I No.S TOP 8 BOTT_ 1 No.S TOP BBOTT. WI (K) 8.08 62.12%.-- 58 57 106.68 . _ , . FSOT IN MIDDLE Ila rd 1 i 2 NO 1 82 _-2400 NO2400 L48 WIINI_ 12.00.1. 5 2500 M01W FLK Mot S. FT K 2400 L (FTI. 30.00 .I . , 5 2500 _ _ _ __ 1 5 .. 2500 Mr MIN FT -K) 09.49 9 OS 2400 - 1 5 2500. -.. ._. 444 _ 444 MA%SBP (KSFL MIN SBP (KSF) --_ 0.98. _ _ _0_._9.1 2400 1 .:. 5.' 2500 . _ _ _ •_. SHEAR WALL FOOTINGS' Pinkert05-1439-Q5FLEXI-ATv 1.3n.xls 0 Pdl /746 -R EF 2 MR C 0-1 AMS USE ftl fkm —R'TO OEAmB Y f*ll 5 -Cs q4m= T FAN pit TC-5MAM5 A,-, ri usf Pdl P a Lr----- r,/2 .p Pll RSR TC-=-4---lAM--- P,2-/x.+,.4L Pdl 4, 1 r 2/11' "I 1 ?15 Pdl /746 -R EF 2 MR C 0-1 AMS USE ftl fkm —R'TO OEAmB Y f*ll 5 -Cs q4m= T FAN r, h--10 BMAH5 vdl a • Fil--------------- 5 rea'go taw • J IJP dl .y F,! a ------------------- Rpt TO.EMAMS !1- Pdl P11 a - • L c P!I CG RMF—OR TO `BAMS M !_e!; p 2`I 4r.k4 USE Pd l - MI 9 -Boldo ' : e1 •_ . - _ f . ;l L —U X Z — •, 'G 741L7Gl r 7R. = UI T = -i ••i0.. { ^ 73'4L ..T. G.: all V FAX 7b0 -36G= -ala TITLE 24 REPORT f Title 24 Report for: j Pinkert Residence r Lot 82, Masters Circle, The Traditions - La Quinta, CA 92253 f _ CITY 01= LA QUANTA Project Designer: BUILDING &SAFETY DEPT. APPROVED. I _ JMA, Atchitectural and EngineLFr` 9& ONSTR CTION i 73-995 Portola, Suite 2Q T Palm Desert, CA 92260 (760) 346-6155 Report Prepared By: -! Tim_ Scott i H &.H Air -Conditioning 74-991 Joni- Drive #20 • Palm Desert, CA 92260-2043 (760) 340-3088 1 { Job Number: Date: 10/18/05 I • The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and i; authorized by 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. Job Number: User Number: 5533 TABLE OF CONTENTS Cover Page Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 11 Form WS -5R Residential Kitchen Lighting 13 HVAC System Heating and Cooling Loads Summary 14 Room Load Summary 18 Room Heating Peak Loads 22 Room Cooling Peak Loads 27 A i 1 ' 1 . I EnergyPro 4.0 by Energy oft Job Number: User Number: 5533 Certificate Of Compliance : Residential (Part 1 of 3) CF -1 R Inkert Residence i Multi Family 7 Existing + Add/Alt Existing Floor Area: 10/18/05 roject Title Front Orientation: - - _ - - - ---- Date -.------.,- -- Lot 82, Masters Circle, The Traditions La Quinta Fuel Type: Project Address - - - - - ---_--- __.--- .-- _ _- ._ -_.___ ._... _ - _ - -- -. Building -Permit # _ H & H Air Conditioning. (760) 340-3088 I Documentation Author Average Ceiling Height: - ' - - Telephone --- Plann Check/Date o ergyPMo Avg. U: 15 - -Climate - Field-Check/Date - Complianceethod Ratio: ZONE 23.9% one-" Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.00 2.54 -0.-54- Name Space Cooling 61.62 60.33 1.29 Not Valid for permit Fans 8.86 9.11 -0.24 Domestic Hot Water 4.42 3.98 0.45 applications submitted on or Pumps 0.00 0.09 -0.09 after 01/23/06 because Totals 76.91 76.05 - 0.8fi Energy Budget is based on Percent better than Standard: 1.1 % SEER 10. Building Type: i)I Single Family r --i Addition Total Conditioned Floor Area:5,805 ft2 i Multi Family 7 Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (North) 0 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 5,635 ft2 Fenestration: Average Ceiling Height: 12.5 ft Area: 1,387 ft2 Avg. U: 0.39 Number of Dwelling Units: 1.00 OBUILDING Ratio: ZONE 23.9% Avg. SHGC: 0.37 Number of Stories: 1 INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area HVAC -1 1,243 121057 0.21+ _ .Sleeping_ Sleepin.gStat_ 2 nla HVAC -2 & 3 2,888 - 43,609 0.50 - 50 Lying_ Living_ __ LivingStat 2 nla HVAC -4 922 8,851 0.16 - - _ - -- - -- " Sleepin0tat 2 n/a HVAC -5 7.52 7_,971 0.13 _ _ _^Sleeping SleepingStat 2 n/a OPAQUE SURFACES Insulation Act. Gains Condition v _ Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Y / N Status JA IV Reference Location / Comments Roof Wood 11243 0.028 R-38 R-0_0 0 22 _ New 02-A28 Master Suite Wall Wood 152 0.069 R 21 R-0.0 45 90 [Xi, _ New - _ 09-A6 Master Suite- Wall Wood 259 0.069 _ W-2 1 R--0.0 _ _ 90--- __ 9-0-X, , New 09-A6 _._ Master Suite Door None 24 1.450 None R-0.0 90 90 [X' ❑New 28-A1 _ Master Suite Wall Wood 170 - - 0.069 R-21 R-0.0 - - 135 - -- 90 [ I nNew - 09-A6 Master Suite - Wall Wood _ 106 - 0.069 R-21 R-0.0 180 90 j ]New 09-A6 - ----- - - Master Suite 270 New 09-A6_ Master Suite Roo Roof Roo Wood 2,818_ 0.028 R-38 R-0.0 -__0 ..__ 22 New _ _ _ _ -- 02-A28 Livin ___g/Office/Kit/Din/EntWa'l Wood 258 0.069 R 21 R-0.0 90 I I New 09-A6 Living/Office/Kit/Din/Ent Door None 24 1.450 None R-0.0 0 90 1X 1New 28-A1 Living/Office/Kit/Din/Ent Wall Wood 93 0.069_ R-21 R-0.0 45 _ 90 [X! L New _ 09-A6 Living/Office/KiUDin/Ent Door None 24 1.450 None R-0.0 45 90 [X I New _ _ _ 28-A1 _ _ _- Living/Office/KiU_Din/Ent Wall Wood 16 0.069 R-21 - 90 90 X r` _ jNew _ _ _ _ 09-A6 Living%Office/KiUDin%Ent Wall _ Wood 488 _0.069 R-21 _R-0.0 135 _ 90 j ; jNew 09-A6 -- - Living/Office%KiUDin/Ent Wall Wood 107 0.069 R-21 R-0.0 1_80 90 •X t New _ _ _ 09-A6 Living/Office/Kit/Din/Ent Wall Wood 13 0.069 R-21 R-0.0 225 90 'X ' -- INew _ _ __ 09-A6 Living/Office/Kit/Dln/Ent Wall Wood 215 0,069 R-21_ - R_0_0 270 90 X 'New _ - 09-A6- _ i Living/Office/Kit%Din/Ent Door None 54 1.450 None R-0,0 270 _ 90 X i Nev✓ - - -- 28_A1 Living/Office%KiUDin/Ent Wall Wood 513 0.069 R-21 R-0,0 315 90 X' f New _ 09-A6 Din/Ent Roof Wood 922 0.028 R-38- R-6.0 0 22 -X iNew _ _ _ _ - -Living/Office/Kit 02-A28 Bedroom 1 & 2 Wall Wood 184 0.069 R-21 R-0.0 45 90 jX! ;New 09-A6 Bedroom 1 & 2__ Wall •Wall Wood Wood 220 245 0.069 0.069 R-21 R-21 R-0.0 R_0.0 135 315 90 X jNew _ 90 X iNew _ _ 09-A6 _ 09-A6 _ Bedroom 1 &2 Roof Wood 752 0.028 R-38 R-0.0 0 _ 22 [X . New_ - 02-A28 Casita_ Wall Wood 342, 0.069 R-21 R-0.0 - 45 . -. 90 [X' ;-New_- 09-A6 Casita. Run Initiation Time: 10/18/05 11:11:32 Run Code 1129659092 _ EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: - - _ Page:3 of 34 Certificate Of Compliance : Residential (Part 1 of 3) CF -1 R Inkert Residence 10/1_8/05_ roject Title - _ Dafe - - - — — — Lot 82, Masters Circle, The Traditions La Quinta —' Project Address - - _-- - - _. --- I Builaitig Permit #-- H & H Air Conditioning (760) 340-30.88 i __ i Documentation Author Telephone — Plari-Check/Date— Ener gy Pro 15 _ _ ! ---- - - Fiela-Check/Date - Compliarice Method Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.00 2.54 --0.54 Space Cooling 61.62 60.33 1.29 Not Valid for permit Fans 8.86 9.11 -0.24 Domestic Hot Water 4.42 3.98 0.45 applications submitted on or Pumps0.00 0.09 -0.09 after 01/23/06 because Totals _ - 76.9'1- 76.05 - 0.8fi - Energy Budget is based on Percent better than Standard: 1.1 % SEER 10. BUILDING COMPLIES - HERS VERIFICATION REQUIRED Building Type: Single Family F-1 Addition Total Conditioned Floor Area: 5,805 ft2 J Multi Family _ Existing + Add/Alt Existing Floor Area: nla ft2 Building Front Orientation: (North) 0 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 5,635 ft2 Fenestration: Average Ceiling Height: 12.5 ft Area: 1,387 ft2 Avg. U:' 0.39 Number of Dwelling Units: 1.00 Ratio: 23.9% Avg. SHGC: *BUILDING 0.37 Number of Stories: 1 ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area OPAQUE SURFACES + Insulation Act. Gains Condition — — Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Y / N Status JA IV Reference Location / Comments Door None 24. 1.450 None R_0.0. 45 [ ( INew 28-A1_ Casita Wall Wood 317 0.069 R-21 R-0_.0 135 _ _--90 _ 90 [X' f New_ 09-A6 'X Casita Wall Wood 232 0.069 R-21 R-0.0 225 90 .New 09-A6 ­.New Casita Wall Wood 200 0.069 R-21 R-0.0 315 90 ,X 09-A6- Casita _ 1 I . - --- -- -- - — ----- - --- U l — --- -- Run Initiation Time: 10/18/05 11:11:32 Run Code: 112.9.659092 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page:4 of 34 • i Certificate Of Compliance : Residential (Part 2 of 3) CF-1 R rinkert Residence 10/18/05 roject Title -_ __-___- ,-_.--_-- --- -- - Date - True Cond. Location/ # Type - Area LI-Factor' SHGC2 Azm. Tilt Stat. Glazing Type Comments 1 Window Left (East) 8.6 0.390 NFRC 0.37 NFRC 90 90 New Pacific Windows Doditster Suite 2 Window Rear _ (Soufh) 24A' •NERC _ 180_ _Sierra -_ 90 New_ _& _ Pacific Windows & Doditster Suite ' 3 Window Rear _0.390_NFRC _0.37 (South)-48-.0 NFRC NFRC 180 _Sierra -90 New Sierra Pacific Windows & DodVts ster Suite 4' 'Window- Rear-"(South)- _0.390 _0.37 24.0 0.390 NFRC 0.37 NFRC 180_ 90 New --Sierra Doster Suite -- Pacific Windows & dit 5 Window Right _ (West) 6.0 6.390 NFRC 0.37 NFRC '270 90 New Sierra Pacific Windows &_Do_d- -ftSuite -_ 6 Window Right (West) 6.0' 0.390 _NFRC 0.37 NERC 270_ 90 New -Sierra Pacific Windows & Doditster Suite - 7 Window Right (West) 8.0 0.390 NFRC 0.37 NFRC 270 90 New - Sierra Pacific Windows & DodVtster Suite 8 Window Right (West) 33.0 0.390 NFRC 0.37 NFRC 270• "10 New Sierra Pacific Windows & DOdVkster Suite 9 Window Right- (West) _13.8_ 0.390 NFRC 0.37 NERC 270 90 New Sierra Pacific Windows & DodV ster Suite 10 Window Right (West) 8.0 '0.390 NERC 0.37 NFRC - 270 90 New Sierra Pacific_ Windows & Doditstster Suite 11 Window Right (West) - 4.0 0.390 NFRC 0.37 NFRC -90 "W-Sierra Pacific Windows & Doditster Suite 12 Window Right _-_270 (West) - _4.0 0.39_0 NFRC NFRC -_ 270 90 New_ _ Pacific Windows & Doditster Suite - 13 Window Right _0.37 .(West) - 4.0 0.390 NFRC 0.37 NFRC 270 _Sierra 90 New - Sierra Pacific Windows & Doditster Suite 14 Skylight Front _ (North) 64.0 0.390 NFRC 0.36 NFRC 0 -_0.39 22 New Kal Wall Sky Light Living/Office/Kit/Din%Ent 15 Skylight Front (North)' 6.3 0.800 NFRC NFRC 0 22 -New--Double Metal Skylight Living%Office/KiUDin/Ent 16 Window Front _ (North) 20.0 0.390 NFRC 0.37 NFRC_ 0 90 New Sierra Pacific Windows & Dodrering/Office/KiUDin/Ent 17 Window - Front (North)4.4 NFRC 0.37 NERC 0 90 New Sierra Pacific Windows & Doddering/Office/Kit/Din/Ent 18 Window--Front _0.390 (North) 10.0 0.390 NFRC 0.37 NFRC 0 90 New Sierra Pacific Windows & Dodriying/Office/KiUDin%Ent 19 Window Front-(North) 35.0 0.390 NFRC 0.37 NFRC _-0 90 New Sierra Pacific Windows & Dodrkring/Office/KiUDin/Ent 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt Wd. -Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. 1 Bug Screen • " - 0.76" 2 Bug Screen - ' - 0.76 "" 8.0 3.0 -10.0 0.1 -1,0.0 10.0 - - - - Bug Screen _ -- - -u0.76 8.0 6.0 10.0 0.1 _10.0 03 4 Bug-Screen 5 Bug Screen -0.76 -- -- - -- -- "- -- -- -"- 6 Bug Screen 7 Bug Screen - _ 0.76 8 Bug Screen- - - - - - --0.76 9 Bug Screen __ _.. _- 0.76 10 Bug Screen -- 016 .. _- -- --- -- -- -- -- - - - 11 Bug Screen--- 12 Bug Screen -_ _ - 0:76-- 13 Bug Screen '_ .. _ _.0:76-- 14 None 1.00 - - --- -- -- -+ - -- -..- -- -.- 15 None _ __ - _ - --1.00 -- -- ..-_ . --- --- -- -- -- --- 16 Bug Screen--- 17 Bug Screen 0.76 -- -- 18 BugScfeen--'-`-- 19 Bug Screen- --- - - - 0:76. THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (so (in.) Cap. Cond. R-Val. JA IV Reference Status Comments PERIMETER LOSSES _ Insulation yT Condition Location/ T Type Length R-Val. Location JA IV Reference Status Comments Slab Perimeter -None No Insulation - ` 2ti-A1'_`--- ---`New - Master Suite Slab Perimeter _ - _102 __ _ _ 44 None No Insulation - 2-6-Al 'None __.__ r_._ _ New Master Surte "-- lab Perimeter' 36 No Insulation- 26 Al -------_ _ New Lnnng/Office%Klt/Dln/Ent Slab Perimeter ' - - -.- _ • ----•--------- 166 None No Insulation _ 26-A1 .--_ - New Living/Office/KiUDirUEnf "' 'New-- __ _- Slab Slab Perimeter y___._. T 118 -None N_o Insulation`-r 26-A1- __ ----` New 9-edro6-m-1 -&-2 `- _ _ _ Run_Initiation Time: 10/18/05 11:11:32 -j Run Code: 1129659092-- EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page:5 of 34 ! Certificate Of Compliance Residential . (Part 2 of 3) CF -1 R rrinkert Residence _ 0.76 10.0 10/18/05 oject Title- - _. - -_-'"- _ __ - _ -------- -Date - FENF-STRATIVIN -0.1 10.0 SURFACES Bug Screen True Cond. Location/ # Type 0.76 Area LI -Factor" SHGCZ Azm. Tilt Stat. Glazing Type Comments 20 Window Front (North) • 12.5 _(Northeast)11.3 0.390 NFRC 0.37 NFRC 0 90. New Sierra Pacific Windows & Dodrering/O-ffice/KiUDin/Ent 21 Window Front 9.0 FR 0.390 NC 0.37 NFRC 45 ,_ 90 New Sierra Pacific Windows 8 Do&rw-ing/Office/Kit/Din/Ent 22 Window Front (Northeast) 4.4 0.390 NFRC 0.37 NFRC 45 90 New Sierra Pacific Windows & Dodrsring/Office%KiUDin/Ent 23 Window Left (East) 20.0- _F_ _ 0.390•NFRC 0.37 NRC • �-90� ----- 90 New - - ---- - - c- --- -- ----- - - ---- - - Sierra Pacific Windows & Dodrering/Office/Kit/Din/Ent 24 Window. Left _ (East) 4.4 0.390 NFRC 0.37 NFRC 90 90 New Sierra Pacific Windows & Dodrering/Office/KiUDin%Ent 25 Window Left (Southeast)45.0 0.39_0 NFRC 0.37 NFRC 135 90 New Sierra Pacific Windows & Dodrering/Office/KiUDin/Ent -Sierra 26 Window Left (Southeast)66.0 _0.390 NFRC 0.37 NFRC 135 90 New Pacific Windows & Dodrering/Office/KiUDin/Ent 27 Window Left _ (Southeast)17.3 6.390'NFRC 0.37 NFRC 135 90 New -Sierra Pacific Windows & Dodrering/Office/KiUDin/Ent 28 Window Left(Southeast)18.0 0.390 NFRC 0.37 NFRC - - - - •-- 135 - -- 90 New --- --- Sierra Pacific Windows & DodrBring/Office/KiUDin/Ent 29 Window Left-_ (Southeast)18.0 0.390 NFRC 0.37 NFRC135 90 New Pacific Windows & Dodraiing/Office/KiUDin/Ent 30 Window Left (Southeast)78.0 0.390 NFRC -0.37 NFRC _ 135 _Sierra 90 New Sierra Pacific Windows & Dodrering/Office/KiUDin/Ent 31 Window Left_ (Southeast)66.0 0.390 NFRC 0_4_7 N_FR_C 90 N_ew Sierra Pacific & Dodrering/Office/Kit/Din/Ent 32 Window Left-(Southeast)_4.4 ^Rear 0.390 NFRC 0.37 NFRC _135 135 -90 New _-_Sierra _W_indows Pacific Windows & DodrMng/Office/KiUDin/Ent 33 Window (South) 12.0.0 0.390 NFRC 0.37 NFRC 180 90 New Pacific Windows & Dodriming/Office/KiUDin/Ent' 34 VVind-ow Rear (South) 4.4- 0.390 NFRC 0.37 NFRC 180 _Sierra 90 New Pacific Windows & Dodr'sring/Office/KiUDin/Ent 35 Window Rear _ _ (Southwest) 4.0 0.390 NFRC 0.37 NFRC 225 00 New _Sierra Sierra Pacific Windows & Dodfsring/Office/KiUDinlEnt 36 Window Rear (Southwest) 4.0 0.390 NFRC 0.37 NFRC 225 90 New Pacific Windows & Dodrving/Office/KiUDin/Ent 37 Window Rear 4.0 0.390 NFRC 0.37 NFRC 225 _Sierra -90 New Sierra Pacific Windows & Dodrsring%Office%KiUDin%Ent 38 Window Rear _(Southwe_st) (Southwest)4.0 0.390 NFRC 0.37 NFRC- 225 90 New Sierra Pacific Windows & Dodraring/Office/KiUDin/Ent 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window # Exterior Shade Type SHGC Hgt. _Wd- '20 21 Bug'Sc_r eri 22 Bug Screen 0.76 10.0 _10.0 10.0 3 _ Bug Screen 10.0 -1-0.0 `0.1 24 Bug Screen 0.76 -0.1 10.0 25 Bug Screen _ 0.76 - 6.0 7.5 26 _ Bug Screen 0.76 11.0 6.0 27 Bug Screen' ' -" - `_ ' -' -0.7fi --3:5 -7.8 28 Bug Screen -- - 0.76 -9.0 -2.0 29 Bug Screen - 0.76 9.0 "2.0 30 Bug Screen 0.76 10.0 7.8 31 Bug Screen 0.76 11.0 '60 32 Bug Screen-----" -' 0:7fi - -- 33 Bd6Scr_een __-`---- -0.76 16.6 12.0 34 Bug Screen - '^_" "` 35 Bug Screen - ` - `-" -`0.76 36 Bug Screen 37 Bug Screen """`----" '-^ 0.76-- 38 Bug Screen '" `- " - -0.76 -- -- Overhang Len. Hgt. LEA. RExt. 10.0 0.1 10.0 10.0 Left FinRight Fin D _ __ Dist. Len. Hgt if Len. Figt THERMAL MASS FOR HIGH MASS DESIGN 0.1 10.0 _10.0 10.0 -0.1 _10.0 10.0 10.0 -1-0.0 `0.1 -TO-0 10-0 10.0 -0.1 10.0 10.0 _10.0 --6.1 10.0 10.0 10-.'o -0.1 10.0 10.0 0.1 10.0 10.0 10.0 0.1 10.0 10.0 Left FinRight Fin D _ __ Dist. Len. Hgt if Len. Figt THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation T -~ Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 15 -None No Insulation -26-A1' - ---- - Slab Perimeter 118 None No Insulation 26-A1 New - - Casita- lab Perimeter _ 15 None No Insulation Run Initiation_ Time: 10/18/0511:11:32 3 Run Code: 1129659092 EnergyPro 4.0 by EnergySoft �A User Number: 5533 Job Number: ---- Page:6 of 34 t Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R rrInkert Residence . ojectTitle _ ,_ _ ... __ _ _ _.---- -.__ -___ - _._ 10/18/05 "Date Window Left Fin Right Fin_ True Cond. Location/ # Type •39 Bug Screen . _. - Area LI -Factor' - SHGC2 Azm_ Tilt Stat. Glazing Type Comments 39 Window Rear (Southwest) 4.4 0.390 NFRC 0.37 NFRC - _-- -_ - 90 New _ -- Pacific Windows & Dodrering /Office/Kit/Din/Ent 40 Window Right (West) 3.0 0.390 NERC '0.37 NFRC _225 270 ___Sierra 90 NewSierra Pacific Windows & Dodceiing/Office/Kit/Din/Ent 41 Window Right (West) 3.0 0.390 NFRC 0.37 NFRC 270 90 New Pacific Windows & Dod►aing/Office/Kit/Din/Ent 42 Window Right (West) 20.0- ' 0.39_0-_NFRC •NFRC -270 _Sierra 90- New 'Sierra Pacific Windows & Dodrering/Office/Kit/Din/Ent 43 Window Right (West)_ 4.40.390 _0.37 NFRC 0.37 NFRC 270 90 New Sierra Pacific Windows & Dodreiing/Office/KitrDin/Ent 44 Window Right(Northwest)30.0 - 0.76 0.390 NFRC 0.37 NFRC -- 90 New Sierra Pacific Windows & Doddying/Office/Kit/Din/Ent 45 Window Right (Northwest)10.0 0.390 NFRC 0.37 NFRC _-_315 315 90 New Sierra Pacific Windows & Dodraring/Office/Kit/Din/Ent • 46 Window Front (Northeast)16.0 0.390 NFRC 6.37 NFRC _ 45 '---2(6- - 90 New` ~Sierra Pacific Windows & Dod3sdroom 1 9,-2 '- 47 Window Front _(Northeast)48.0 0.390 NFRC 6.37 NFRC 45 90 New Sierra Pacific Windows & DocBedroom 1 & 2 48 Window Front (Northeast)16.0 0.390 NFRC 0.37 NFRC 45 90 New _ Pacific Windows & Dod39droom 1 & 2 49 Window Front - (Northeast)15.0 0.390 NFRC 0.37 NFRC 45 90 New _Sierra Pacific Windows & Dod39droom 1 & 2 - 50 Window Left (Southeast)4t3.0 0_.390 NFRC0.37 NFRC 135 90 New _Sierra Sierra Pacific Windows & D_ocBsdroom 1 & 2 51 Window Lefty (Southeast)24.q 0.390 NFRC 0.37 NFRC 135 90 New - Sierra Pacific Windows Dod3edroom 1 &_2 52 Window Left (Southeast)10.5 0.390 NFRC 0.37 -NFRC ----13-5-'- _ 90 New - _& Sierra Pacific Windows & Dod3edroom 1 & 2 53 Window -- -h- Right - • ---- - ..._. ...-- ... -- (Northwest)12.5 0.390 NFRC 0.37 NFRC - 315 90 NewSierraPacific Windows_& DocBedroom 11-9-2- &2--54 54 Window Right (Northwest)12.5 0.390 NFRC 0.37 NFRC 315 90 New ' Sie'rra Pacific 1N'indows & Dod3adtoom 1 & 2 55 Window Front Northeast 18.0 ( ) 0.390 NFRC 0.37 NFRC s 45 90 New - - - Sierra Pacific Windows & Dodiasita 56 Window Front (Northeast) 10 -0.390 NFRC 0.37 NFRC 45 90 New Sierra Pacific Windows & Dodiasita 57 Window. Front Northeast 3.0 0.390 NFRC 0.37 NFRC 45 90 New Sierra Pacific Windows & Dod esita 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1166 INTERIOR AND EXTERIOR SHADING Window Left Fin Right Fin_ # Exterior Shade Type SHGC Hgt.-Wd _Overhang Len.- Hgt LExt.- RExt. -Dist.- Len. Hgt. Dist Len'- Hgt. •39 Bug Screen . _. - - T7fi---'- - --- --- --- --- - - -- - - -- - 40 Bug Screen _-0.76 _ . .- ---_ - - -- --- -- - - - -- - _-- -_ - 41 Bug Screen _ _ .. • - 0.76 ---- - - - ---- ---. --_ -__._ --- -- ---- -- 2 Bug Screen 4 0.76 3 Bug Screen ^` _-_ 0.76 44 Bug Screen _ 0.76 -- -- -- - 45 Bug Screen _ .. 0.76 46 Bug Screen- -"-'-•'- --0:76- 47 Bug Screen - --- -- - 0.76 -- - - -- -- -- --- -- - 48 Bug Screen -- ---- 76• -- -- -- - ---- 49 Bug Screen ----"` -- --T.76- 0:7fi50 50Bug Screen .-_ _. ._---0:76 -..- - -- - , -- --- -- --- 51 Bug Screen -_ - 0:76 _ - -« ----- - -- ---- ---- ---- -- --- - 52 Bug Screen - - 6.76 - __ -- _ ___ ._ __ _ -• . _ : _ _._T _ _ - _ 53 Bug Screen - _ _ 0.76 54 Bug Screen - .0.76 55 Bug Screen _. 0.76 -- , _ - _ - - -- -- ---- --- --- -- --- -- -- 56 Bug Screen '0.76 57 Bug Screen -- - - --0.7ii - -- -- - -- - • -- -- -- - -, --- -- - THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES r - _ ..r Insulation T - Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Run initiation Time: 10/18/0_5 11:_11:3_2 Code: 1129659092_ EnergyPro 4.0 by EnergySoft - User Number_5533 _Run - slob Number: - -- -- `T1y Page:7 of 34 - I Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R 14mkert Residence rr 10/18/05 oject Title True Cond. Location/ # Type Area U -Factor' SHGCZ Azm. Tilt Stat. Glazing Type Comments 58 Window Rear (Southwest)16.0 0.390 NFRC 0.37 NFRC 225_ 90 New Pacific Windows & DodZasita 59 Window Rear (Souihwest)40.0 0.390 NFRC 6.37 NFRC 225 _Sierra New _ dZasita Sierra Pacific Windows & Do90 60 Window Rear (Southwestr6.0 0.3 90 NFRC 0.37 NFRC 225 -_90 Ne -w- Sierra Pacific Windows & DoaTesita 61 Window Rear (Southwestr3.5 0.390 NFRC 0.37 NFRC 225 90 New _ Sierra Pacific Windows & DocTasita - 62 Window Rear •(Southwest04.0' 0.390 NFRC 0.37 NFRC 225 90 New Sierra Pacific Windows &- Dodiesita 63 Window Rear (Southwest)40.0 0.390 NFRC 0.37 NFRC 225 90 New Sierra Pacific Windows & Docessita 64 Window Rear (Southwest)24.0 0.390 NFRC 0.37 NFRC 225 90 New Sierra Pacific Windows & DocTasita _ 65 Window Right (Northwest) 6.0 0.390 NFRC '011 NFRC_ 315 96 New Sierca Pacific Windows & Ddi oesita 66 Window Right (Northwest)63.0 -- 0.390 NFRC 0.37 NFRC 315 90 New Sierra Pacific Windows & DodZasita 67 -- ----- Window Right (Northwest) 6.0 ---- -NF 0.390 RC- 0.37- NF -RC --------N--- 315 90 New -_Sierra --..--- Pacific Windows & Dodiasita 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC -H-gt.- Wd. Len. Hgt.. LEA. RExt. Dist. Len. Hgf. Dist. Len. Hgt_ 58 Bug Screen _. -0:7fi ----------- - -- 59 Bug Screen .0 1-6 _ - ---- - -- -- - -- -- -- - -- 60 Bug Screen - --- -- - 1 Bug Screen _0.76 0.76 62 Bug Screen 6.76 8.0 3.0 6.0 0.1 6.0 6.6 63 Bug Screen 6.76 8.0 5.0 6.0 0.1 6.0 6.0 64 Bug Screen 0.76 8.0 3.0 6.0 6.1 - 6.0 6.6 - 65 Bug Screen - -- --- - -0:78- --- -- -- --- - _ - -_ 66 Bug Screen _0.76 67 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES - Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments EnergyPro 4.0 by EnergySoft Run Initiation Time 10/18/05 11:11:32 ^_ Run Code: 1.12965.9092 - I -_ User Number: 5533- - -_ Job Number: - -_�- Page:B of 34 _ Certificate Of Compliance : Residential (Part 3 of 3) CF -1 R inkert Residence 10/18/05 roJect Title HVAG SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -1 Central Furnace 80% AFUE Split Air Conditioner- 13.0 SEER New Setback HVAC -2 & 3 Central'Furnace 800/6 AFUE Split AVC-6nditioner - '1'3 -0 -SEER--- New — Setback -- HVAC-4 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC -1 - DuctedDucted -_ Outdoors 4.2 New Yes HVAC -4'83- Ducted _ Ducted Outdoors 4.2 New Yes HVAC -4 - Ducted Ducted _ _ _ Crawlspace -'- -4.2 New - Yes Hydronic Piping- Pipe^ Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Ratedl Tank Energy Standbys Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution_Syst. (Btu/hr) (gal) Status or RE s (%) Ext. American PBCG102-50T100-2NV Large Gas Recirc/Time+Temp 2^ 100,000 48 New 0.96 0.81% 0.0J Multi -Family Central Water Heating -Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" •Control # HF Type - InPlenum- Outside BUfiFd Insulation 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS 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) Documentation Author Name: Name: Tim Scott Title/Firm: JMA, Atchitectural and Engineering Title/Firm: H & H_Air Conditioning Address: 73-995 Portola, Suite 201 Address: 74-991 Joni Drive #20 i— Palm Desert, CA 92260 A m Desert, CA 92.260_-20_4_3 _ Telephone: (760) 346-6155 Telepho0) 340-30 8 - — Lic. #: - - -- - — 3., Z d6 lPJCS' (signature -- dat) (signature) (date) Enforcement Agenc Name: Title/Firm:-------- T ------------------ __--- Address:: elephone: - (signafure_/stamp)-. -- _-__ _ -- --- (date) Run Initiation Time: 10/18/05 11:11:32 Run Code: 1129659092 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page:9 of 34 Certificate Of Compliance : Residential (Addendum) CF -1 R W inkert Residence 10/18/05 Project Title 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 based on the adequacy of the special justification and documentation submitted.plan I Field Not Valid for permit applications submitted on or after 01/23/06 because Energy Budget is based on SEER 10. +— The HVAC System "HVAC -1" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC -2 & Y must meet all-CEC Criteria for a Zonally Controlled system serving only Living Areas. i The HVAC System "HVAC -4" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. ' The HVAC System "HVAC -4" has the Ducts in the Crawlspace. Supply registers may be no more than 2 feet above the floor The HVAC System "HVAC -5" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. I I HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF4R plan Field installation certificate. The HVAC'System "HVAC=9"-incorporates HERS verified -Duct -Leakage. Target leakage is calculated and doed oncumentthe CF=4R. I The HVAC System "HVAC-1""-incorp6rates a HERS verified Refrigerant Charge test ora HERS verified Thermostatic Expansion Valve. t The HVAC System "HVAC -2 & 3" incorporates HERS verified Duct Leakage. Target leakage is calculated grid documented on the'C- I — 4R. 'The HVAC System "HVAC -2 & 3" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The HVAC System "HVAC -4" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF-4R.i – I The HVAC System "HVAC-4"incorporates a HERS verified Refrigerant Charge test ora HERS verified Thermostatic Expansion Valve. ;The HVAC System "HVAC -5"- incorporates HERS verified Duct -Leakage. Target leakage is calculated an "The HVAC System "HVAC -5" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic on the CF-4R.f :pansion Valve. i I Run Initiation Time: 10/18/05 11:11:32 Run Code: 1129659092 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 10 of 34 j Mandatory Measures Summary: Residential (Page 1 of 2) MF -1R NOTE: Low-rise 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 supercedes the items marked with and 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. a. closable metal or glass door covering the entire opening of the firebox DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not T ENFORCE - applicable. N/A DESIGNER MENT Building Envelope Measures 2. No continuous burning gas pilot lights allowed. i § 150(a): Minimum R-19 in wood ceiling insulation or equivalent LI -factor in metal frame ceiling. n j� I § 150(b): Loose fill insulation manufacturer's labeled R -Value: I § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent Ll -factor in metal frame walls (does not ID I J F apply to exterior mass walls). § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor Ex] I *§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ t_J ❑ • § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox ❑ T ❑ damper and control, flue damper and control b. outside air intake with dam P P �...� XI I_., L .i i 2. No continuous burning gas pilot lights allowed. § 150(f): 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. U U ❑ i § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor Ex] ❑ ❑ permeance rate no greater than 2.0 perm/inch. i I § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include CF -6R Form: § 116.17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. X{ I 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. LJ LXJ Li 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ U ❑ 'Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. L .X § 150(i): Setback thermostat on all applicable heating and/or cooling systems: § 150(j): 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 insulationOX ❑ 01 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 CJ ❑ ❑ 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-A/B or Equation 150-A Insulation Thickness: I 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 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ! X� r I f 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. Q ❑ ❑ i 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, O El n and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed nX ❑ ❑ entirely in conditioned space. I 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. N 11 n EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 11 of 34 • • • Mandatory Measures Summary: 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 N/A 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, ❑ ❑x ❑ 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 181B 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 ❑ x❑ ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, O ❑ reductions in the cross-sectional area of the ducts. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ O ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ Q El are controlled by an occupant sensor(s) ceritfied to comply with Section 119(d). 4. Exhaust fan systems have back draft or automatic dampers. ❑x ❑ ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑xE) § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ dampers. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑X ❑ ❑ 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ X❑ ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. retardant and provides shielding from solar radiation that can cause degradation of the material. ❑x ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 7. Flexible ducts cannot have porous inner cores. ❑ x❑ ❑ § 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 x❑ ❑ ❑ 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. ❑x ❑ ❑ b. Cover for outdoor pools or outdoor spas. a ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. a ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ x❑ El pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria x❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ x❑ ❑ 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, O ❑ 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 ❑ ❑X ❑ 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. ❑ Q El are controlled by an occupant sensor(s) ceritfied 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 ❑x❑ controlled by an occupant sensor that complies with Section f19(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 ❑X ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water 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.X❑ ❑ ❑ 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 ❑x ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 1 1 19(d). 1 EnergyPro by EnergySoft User Number: 5533 Job Number: Page: 12 of 34 Residential Kitchen Lighting Worksheet WS -5R rrInkert Residence 10/18/05 oject Title _ _ _ .. _ _ -- --- __. _. -_ - -- -_ _. _ -- -bate --- - At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. Luminaire Type ((1) 16w Compact Fluorescent Quad 2 Pin P,) 26w Compact Fluorescent Triple 4 Pin • • COMPLIES IF A > B YES FXJ NO L EnergyPro 4.0 by EnergySoft User Number: 5533 - Job Number - Page: 13 of 34 High Efficacy High Efficacy? Watts Quantity Watts Other Watts _ Yes rX' No r' Yes X. No 20.0 x ..... --6 - ----20 = 28.0 - — -----120 or -- - - 560 Yes i No i x x =or or Yes ; , No , _- - x = or Yes ,' No ( x _ _ - - - ---- or - - -- - Yes Yes I- No L' No- — x -- or - --- - -Yes _- x or No x = or Yes No x = or Yes No x = or Yes No 1- -- x or Yes Yes No T -i No i- - - = _ -_. or Yes ; No I i x = x - or or - --- -- Yes 7 , _ No .I --Yes I -i- --- x = - -- - - - or No i --Yes i - _ x -- - - -- .___ or ... _ i_ i. e Ys j N -o 1 - ---- z -- - or Yes _ .- _ _ x _ or or --- - Yeso;. _ x -- --- ---------- or --- -- Total A: _-_ 660 B: - _ - 0 COMPLIES IF A > B YES FXJ NO L EnergyPro 4.0 by EnergySoft User Number: 5533 - Job Number - Page: 13 of 34 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY F ROJECT NAME Pinkert Residence SYSTEM NAME HVAC -1 Number of Systems 1 1l 141 439 ——I ;Heating System 0 Output per System 89,000) Total Room Loads Total Output ( Btu h)` 89,0001 I Return Vented Lighting Output (Btuh/sgft) i 71.611 Return Air Ducts Cooling System lil Return Fan Output per System—_ I 57,000}±1 Ventilation Total Output (Btuh) { 57,000il! Supply Fan Total Output (Tons) 4.81! Supply Air Ducts Total Output (Btuh/sgft) 45.91 i ; TOTAL SYSTEM LOAD Total Output (sgft/Ton) ! 261.7i11 --�---- Note: values above given at ARI conditions Air System �) HVAC EQUIPMENT SELE(. •DATE 10/1_8/05 —' FLOOR AREA 1,243 l COIL COOLING PEAK COIL HTG. PEAK ! , CFM Sensiblel Latent CFM Sensible _ 912 17,204 141 439 ——I 18,535 -- _ -I 0 !1Carrier 38TRA06033 42,332 6,515 2,0671,711 0 oF __-__.__� 01 2,0671 I - _ 01 01 _ - -- 0 1,711; ( -_i L_ 21,3381 -- _ 141 CFM per System 2,025!1!!, _ . !1Carrier 38TRA06033 42,332 6,515 Airflow (cfm) 2,0 25 .—i -- -1.631! — Airflow (cfm/sgft) it ,_--- 1 ---- Airflow(cfm/Ton) 426.3111;— — —'— 1 Total Adjusted System Output Outside Air (%) 0.0 1 ! � (Adjusted for Peak Design Conditions) 42,332 6,5151 Outside Air (cfm/sgft) 0.0011 TIME OF SYSTEM PEAK 'Ii Aug 2Pm --�---- Note: values above given at ARI conditions Ir5 ream empera ures at Time of Heatina ea 26.0 of Outside 0 cfm 69.2 of 69.2 OF 69.2 of ra 110.50F Supply Fan 2025 cfm Heating Coil Return Air Ducts (Airstream Temperatures a Ime o oo I 110.0172.5oF 76.0/62.1oF 76.0/62.1oF 0 56.3/54.80F Outside Air 0 0 cfm Supply Fan 2025 cfm 76.0 1 62.1 ( F • 4 >f Cooling Coil �, Return Air Ducts Y I_—_ 21,99571 — 89,000 I _1 ! ET_ 1 89,0001 I - —Jan 12 am Supply Air Ducts 1 y� 109.7 of i 1 ROOMS]; 70.0 of i I i Supply Air Ducts I 57.3155.2 of 47.3% R.H. L ROOMS 75.0161.7 of ; ... . . . ._.. . -. ...._ -- _ - . - -_.------- L - EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 14 of 34 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY *PROJECT NAME — _ Pinkert Residence SYSTEM NAME HVAC -2 & 3 ENGINEERING CHECKS I Number of Systems 2" Heating System 10/18/05 FLOOR AREA 2,888 COIL COOLING PEAK !!COIL HTG. PEAK':: CFM I Sensiblei Latent i ' CFM r Sensible i Output per System 89,000!1 I Total Room Loads 1 2,4241 44,788— 1 1 1,056 44,2921 Total Output (Btuh) 178,000ii i Return Vented Lighting I 0 Output (Btuh/sgft) I 61.611' Return Air Ducts 5,381 4,0881 1 .Cooling System ';1 Return Fanof — 0' 1 Output per System 57,000;!! Ventilation 0 OI 0 i OI 01 I Total Output (Btuh) 1 114,0001 Supply Fan o — 01 i Total Output (Tons) _-- —,— 1-- 9.51 Supply Air Ducts 5,381 4,088 Total Output (Btuh/sgft)1 39.5 —i—1 ,— TOTAL SYSTEM LOAD 55,551 - :1 52,4691 ; Total Output (sgft/Ton) _ 304.0 Air System HVAC EQUIPMENT SELECTION CFMper System 2,025; __—---.-_--- -- _ -- .r_ __ --- --- —..-- IlCarrier 38TRA06033 1 85,5871 12,1851 1 178,000, Airflow (cfm) 4,050 ---- Airflow (cfm/sgft) _ 1.40111 Airflow (cfm/Ton) 426.311'! • o I , Total Adjusted System Outpu1 t Outside Air (/o) i 0.0i: 85,5871 12,1851 1 178,0001 i _ (Adjusted for Peak Design Conditions) Outside Air (cfm/sgft) 0.001TIME OF SYSTEM PEAK — Aug 2 pm i Jan 12 ami Note: values above given at ARI conditions _ _11 — (Airstream Temperatures at Time of Heating ea 26.0 OF 69.1 OF 69.1 OF = 110.3 OF Outside Air 0 cfm 69.1 OF 110()1725OT- Supply Fan Heating Coil 4050 cfm 76. 2 162.1 OF 76.2 162.2 °F Outside Air k tJ J 0 cfm J Supply Fan 4050 cfm •' 16"2162.1 °F 1( Supply Air Ducts 109.4 of ROOMS, 70.0 OF Return Air Ducts < I 56.4/54.8°F Cooling Coil Supply Air Ducts 57.6 / 55.3 OF I I 47.2% R.H. ROOMS ' 75.0161.7 OF 1 Return Air Ducts I 1 - - _ ----. -_... - -- -- r—_= - - --- - EnergyPro 4.0 by EnergySoft User Number: 5533 - - - - - Job Number: _` - __ Page: 15 of 34 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY WSYSTEM ROJECT NAME DATEPinkert Residence 1_0/18/05 NAME -. _ .. - -• - -- - - - -- - FLOOR AREA - - HVAC -4 - -_—_ -------------- -- — 922 ENGINEERING CHECKS 11SYSTEM LOAD Number of Systems _ T 1.;; _COIL COOLING PEAK COIL HTG. PEAK CFM Sensiblej Latent CFM Sensible Heating System— ----____--- - I I _1— _ _— _ i ; Output per System —55,0001 Total Room Loads 580 14,185— 295 376I — 13,9941 1 Total Output (Btuh) ( 55,0001 Return Vented Lighting 01 — 1 Output (Btuh/sgft) 59.711 Return Air Ducts 1,455 1,264 Cooling System s j Return Fan o 0 Output per System 35,00011Ventilation II — 01 01- 01 0 01 1 Total Output (Btuh) 35,0001'; Supply Fan OI I 0i i Total Output (Tons) - 2.9 : Supply Air Ducts 1,4551 1,2641 Total Output (Btuh/sgft) _ 38.011. TOTAL SYSTEM LOAD 17,095 295 16,522 i Total Output (sgft/Ton) 316.1 1, Air System _ i; HVAC EQUIPMENT SELECTION CFM per System 1,200.; - -- - ---------- -. _— r---- ; "' 29,3631 9001 55,0001 1.Carrier 38TRA03633 ( Airflow (cfm) 1,200 I-.-__._.__.----•_----- _-- Airflow (cfm/sgft) -- - — 1.3011 -- ----- _ - - 1 I Airflow (cfm/Ton) • Outside Air (%) + Total Adjusted System Output — 0 0.0 (Adjusted for Peak Design Conditions) 29,363 900 55,0001 1 Outside Air (cfm/sgft) ( 0.001 TIME OF SYSTEM PEAK Aug 2 pm Jan 12 amt Note: values above given at ARI conditions irs ream Temperatures at Time of Heating ea 26.0 of 69.0 of 69.0 of 105.0 of ; - - -1 5 - Su I Air Ducts Outside Air 0 cfm Supply Fan Heating Coil 1200 cfm 69.0 OF 110.0 / 72.5 °F 79.1 / 62.6 OF 79.1 / 62.7 of Outside Air \ v 1 0 cfm Supply Fan 1200 cfm 791162.6 of 104.0 of i ROOMS , 1 70.0 of 3 Return Air Ducts ' RFn/F.4ROF Cooling Coil Supply Air Ducts 56.1 / 54.1 of 41.3% R.H. l ROOMS `i 78.0 162.3 of Return Air Ducts ' I EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: n Page: 16 of 34 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY NAME - DATE �ROJECT Pinkert Residence 10/18/05 SYSTEM NAME -FLOOR AREA__ HVAC -5 752 ` ENGINEERING CHECKS ISYSTEM LOAD Number of Systems 1. I COIL COOLING PEAKS 1 COIL HTG. PEAK' _ , i C _ _ T-_ _ Heating System CFM Sensible, Latent • j CFM 4 Sensible Output per System 55,000 1, Total Room Loads [ 805 16,709 388 I L L-- 4001 17,2801 Total Output (Btuh) 55,00011 Return Vented Lighting 01 1 1 Output (Btuh/sqft) 73.111; Return Air Ducts 2,008 1,595 ' Cooling System ,�; Return Fan I 0 0 - Output per System 35,000,; Ventilation _ � _ OI- 0 "I r _ —_I 0, 0 Total Output (Btuh) 35,0001, Supply Fan i 01 i 0 Total Output (Tons) — J i 2.91! Supply Air Ducts L 2,008 i 1,595, ' Total Output (Btuh/sqft) — — 1 — 46.5 TOTAL SYSTEM LOAD 20,725 388 20,470 Total Output (sgft/Ton) 257.8 _ _ _ _— — — __ _ Air System - HVAC EQUIPMENT SELECTION CFM per System Airflow (cfm) - 1,2001i 1 Carrier38TRA03633 1,200 - ----- -- - . _— 28,919 __1,725 _ -- — 55,0001 , i Airflow (cfm/sgft) 1 .6011! �--__ � I 1. Airflow (cfm/Ton) i Outside Air % ( ) 411.4;- - - - ' 0.0(11 Total Adjusted System Output l -- - 1 Y P (-- - ---- - 28,9191 1,72] -- [— 55,000) i (Adjusted for Peak Design Conditions) _ li � Outside Air (cfm/sgft) 0.001 . TIME OF SYSTEM PEAK AugAu i g 2 pm, Jan 12 am Note: values above given at ARI conditions 1 tl Irs ream Temperatures at I Ime ot Heating ea 26.0 of 68.8 OF 68.8 of ,T, 111.8 of Outside Air 0 cfm Supply Fan Heating Coil 1200 cfm 68.8 OF �, Return Air Ducts Y Supply Air Ducts 110.6 of [ ROOMS 70.0 of (Airstream Temperatures at Time of Cooling ea 110.0 < 72.5 °F 79.6163.4 OF 79.6 163.5 of 56.9 / 55.1 of -I Supply Air Ducts Outside 0 cfm 79 6 163.4 °F E O Supply Fan Cooling Coil 58.5 / 55.8 of I 1200 cfm 43.3% R.H. ROOMS 78.0 162.9 of �, Return Air Ducts 4 EnergyPro 4.0 by EnergySoft User Number: 5533 _ Job Number: — — — Page:17 of 34 ROOM LOAD SUMMARY PROJE TC NAME Pinkert Residence ,SYSTEM DATE 10/18/05 NAME HVAC -1 FLOOR AREA 1,243 IROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK r— ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Master Suite aster Suite 1 912 17,204 141 912 17,204 141 439 18,535 i i C PAGE TOTAL 1 912 17,204 141 439 18,535 TOTAL 912 17,204 141 439 18,535 EnergyPro By EnergySoft User Number: User Job Number: Page:18 of 34 ROOM LOAD SUMMARY .PROJECT NAME Pinkert Residence DATE 10/18/05 SYSTEM NAME HVAC -2 & 3 FLOOR AREA 2,888 IROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Living/Office/Kit/Din/En ii i' En rvL ce 1 2,424 44,788 -1 2,424 44,788 -1 1,056 44,292 L_ PAGE TOTAL 1 2,424 44,788 -1F 1,056 44,292 TOTAL 2,424 44,788 -1 1,056 44,292 EnergyPro By EnergySoft User Number: User Job Number: Page:19 of 34 1 41 ROOM LOAD SUMMARY DATE Pinkert Residence 10/18/05 FLOOR AREA HVAC -4 922 IROOM LOAD SUMMARY I ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM I SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Bedroom 1 & 2 Be rd oom 1-&-2 1 580 14,185 295 580 14,185 295 376 13,994 PAGE TOTAL 580 14,185 295 TOTAL 580 14,185 295L. 376 13,994 376 13,994 L_ EnergyPro By EnergySoft User Number: User Job Number: Page"20 of 34 ROOM LOAD SUMMARY 'PROJECT NAME ; Pinkert Residence DATE 10/18/05 SYSTEM NAME HVAC -5 - FLOOR AREA 752 IROOM 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 asi a 1 805 16,709 388 805 16,709 388 400 17,280 I PAGE TOTAL 805 16,709 388 400 17,280 Il TOTAL 805 1 16,709 388 400 17,280 I EnergyPro By EnergySoft User Number: User Job Number: Page:21 of 34 ROOM HEATING PEAK LOADS roject Title inkert Residence Room Information Design Conditions 'Room Name Master Suite ITime of Peak Floor Area 1,2431 Outdoor Dry Bulb Temperature Indoor Dry Bulb Temperature 70OF Conduction R-38 Roof (R.30.2x12.16) R-21 Wall (W.19.2 x6.16) R-21 Wall (W.19.2x6.16) --_ -^ - Solid Wood Door Sierra Pacific Windows &Doors R-21 Wall (W.19.2x6.16) - - •R-21Wall (W.19.2x6.1_6)_____- -Sierra Pacific Windows & Doors .Sierra Pacific Windows & Doors 'Sierra Pacific Windows & Doors {{ ,R-21Wall (W.19.2x6.16) Sierra Pacific Windows & Doors i Sierra Pacific Windows & Doors _ a Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors i Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors -Sierra Pacific Windows & Doors i Sierra Pacific Wi_ndows_& Doors Slab -On -Grade Slab -On -Grade -- y Area 1,243.0 152.0 259.4 24.0 8.6 170.0 -_ 106.OI 24.0 -- 48.0 24.0, 338.2 6.0 6.01 8.0 - 33.0 13.8 ! 8.0 4.0 4.0 perimeter =102.0 perimeter= 44.0 U -Value 0.0280 0.0690 0.0690 1.4500 0.3900 0.0690 0.0690 0.3900 0.3900 0.3900 I- 0.0690 0.3900 0.3900 _ 0.3900 _ 0.3900 -_0.3900. I---__ 0.3900 r 0.3900 i - 0.3900 0.3900 0.7300 0.7300 i i 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 I x x x x Items shown with an asterisk (') denote conduction through an interior surface to another room. Infiltration: ii 1.00 x 1.064 x 1,243 x 9.70 x _ 0 466 160 x Schedule Air Sensible Area uilmg Height ACH Fraction Date 10/18/05 - Jan 12 am 26 of - i AT of Btu/hr -_ 4Z = I - 1,531 44 = 461 44 = 788 = 1,531 44 _ - -- 148 - - 516 It- 44 _ _322 44 _ - 412 44 824. 412. - _ 1,027 L.- - - 44) _ 103 - 44 _ (- __1031 !44= I- 1371 -- - 44 _ 1 = I_ _ _ _237 13! 71 - - -441 = _ 69` - - 441 _ 69,,1 as j = I -691 3,2761 44 - (---1,413] = I 1 = i = t Page Total: 14,150 _ 4,385' pT *I TOTAL HOURLY HEAT LOSS FOR ROOM 18,855 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 22 of 34 ROOM HEATING PEAK LOADS ro)ect Title inkert Residence Room Information Room Name Floor Area Indoor Dry Bulb Temperature ueslgn uonaltions Time of Peak 2,888.Outdoor Dry Bulb Temperature 1 70 of i Conduction Area U -Value R-38 Roof(R.30.2x12.16) _ 2,817.71 X I 0.02801 X Xal Wall Sky Light 64.01 x 1 0.3900+ x Double Metal Skylight 6.3! X 0.8000 x R-21 Wall (W.19.2x6.16) 257.1 i x 0.0690 j X Solid Wood Door 24.01 x 1.45001 x Sierra Pacific Windows & Doors _ 20.0 ( x 1- - - -0.390011 X Sierra Pacific Windows & Doors _ 1 4.4 X I 0.39001 X Sierra Pacific Windows &Doors 10.01 x 1 --_0.390011 X Sierra Pacific Windows & Doors 35.0 x 1 _ _0.39_00 x Sierra Pacific Windows & Doors I 12.5 x r_ _ - _0.39001 x R-21Wall (W.19.2x6.16) ! 9_3.3 x 0.0690 x 'Solid Wood Door _ _ _ r - - 1 24.0 X 1.4500 X Sierra Pacific Windows & Doors __ j 11.3 x 0.3900 X Sierra Pacific Windows & Doors 1 _ _ 4.4 X - _ 0.3900 X R-21 Wall (W.19.2x6.16) 15.6 x 0.0690 x _Sierra Pacific Windows.& Doors, __. 20.0 X ^ 0.3900 x Sierra Pacific Windows & Doors_ _ 4.4 X -- 0.3900 x •R-21 Wall (W.19.2x6.16) - -- 488.3 x 0.0690 x Sierra Pacific Windows & Doors 1 - -- _45.0 X j 0.3900 X 'Sierra Pacific Windows & Doors _. _ i 66.01 x _ -0_3900 x Sierra Pacific Windows & Doors1 _ _ 17.3 i X 0.3900 x Sierra Pacific Windows & Doors - -- - 18.0 X 1 0.39001 x Sierra Pacific Windows & Doors I 18.0: x 0.3900 x Sierra Pacific Windows & Doors 78.0 ! x 0.3900' x Sierra Pacific Windows & Doors 66.01 x 1 0.39001 x L 1 --. Sierra Pacific Windows & Doors _ 4-41 X __0.3900 X 06 R-21Wall (W.19.2x6.16) - 1.61 X 1 - _- 0_0690 x Sierra Pacific Windows & Doors 120.0! x1 _ 0.390 x Sierra Pacific Windows & Doors _ _ - I _ 4_4 i x (_-- 0_3900 x i 12.6 x 0.0690 X Sierra Pacific Windows &Doors -- - _ 4.0 X 0.3900 x Sierra Pacific Windows & Do_ors _ _ _ 1 4.0 x 0.3900 x Sierra Pacific Windows & Doors - 4.0 , x 1 0.3900 x Sierra Pacific Windows & Doors _ _ 1 _ 4.0 x 0.3900 x Sierra Pacific Windows & Doors _ - - 1 _ _ _ 4A_ X __ 0.3900 X R-21Wall (W.19.2x6.16) ; 214.6 x 0.0690 X Solid Wood Door j 54.0 x--- 1.4500 x Sierra Pacific Windows & Doors _; 3.0 x 0.3900 X - --- Sierra Pacific Windows &-D- o -o r -s -- 3.0 x - 0.3900 x Items shown with an asterisk (') denote conduction through an interior surface to another room. Infiltration: 1.00; x i 1.0641 x 2,888; x; 15.101 x I 0.2991 / 601 x I. - Schedule Air Sensible 'Area Ceiling Height ACH Fraction -;Date ----- 10/18/05 AT OF 441 - _44 44i Ir 44 44 i 441 441 I 44t F. .. ( _ I 1- 441 --- 44 -._ 44 ff 44 f 44 44 44 44 44 -- Page Total _- 444] pT Jan 12 am 26 of i Btu/hr 3,4711 -_1_,098. --_. 2221 7811 1,5311 343 _ 172 _ _-6011 1-- - - - - 214 2831 1,531; 1941 - 76' ---- 471 y_ 3431 1,4821 i 7721 1,1331 297- _ --- - - 309 1 309 -- ---91 1,3381 _ 1,133 11 = ._-_._..761 I_--_ - 324 __ 2,0591 - 761 381 -_ 69 = 69 69 691 761 6521 -- --3,445 24,9531 10,188'1 • TOTAL HOURLY HEAT LOSS FOR ROOM 7 68,138 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: - Page: 23 of 34 ROOM HEATING PEAK LOADS oject Title inkert Residence lRoorn Information Room Name Floor Area Indoor Dry Bulb Temperature Conduction Sierra Pacific Windows uDoors Sierra Pacific Windows & Doors ' Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors ---------Date ---- | 110/18/05 -` | ' | _ | / - . / Items shown with m`asterisk (`>denote conduction through oninterior surface wanother room. __ o o / " m|nfi|hahon: ou Fraction TOTAL HOURLY HEAT LOSS FOR ROOM ' ---- ' ' - --- '- ' - --''-- ' ---------- ' '----- ------ sm m^m s m v User Number: 55o Job Number- Page: u*m34 U -Value x ' n ' - - 0.39001 0 . 39001 o u x X x 0.3900 z x X [ 0.3900 orxoo 0.7300 o' x x o x x x n o x x o u u n | x n | u -` | ' | _ | / - . / Items shown with m`asterisk (`>denote conduction through oninterior surface wanother room. __ o o / " m|nfi|hahon: ou Fraction TOTAL HOURLY HEAT LOSS FOR ROOM ' ---- ' ' - --- '- ' - --''-- ' ---------- ' '----- ------ sm m^m s m v User Number: 55o Job Number- Page: u*m34 ROOM HEATING PEAK LOADS 0 oject Title Residence Room Name Floor Area Indoor Dry Bulb Temperature Conduction \ .R-3»Roof (R.»».2: 2.16) _ . n-21»«a|{W19.2x6. 16)' ,Sierra Pacific Windows uDoors _ a napavmvwxnuowou000m ! ' oie,rapaunnmxnuv~ouovv, Sierra Pacific Windows uDoors R-21lvva/ (m19.2x616) ` Sierra Pacific Windows uDoors ' - . .Sierra Pacific Windows & Doors . Sierra Pacific Windows uDoors n-21Wu| (W.19.2x616) Sierra Pacific Windows & Doors / Sierra pacmcwwnu ws onn, - '- '— --------- s|au n~a de . Slab -On -Grade - _ / Design Conditions Bedroom 1 & 2 Time of Peak 922 Outdoor Dry Bulb Temperatu 70 OF Area U-V|ue . - oa0.0280zov n r- --- - o o ' 1oo x o 0000 o r------1 '' o [----'---- 0.3900 » , - ! un / u | . o yoo u . ' 1ao ' u ! . o nno '---- n | a | u 0.39001 x - '-" ' _-m__ . *u » / u -- 24.y| o x -10.5! n 0.39001 x 2450 _] u 0.0690 x ' 12.5| X 0.3900 o X 0.3900 o perimeter 118.0 x 0.7300 o Lperimeter= 15.0 x L_ 0.730 x u u n x i __ -----J u x ' J -'----- o u | .. Xu ! 'i u x J . ' | n x n' ` |' -- ' x -_----| x ' L----- ---| u u' ' x .0 1 | x '' x u ' / n' x - ' \u ' - - --- l ---------' x . . x - x n u o x u | o n !---------- x / | |x _ | x | u » 'I'--_- ' 1 x Items shown with an asterisk Mdenote conduction through aninterior surface wanother room Infiltration: ` 1.00|u1.08u Areax ' 922'X n! «^"~ / - 01 xSchedulSchedule **oo ^o '^ ^--xc*- Fraction .. lei TOTAL HOURLY HEAT LOSS FOR ROOM [10/ 8/0-5— Jan 12 am /0-5 xan1uom 26«F| AT OF Btu/hr = --- - _1,- _ ------| ** = 559 . 441 = ._' | 44 = 824/ i 441 = 57 =8241 =412 =1801 1 44 =7441 =2141 = = x':v _4821 ^ = = ] = ] | = | |----- ] = |- ---- ~---'' |---'-- - / / = -- 1 | =| /--'- [- -- --'- L__ = = = = | = . = ------' | --- ! F__-_ -_ Page Total: --10,8521 1V,852/ | *J = - - _ 3,1431 snergypm^movsnergyuoft User Number: 5533 Job Number., Page: 25 of 34 ROOM HEATING PEAK LOADS oject Title inkert Residence 'Room Name Floor Area Indoor Dry Bulb Temperature Conduction R-38 Roof(R.30.2x12.16) R-21 Wall (W.19.2x6.16) Solid Wood Door Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors ,Sierra Pacific Windows & Doors - ] R-21 Wall (W.19.2x6.16) R-21 Wall (W.19.2x6.16) Sierra Pacific Windows s & Doors Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors .Sierra Pacific Windows & Doors .Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors R-21 Wall (W.19.2x6.16) Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors Sierra Pacific Windows & Doors Slab -On -Grade Slab -On -Grade Casita Time of Peak 7521 Outdoor Dry Bulb Temperature 70 OF L Area 752.0 342.0 24.01 18.0 3.0 3.0 317.0 231.5 ;.0 40.0 16.0 I 13.5 24.0' 49.0_1 .200.01 63.0.1 1 -6.0-1 perimeter=118.0 i perimeter =15.01 I 'Items shown with an asterisk (*) denote conduction through an interior surface to another room. U -Value 0.-02780 0.0690 1.4500 -0.3900 0.3900 0.3900 0.0690 0.06901 0.39001 0.390011 0.39001 F 0.39001 0.3900 } 0.39001 0.39001 0.0690 0.3900 0.3900 0.3900 0-7300 . F --16 -6 50� x Infiltration: 11 1.001x 1.0641 X 752] X ir .61 x L 'Schedule -C7 Air Sen�ible A-rea eiIiiii@FHiiidfii Fraction • TOTAL HOURLY HEAT LOSS FOR ROOM 10/18/05 AT 0 F 1 __44 t -1 441 44 44 44 44 1 44 L�A441 L 441 --441 441 .-44 _ j 44 44 44 44 44! 44 I_ Page Total: Jan 12 am, 260F Btu/hr - 9261 F 1,038! 1,5311 309: 51 51 962 7031 275 L 6861 1 2751 232 41?: 686, 4121 6071 10 , 31 1,0811 F --,--R 103 3,7901 4821 =1 I L L --14,716 2,563 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 26 of 34 RESIDENTIAL ROOM COOLING LOAD SUMMARY Woject Title inkert Residence Room Information Room Name: Floor Area: Indoor Dry Bulb Temperature: • Opaque Surfaces R-38 Roof(R.30.2x12.16) R-21 Wall (W.19.2x6.16) R-21 Wall (W.19.2x6.16) 'Solid Wood Door I :R-21Wall (W.19.2x6.16) i ,R-21Wall (W.19.2x6.16) R-21Wall (W.19.2x6.16) I Date 1 ------ - --- _ _ ..----- 10/18/05 Design Conditions Master Suite I Outdoor Dry Bulb Temperature: 75'JF ' 1,243 sf Outdoor Web Bulb Temperature: ill 0F ! 75 of Outdoor Daily Range: 340F Orientation [(North)- -i , - (Northeast) - I Area ---1,243.0 x I- 152.0 x I` U -Factor 0.0280 0.06901 x x CLTD 1 56. I 29. (East) ; ; __. L._ 259.4' x 0.0690 x 33. (East) I I - 24.01 x -- 1.4500 X _ - I 33. (Southeast) ( 170.01 x 0.0690 x ( 31. (South) i - 106.01 X f- 0.06901 x 4 26. (West) -I - 338.21 X 0.06901 x - - x l x i ------ I x - _. x ! -{ xX r- - x x f - - --- -- _._ x l 1 x F - I- Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 1. Cooling Load Temperature Difference (CLTD) Fenestration Internal Gain Btu/hr 91 49 304 - 1 591 - I 1,148 - i - - 3641 190 = 770 = I r -- i_ 5,316 Shaded Unshaded Orientation Area GLF Area GLF Btu/hr I (East)- _- 0.01 x 21.6 + 8.61 x 43.6 = 375 i (South)-- 24.0 x 21.6 + 0.0 X _2_1.7 =---519 (South) 48.0 x - 21.6 + -0.0 x I 21.7 = Y -1,039 I (South) I 0.0 x 21.6 + 24.01 X1 21.7 = 522 C (West) -y + OJ X 21.6 + -6.01 X 43.61 = 262 (West)j O.Oi X 21.6 + -6.0; X I- 43.6 _ , 262j (West) 1 _ O.Oj X 1 21.61 + _ 8.01 X ; 43.6 _ __ 349; (West) j [ - 0.0. x 21.6 + r 33.01 x 43.6 _ __ 1,439 r- --- - -- -- - - (West) i - 0.0 X 21.6 + } 13.81 x - _43.6; - - _ 6021 (West) I O.Oi x 21.6 + _8.Oi x i 43.61 - 3491 Page Total 5,717 _ Btu/hr Occupants 2 x Occupants X 230' Btuh/occ. = _ 4601 Equipment 1 -- -11 x Dwelling Units x t---1,600 Watts/sgft = [--1,600 Infiltration: 1.0641 x - x 78,76 x 36 = 3,588 Air Sensible CFM ECA pT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17,204 Latent Gain Btu/hr ;OccupantsI i 2i x Occupants x -- - 200 Btuh/OCC. = 400 Infiltration: 4,771; x 1.191 X 78.76( x L -0.00058 Air Latent ' CFM- - `" ECX TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 141 EnergyPro 4.0 by EnergySoft User Number: 5533 _ - Job Number:: - - - -- Page: 27 of 34 RESIDENTIAL ROOM COOLING LOAD SUMMARY rotect Title inkert Residence_ Room Information Room Name: Floor Area: Indoor Dry Bulb Temperature: Opaque Surfaces Date 10/18/05 Design Conditions Master Suite I Outdoor Dry Bulb Temperature: 75"F 1,243 sf I Outdoor Web Bulb Temperature: ill 0F 75 of 'Outdoor Daily Range: 340F ! Orientation Area U -Factor CLTD 1 x x(-- x F —' x _l x xI 1 1.. jx - - ;xr. 1 _ --- X -- — -I X,,--- I F — X — X = _ X x = X X XX — -- ! L- ------ I X — X 1 X— -- ---- X Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 1. Cooling Load Temperature Difference (CLTD) Btu/hr Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr • _. - ______17 — P (West) -- j 0.0) X 21.6 + 4.0 x 43.61 = 4 Q I (West) I I 0.01 x - 21.6 + 1 4.01 x 43.61 = I 174 ---- -- ._—.— R (West) I --0_01 X 21.6 + a.ul x 43.6 = -_ 174 _ I —.- 1x + 1X i I x... + _----- X 1x I+ 1xi=1 1 i X1 + X, x + X Page Total E 523 Internal Gain Btu/hr Occupants i 2, x Occupants x i 2301 Btuh/occ. = 4601 Equipment 1' x Dwelling Units x i- 1,6001 Watts/sgft = 1,600 Infiltration: 1.064 x 1.19'. x 78.761 x 36. _ — 3,588 Air Sensible CFM ELA - /;T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17,204 Latent Gain Btu/hr Occupants 21 x Occupants X ; 2001 Btuh/occ. = 400 Infiltration: 4,771 x 1.19j x 78.76 x 1 -0.000581 _ (— -2591 • Air Lafent _ CFM- — ELA—_ pw TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 141 EnergyPro 4.0 by EnergySoft --- -- User Number: 5533 _— Job Number: Page: 28 of 34 RESIDENTIAL ROOM COOLING LOAD SUMMARY ro)ect Title inkert Residence Room Information Design Conditions Room Name: Living/Office/Kit/Din/Entry I Outdoor Dry Bulb Temperature: Floor Area: 2,888 sf Outdoor Web Bulb Temperature: Indoor Dry Bulb Temperature: 75 °F i Outdoor Daily Range: Opaque Surfaces R-38 Roof (R.30.2x12.16) R-21 Wall (W.19.2x6.16) - - - -) Solid Wood Door R-21Wall (W.19.2x6.16) Solid Wood Door IR-21Wall (W.19.2x6.16) - R-21 Wall (W.19.2x6.16) I R-21 Wall (W.19.2x6.16) R-21 Wall (W.19.2x6.16) -1 Orientation Area (North) 2,817.71 x - I (North)- --- I - -- - ' - 257.1 x NNorth) 1 24.0 X (Northeast) - j I 93.31 x i (Northeast) I 24.0 x I (East) ... --- - I i- 15.6 x (Southeast) i x 1 -(South) y -488.3 106:61 X 1 (Southwest) I I 12.6 x - I. .- -- - . - - I - - x Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Date 10/18/05 75-F I 111°F j 340F U -Factor CLTD 1 Btu/hr __ 0.0280; x i--- 56.0' = 1- - 4,418; 0.0690 x 23.0 = 4 1.4500 X 23.0 = 800 0.0690 X 1 - 29.0 = 187 - 1.4500 X 29.0 = 1,009 0.0690 X 33.0 = 1---- 361 -0.0690 x 31.01 = I 1,044 - 0.0690{ X r- - -26.0 = --_ 0.06901 x 1_- - 31.0 = 271 - - ' x 1- -- - --- -- Page Total8,1211 Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr Skylight k 0.01 X 21.7 + 64.0 X 70 r .4 = 4,508 - - - [(Skylight) --------- - - I ---- Skylight 1 (Skylight) I 0.0, X 30.7 + 6.31 X , g3 5 = 1 526, B - I (North) 1 0.0 x 21 + 20001 x 21.6 _ -- 4331 .WW --j II North) 0.0 x 21.6 + 4.4 x 1 21 6 = 95 _- - ( E ___-.- - (North) 0.0 . -I 0.0 x 21.6 + -10.01 x L 21.6 2 (North) O.OI X 21_6 + - 35.0 X1 21.6 I - - -758 (North)- i_-_0.01 x I-_ 21_61 + i_ 12. J xi - 21.61 = 1_- 2711 HH 1 (Northeast) I 1 0.01 x I 21.61 + i 11.31 x 33.51 = _3791 ( r CCC F(Northeast) j I 0.01x1 21T6I + 1 -4.41 x _3_3.5 - I - 1481 ' (East) 0.0 X 21.61 + 20.01 X -43.61 _ --- 872 1 Page Total E ,266 Internal Gain Btu/hr p 3 x Occupants X 230) Btuh/occ. = j- Occu ants 6901 f `------- Equipment 0' X Dwelling Units x - _ 1,600' Watts/sgft = - - 011 Infiltration: 1.0641 X1.19' X ; 182.98 x I`_ 3_6j _ - 8,335 Air S66sible CFM ELA 2T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 44,788 Latent Gain Occupants I 3; X Occupants x 2001 Btuh/occ. _ Btu/hr L----- 6001 Infiltration: 4,771; x i - 1.19' x 182.981 X -0.00058 = i -601, • `Ai7Latent CFM -ELA QW T-OTAL HOURLY LATENT HEAT GAIN FOR ROOM 1 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 29 of 34 RESIDENTIAL ROOM COOLING LOAD SUMMARY rotect Title-- inkert Residence Room Name: Floor Area: Indoor Dry Bulb Temperature: 10/18/05 LivinglOffice/Kit/Din/Entry I Outdoor Dry Bulb Temperature: 75-F 2,888 sf Outdoor Web Bulb Temperature: 111OF 75 of Outdoor Daily Range: 340F Opaque Surfaces R-21 Wall (W.19.2x6.16) Solid Wood Door R-21 Wall (W.19.2x6.16) i J Orientation Area i (West) - i 1 _ _ _ 214.6 1 (West) 1 54.0 (Northwest) 513.0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) U -Factor CLTD 1 Btu/hr x _ 0.0690 x 1 33.01 = 489 x -- 1.4500 x330 = 2,5841 x 0.0690 x - 30.2 = 1,070] x _-- x =! I x . x =i - x x x x = x x _,- x _-. x L --J - Page Total 4,143 Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr • - (E) 0.01 X'- 21.6; + I_ 4.4 x - BBB (East) 43.6 Z I (Southeast) I 1 45.01 x - 21_611 + I 0.0, X 30.21 = - 974 7 I 4(Southeast) I 66.01 x 1_21.6 + 1 0.01 x li 30.21 = 1 1,4281 Y Southeast 1 1 17.31 X _ 21.6) + 0.01 x 1_30.2 = 1 374 x ( (Southeast) ! 1 18.0 x 21.6 + 0.0 x 30.2 = 390; v (Southeast) 18.0 X 21.61 + t- 0.0 X - 30.2 = F 3901 -. _ - -)- E - --- !! ---1111 r - _ r-- - -, W (Southeast) { ; 78.0 X I 21.61 + 0.0 X. 30.21 - i 1,6881 6-; eas I (Southt). .I 66.0 x ---21.6 + - _0.0 Xi 30.21 = 1,428 AAA (Southeast)- 0.0 X 21.6 + .4+ X _ 300..2 = I 133' 5 (South) 1 120.0 X 21.6 + 0.0 X 21.7 - I 2,597 _ _ i X - + - - . x --- v = -- -- - Page Total 9s9a Internal Gain Btu/hr Occupants 3, x Occupants X 230 Btuh/occ. = 690 ,Equipment 1, 0 X Dwelling Units x - - 1,6001 Watts/sqft = I 0 r Infiltration: 1.064, X 1.19! X 182.98 X 36, = 8,335. Air Sensible CFM ' ECA - .111T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 44,768 Latent Gain Btu/hr Occupants 3' x Occupants X I - 200] Btuh/occ. Infiltration: 4,771 X 1.19 x 182.981 X -0.00058 _.._ .6011 • Air Latent CFM- -ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM -1 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 30 of 34 RESIDENTIAL ROOM COOLING LOAD SUMMARY rotect Title idate _ __._ ___ . __. inkert Residence 110/18/05 Room Information Design Conditions Room Name: Living/Office/Kit/Din/Entry (Outdoor Dry Bulb Temperature: 75 F I Floor Area: 2,888 sf (Outdoor Web Bulb Temperature: .1110F Indoor Dry Bulb Temperature: 75 of Outdoor Daily Range: 340F ! Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr I 1 I I i I -- - -- --- -, (----- -- x i I--- x I-- - - x ---� _- I i �x x�=l - - •.. - - ;x - - -- -- X i - I x _.-I x xl _JxL - : X1- - jXi `I x (x -_ I Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total i pl 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr . fu ( (South) 0.0 x 21.6 + 4.4 x 21.7 = 96 'DDD (Southwest) _ 0.0 x 21.6 + 4.0 x 30.2 = IEEE (Southwest) _( 0.0 x 21.6 + 4.0 xj302 = i� 121 FFF (Southwest) 0.0 X 21.6 + 4.0� X 1--30.2- = 1211 GGG I (Southwest)--� L--0.0 X 21.61 + 4.0 X 30.2, _ - 121, YY (Southwest) 0.0 X 21.61 + 4.4 X 30.21 = 133 - + (---- - ---- H (West) 0.0, X I- 21.6) I 3.0 X 43.6 = 1- 1311 (West) 0.0� x 21 6I + I 3.01 X 43.6 131' ,D - (West) E 0.01 x I- 21.6 + �- 20.0 x _43.6, = I 8721 _.. _ -I _ t ----- , XX - I (West) x(��� 21.6 + Ij� 4.4 x 43. - 192 - - - - - J X I + I x Page Total Internal Gain Btu/hr Occupants 3 x Occupants X I-� 230 Btuh/occ. = �- 690 Equipment i Oi x Dwelling Units x ; - �1,60J Watts/sgft = L-_ _0 Infiltration: 1.0641 X ' 1.191 x ; 182.98 X �- 36 = I 8,335 Air Seniibl-e `- CFM DELA 41T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 44,788 Latent Gain Btu/hr ;Occupants _..I X Occupants x200 Btuh/oCC. = j 600J Infiltration: 4,771 X 1.19. X 182.981 X , -0.000581 = 601 Air Laterit ' CFM "ELA �1N .� TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1 EnergyPro 4.0 by EnergySoft User Number: 5533 _ - Job Number: Page: 31 of 34 RESIDENTIAL ROOM COOLING LOAD SUMMARY ro)ect Title inkert Residence Room Name: Floor Area: Indoor Dry Bulb Temperature: • • 10/18/05 Bedroom 1 & 2 Outdoor Dry Bulb Temperature: 78" F 1 922 sf Outdoor Web Bulb Temperature: 111OF 78 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr R-38 Roof (R.30.2x12.16) (North) i - 92 x 0.02801 x r 56.0 = 1,4461 R-21 Wall (W.19.2x6.16) j (Northeast) I I 184.Oi x0.0690 x i 29_0' = _ - 368 R-21Wa11 (W.19.2x6.16) - -1 I (Southeast) I 219.51 x I 0.0690 x 31.0 = 4701 R-21 Wall (W.19.2x6.16) ; I (Northwest)- - 245.0 x0.0690 x 30.2 = 5111 _ ! x _ x _ - --- -- -- - - - = I r---- - -- x, x I i= I = i- - -- x _ X l- ---- _ ---- ! x x = __ -- -x x--- I X 1x - X X Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 2,794 1. Cooling Load Temperature Difference (CLTD) Fenestration Orientation EE i (Northeast) 10 (Northeast) DD (Northeast) I CC (Northeast) 8 i (Southeast) _ t BB i i (Southeast) AA _! (Southeast) i 1 - GG (Northwest) FF (Northwest) Latent Gain Internal Gain Shaded Unshaded Area GLF Area GLF Btu/hr 0.0!X1 21.61+ I 16.01x! 33.51=r - - 537! 0.0 x f -21.61 + 48.Oi X i- - 33.5 _ - 1,6101 0.0 X 21.6 + (_ 16.01 X I ,33_51 - _-5371 -0.0,X1 -_21_6{ + _15.0 X _ 33.5 = -- 503 ! 0.0 x - 21.61 + 48.0 XE 30.2 = 1,448 I 0.0' X I_ 21.6 + 24.0 XFO.. = I 724 1 0.00.0 X 21.6 + 10.5 X _ _ 317 t 0.0'X 21.6+ 12.5X 33.5-f 4191 j- ---- - - { ( - --- __ - - - - ! 0.0 I X, -21.61 + I 12.51 X1_--_33.5 -- - 4191 t X=_ I+ Xf-J=r__-_- Page Total ( -6,513 Btu/hr Occupants 1( 41x Occupants X ( 230 Btuh/occ. = 920 Equipment _ x Dwelling Units x i- 1,600 Wafts/sqft = 1,600 Infiltration: 1.0641 X I 1.151 X 58.42 11 X F-- 33! _ ; - 2,3.57 'Air Sensible CFM EL -A T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 14,185 Latent Gain Btu/hr Occupants I 4' x Occupants x 1 2001 Btuh/occ. Infiltration: 4,771 x 1.15 X 58.42 X -0.001 1 = 1 -5051 AiFLaferif- `--CFM-- `- EIA &1N TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 295 EnergyPro 4.0 by EnergySoft User Number: 5533 - _ _- Job Number_- _ _-- - --- - - - Page: 32 of 34 RESIDENTIAL ROOM COOLING LOAD SUMMARY rotect Title Date inkert Residence 10/18/05 Room Information Design Conditions Room Name: Casita i Outdoor Dry Bulb Temperature: 78'JF Floor Area: 752 sf ' Outdoor Web Bulb Temperature: 111OF Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr R-38 Roof (R.30.2x12.16)_ - - i (North) - 752.0 x I 0.0280 x r 56.0 = 1,179 IR-21Wall (W.19.2x6.16) ( (Northeast) F 342.0 x 0.0690 x F 29.0 = 684 Solid Wood Door i (Northeast) 24.0i x 1.4500 x 29.0 = 1,009 R-21 Wall (W.19.2x6.16) (Southeast) ( 317.0 x 0.0690 x 31.0 = 678 -I I- - ____0_.5_69_0 I _I R-21 Wall (W.19.2x6.16) (Southwest) - I 231.5 x 0.0690 x 31.0= 495 R-21 Wall (W.19.2x6.16) (Northwest) i 200.0 x 0.0690 X 30.2 = 417] t l X x L i= I! j----- X F-- -_ X ---i _ -- I - -' x 1 - - - x = __ Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total L 4,463 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btulhr KK (North east) 1- 0.0 x 21.6 + --18.0 x I- 33.5 = -- - -6041 JJi F, (Northeast) -) 0.0 X 21.6 + 3.0 X 33.5 = 101' (Northeast) I 0.0 X 21.6 + 3.0 X 33.5 = 101 .SS (Southwest) -I _ _0.01 X 21.6 + - 16.0 x - 30.21 = 4831 _ ;--- - 17 I t (Southwest) _ 0.0, x - 21.6 + ' _40_0) x I 30_21 = 1,206 RR i (Southwest) - O.OI x 21_6j + 16.0 x I - 30.2 _ - - - -483J .QQ 1 I (Southwest) 1 0.0 x 21.61 + 13.5 x 30.2 - ( 4071 -t I---- _ - PP (Southwest) j t 24.01 X _21.6 + 1 - 0.01 x I -30.2 = -_ 5191 16 (Southwest) i 40.01 x i- 21.6 + 1 00 x 1 30.2! = I _ 8661 00 I I (Southwest) 24.01 x 21.61 + i 0 OI x ; 30.21 519 -- 1 -- - - - - - - _ ...J . Page Total S,z88i Internal Gain Btu/hr Occupants ; _ 4j X Occupants X I - 2301 Btuh/occ. = ! 9Y01 Equipment 1j x Dwelling Units X _ 1,6001 Watts/sgft = j 1,6001 Infiltration: 1.064' x 1.15' X 47.65! X 331 = l- 1,8221 Air Sensible 'CM - ELA _ `' /ET-- - - TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,709 Latent Gain Btu/hr 'Occupants - I L X Occupants x 200 j Btuh/occ. = 1 _g00 Infiltration: 1 4,771; X1.15, X ! 47.651 x I -0.00158! _ -412 Air Latent CFM ELA - QN/_ • TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 388 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number:- - - _ - Page: 33 of 34 _ - RESIDENTIAL ROOM COOLING LOAD SUMMARY winkert o)ect Title Residence Room Name: Floor Area: Indoor Dry Bulb Temperature: Casita I Outdoor Dry Bulb Temperature: 752 sf I Outdoor Web Bulb Temperature: 78 of Outdoor Daily Range: Opaque Surfaces Orientation Area x x l — - --- - Ix x x I i - 1 i a-- --- — —I x ------ _ x Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Date 10/18/05 ill 0F 340F U -Factor CLTD 1 Btu/hr xL_ -I_ - ------ ------ = j -j -- - — -x I I --- -- 1 x — x x _. x - - xi Page Total L—_ J Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr !NN (Northwest) j 0.0; x 21.6 + 6.0 x I 33.Sj = ! 2011 MM 1 (Northwest) 0.01 x — 21.61 + 63.01 x 33.51 = 2,113. LL ; (Northwest) 0.0 x j 21.6' + ! 6.0 x 33.51 = I - 201 x, + i 1xt _ _ 1 {1 — ! x + xj—_ x -- — + .._ x f-- I x +L—_ x F— _ _ x —j + x XL !XI + Page Total 2,516 Internal Gain Btulhr •OccupantsJ i_ 4 x Occupants x 230'230' Btuh/oCC. _ 920 Equipment 1 x Dwelling Units x 1,600; Watts/sqft = 1,600 Infiltration: 1.064 x , 1.15, x 47.65] x 33 = _ 1,9221 Air Sensitile' CFM ECA QT - TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,709 Latent Gain Btu/hr Occupants 4! x Occupants x ! - _ 2001 Btuh/occ. = L 800 Infiltration: 4,7711 x 1.15, x 47.651 xL0.00158 = 1 -4121 _... L—_ • ` AiFLafent' CFM _' ELA OW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 388 EnergyPro 4.0 by EnergySoft User Number: 5533 _ Job Number: Page: 34 of 34