The URL can be used to link to this page

09-1221 (AR)51173 Marbella Ct 09-1221 P.O. BOX 1504 4 t ;K,rw 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT 'Application Number: 09-00001221 Owner: Property Address: 51173 MARBELLA CT DOW FAMILY TRUST APN: 777-320-033- - - C/O BRUCE DOW Application description: ADDITION - RESIDENTIAL 26858 PINE HOLLOW CT Property Zoning: LOW DENSITY RESIDENTIAL VALENCIA, CA 91381 Application valuation: 52036 Contractor: Applicant: Arc/hit ect or Engineer: DESERT CONTRACTING INC D j1JNGCAVE DRIVE L0j,65 /AA> BERMUDA DUNES, CA 9220 (760)449-4029 Lic. No.: 904718 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License C ass: 13-C23 J _ Dense o.: 9 4 18 Date: 1 [ C f ontractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, atter, 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).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 1 am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/24/10 WORKER'S COMPENSATION DECLARATION hereby affirm under penalty of perjury one of the following declarations: ' have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier EXEMPT Policy Number EXEMPT I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should becomes elect to the workers' compensation provisions of Section 3700 of the Labor Code, I shall o I.vith mply rith th a rovisions. Dater tC/ CJV Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or. following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection urpoS6r. Date: / h Signature (Applicant or Agent): Application Number . . . . . 09-0000122.1 ------ Structure Information 644 SF DET CASITA ----- Construction Type . . . . . TYPE V, UNPROTECTED Occupancy Type . . . . . DWELLG/LODGING/LONG <=10 Other struct info . . . . . CODE EDITION 2007 # BEDROOMS 1.00 FLOOD ZONE NO GARAGE SQ FTG .00 PATIO SQ FTG .00 1ST FLOOR SQUARE FOOTAGE 644.00 ---------------------------------------------------------------------------- 2ND FLOOR SQUARE FOOTAGE .00 Permit BUILDING PERMIT Additional desc .. 644 SF DET. CASITA Permit Fee . . . . 428.00 Plan Check Fee 278.20 Issue Date . . . Valuation . . . . 52036 Expiration Date . . 10/11/10 Qty Unit Charge Per Extension BASE FEE 414.50 3.00 4.5000 ---------------------------------------------------------------------------- THOU BLDG 50,001-100,000 13.50 Permit ELECT - ADD/ALT/REM Additional desc . Permit Fee . . . . 37.54 Plan Check Fee 9.39 Issue Date . . . . Valuation 0 Expiration Date .' 10/11/10 Qty Unit Charge Per Extension BASE FEE 15.00 644.00 .0350 ---------------------------------------------------------------------------- ELEC NEW RES - 1 OR 2 FAMILY 22.54 Permit . . . GRADING PERMIT Additional desc . . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date 12/21/10 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit . . . . . MECHANICAL Additional desc . Permit Fee 47.00 Plan Check Fee 11.75 LQPERn4[T Application Number . . . . . 09-00001221 Permit . . . . . . MECHANICAL Issue Date . . . . Valuation . . . . 0 Expiration Date 10/11/10 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 16.50 1.00 6.5000 ---------------------------------------------------------------------------- EA MECH VENT FAN 6.50 Permit . . . PLUMBING Additional desc . Permit Fee . . . . 42.00 Plan Check Fee 10.50 Issue Date . . . . Valuation . . . . 0 Expiration Date 10/11/10 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 6.0000 EA PLB FIXTURE 24.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00. - ---------------------------------------------------------------------------- Special Notes and Comments 644 SF DETACHED GUEST CASITA (GUESTROOM + BATH + EXERCISE RM) ADDITION Q 5 FT SIDE YARD LOCATION.TYPE VB CONSTR. R-3 OCC. 2007 CODES. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 3.00 ENERGY REVIEW FEE 27.82 HOURLY PLAN CHECK 35.00 STRONG MOTION (SMI) - RES 5.20 Fee summary Charged Paid Credited ------------------------------ Due --------------------------- ..Permit Fee Total 569.54 .00 .00 569.54 Plan Check Total 309.84 .00 .00 309.84 Other Fee Total 71.02 .00 .00 71.02 Grand Total 950.40 .00 .00 950.40 LQPERAIIT •t 1 Coachella Valley Unified School -District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 Project Name: Owner's Name: Bruce Dow This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMMIIND. AMOUNT: DATE: RECEIPT: CHECK #: INITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Address: 51-173 Marbella Court, La Quinta, CA 92253 Project Description: Detached Casita to Existing Dwelling Date: July 6, 2010 Phone No. 760 449-4029 APN: act #: Lot #'s: Type of Development: esidentialXX1 Commercial Total Square Feet of Building Area: Industrial Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: Signature: f SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code 17620 Number of Sq.Ft. Amount per Sq.Ft. Amount Collected Gov. Code Project Agreement Existing Not Subject to Fee 65995 Approval Prior to 1/1/87 Requirement 644 $2.97 $1912.68 Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Support Services Not Certificate issued by: Marcela Valdez, Construction Analyst Signature: INV I IUL OF VU DAY PER101) FOR PROTEST OF FEES AND STATEMENT OFF EES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a r' ten notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to prote ith mposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, Is Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. NI V:c/mydocs/devfees;certificate of compliance form updated 3-2007 3/9/07 in a City of La Quinta Building 8L Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # 0 Project Address: —1: . Owner's Name: M r o D6 VJ A. P. Number: — 3 ZO _ 0 3?, Address: S — IB Mdklb ft Legal Description: Contractor: City, ST, Zip: Q 2'zs3 Telephone: «::::>::::>::>::>:::>:•::::.:•:;:.::>.<:>:<:>::»:<:r:::;:r;;: 3 .; .. Address: 3304k UmA kvt Project Description: City, ST, Zip: I:{ j QA. Z.2 G A. r !tom' ( `•«•`:>>' >;><`><``'``< Telephone: ` 44 I' 2 -• :::::::::::::. hkgc State Lie. # : cioco City Lie. #; Arch., Engr., Designer:Vt__ Address: P O Z City, ST, Zip: DIAS,C/61 ` Z Telephone:p'"`<>>::>:::;.:.><::•:.>:.>;;:;;:::rz:>:>.:::>::; .2 S •• p I ....,:.:::..; State Lie. #: ><>`'•><••`:`'':>;::'•.•`:>::>`::>:::s'::>>: >:'i::•>«a<.:::•:•::::.::: •::.:•::::::::,:•:::::::,. Con struction Type: Occupancy: , Project type (circle one): New Add n Alter Repair Demo Name of Contact Person:ya Sq. Ft.: # Stories: # Units: I Telephone # of Contact Person: 6) -Z Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRAC FP n T I PERMIT FEES Plan Sets Plan Check submitted I Amount Structural Calcs. Reviewed, ready for correc ' s U, PI Check Deposit Truss Calcs. Called Contact Person Cy Plan heck Balance. Title 24 Calcs. Plans picked up ( Construction Flood plain plan Plans resubmitted 9 Mechanical Grading plan 21d Review, ready focorrection issue . Electrical Subcontactor List Called Contact Person 2 Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- r '"' Review, ready for correctionissue 14. Developer Impact Feet. Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue V School Fees IT V Total Permit Fees AFC - !a -6 br 3/31 a --;p .;awot) Bin # -A& City of La Quinta Building & Safety Division P.O. Box 1504, 78-495 Calle Tampico La Qufita, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # .: r I 01 Project Address: Owner's Name: A. P. Number. Address: Legal Description: , City, ST, Zip: Contractor: Address: Telephone: Project Description: City, ST, Zip: I/ - Telephone: State Lic. # : City Lie. C Y. ' ✓ S' r Arch., Engr., Designer. Address: City, ST, Zip:4.4o Cb PSqF Telephone: State Lie. #: Name of Contact Person: on Type: Occupancy: e (circle one): New Add'n Alter Repair Demo #Stories: # Units: Telephone # of Contact Person: S'&. Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE N Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets 'lam Plan Check submitted 7 i71tern Amount Structural Celts. Reviewed, ready for corrections Plao Check Deposit Tress Calca. Called Contact PersonPlan Check Balance Title 24 Cales. Plans picked up / Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2'! Review, ready f rnrrectio slue 14 Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted p• Grading IN HOUSE. ''' Review, ready for eorrectionslissue Developer Impact Fee Planning Approval Called Contact Person 7 A,Lp,p, Pub. Wks. Appr Date of permit issue PW School Fees Total Permit Fees 6 W From: "Bruce Dow" <bldow@sagph.org> Subject: Fwd: Setback for casita In MVCC Date: April 28, 2010 12:00:48 PM PDT To: "Mike Mendoza" <m23177@aol.com> Mike, here is the approval letter. Sent from my iPhone Begin forwarded message: From: Yvonne Franco <Yfranco@la-ouinta.orq> Date: April 28, 2010 10:08:59 AM PDT To: <bldow@saooh.ora> Subject: Setback for casita In MVCC Good morning: The setback for the proposed casita/guesthouse can be at 5 feet from the wall. If you have further questions, please contact me at the number below. Yvonne Franco City of La Quinta Planning Department 760.777.7125 department 760.777.1233 fax This message and any attachments are intended for the sole use of the individual and entity to which it is addressed, and may contain privileged or confidential information. If you are not the intended addressee nor authorized to receive for the intended addressee, please delete this message and all attachments and notify the sender immediately. Failure to maintain confidentiality or this message may subject you to penalties under applicable law. 1PZ,&V /ice Apmvw, MOUNTAIN VIEW COUNTRY CLUB at La Quinta March 17, 2010 Bruce Dow 26858 Pine Hollow Court Unit 206 Toluca Lake, CA 91602 Re: Architectural Request 51-173 MARBELLA COURT Dear Mr. Dow: The Architectural/Landscape Committee of the Mountain View Country Club Homeowners' Association have reviewed the plans for the construction of your room addition per the application submitted. The committee is pleased to inform you that it has approved the plans. Thank you for your patience and understanding during this approval process. If there are any questions please contact me at 760-776-5100 ext. 351. Sincerely, FOR THE BOARD OF DIRECTORS MOUNTAIN VIEW COUNTRY CLUB Bill Clifford Association Manager enclosure cc: Board of Directors Unit File MAY 18 MID 17kPA— A9qoaPVqL, MOUNTAIN,VIEW COUNTRY CLUB at La Quinta October 22, 2009 Bruce Dow 26858 Pine Hollow Ct. Valencia, CA 91381 Re: Architectural Request 51-173 Marbella Ct. Dear Bruce: It was a pleasure seeing you last week to discuss your plans to add a casita to your home. As you know, I am happy to say that the board has approved the plans as submitted, with a few stipulations: 1. Construction can not start till after May 15, 2010 2. Work can take place Monday through Friday lam till 5 pm. 3. No weekend work till after the July 4th weekend. After July 4th, Saturday work is allowed from 8am till 5pm. 4. Neighbor's comments are.needed. This is to ensure that the neighbors are aware of the work to be done and not part of the approval process. Thank you for your patience and understanding during this process. If there are any questions please contact me at 760-776-5100 ext. 351. Sincerely, - .. - BY DIRECTION OF THE BOARD OF DIRECTORS MOUNTAIN VIEW COUNTRY CLUB Bill Clifford, CCAM Association Manager cc: Board of Directors Unit File rr V=F"1404. GIIY' UF,LAA N , UI KAU 1 UK LIS I 51 V 2) Ay M)D l G, PERMIT NUMBER' OWNER •UILDER . Lof)JOB ADDRESS This form shall be posted on the job with the Wilding insRection'Card• at all times in a cons icuous lace. Only persons appearing on this list or their employees are authorized to %1Y -*11C- j J 9 P P PP 9 on this job. Any -change's to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the void. of building permit. For each applicable trade, all information requested below must be completed by applicant. "On File" is not an acceptable response. Trade / Classification Contractor :: ::::::. .:.: , :;; .> :..: • •.:.;> S a on t s Lica3 >..;;::,:.:: :: t tC trslc or . ttse.. • :•::.:: ;;:; ' kier" iisa` :s :4r .corrl a t%ri:lri;wacse8 "<':: ::>'::<::.:. Company Name Classification (e.g.A. B, C-8) License Number (Tx xxxxx)1ixx/xx/xx) Exp. Date Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (xx/xx/xx) EARTHWORK (C -12j+ :•: e,S k I ,CYl1 ti-e rl ►1C. J Vy l (`O1jl 111 > A CONCRETE ;DCI 3 c y 1 i 3►1 FRAMING' bt' 0 31 I 1 STRUCT.-STEEL•0,51) pC `1 MA:SbNRY id -29i C T Q O PLUMBING (C-361 bL4 LAT"i PLASTER (C-35) • C j C)'l DRYWALL IC -9) . > . OC`L d0 L41 l E 6 31 HVAC. (C-201" ; : ;; O+C_T— ELECTRICAL (C4 Of ' : •`': Q n O -T RQOFING jC=391`>.:<< ``' 1 J 31 . . $HEET•METAL (it -•43).'` fl0 RING IC`:TSh :: ';..: ' O C C104 I i U 31 I GLAZING (C-,1.7 .' .: ,CC I INSULAT 0N: (C -2J .' • :-.: -f C)g7)i D 31 I SEWAGE DISP- - (6-42)• < 1 Cr1 PAINTING (C=33) CERAMIC TILE (C-54) CABINETS (0-6) FENCING (C-13) —) LANDSCAPING (C-27.).'.-;- V -1 ! R 10 31 1 POOL (C-53) I BUILDING ENERGY ANALYSIS REPORT I PROJECT: Mr. Bruce Dow 51-173 Marbella Court La Quinta, CA 92253 Project Designer: MIKE MENDOZA P.O. Box 692 -Desert Hot Springs, Ca 92240 X1.760.275.1816 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR.CCINSTRUCTIO S OATE Yw BY R" rt Prepared by: ntiago Lopez-Ocampo ntiago Lopez-Ocampo P.O. Box 1018 La Quinta, Ca 92247 760.485.8927 Job Number: LQ051410 Corr Date: 9/17/2010 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 5.1 by EnergySoR User Number: 5732 Run Code: 2010-09-17705:10:59 ID: LQ051410 Corr I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary a EnergyPro 5.1 by EnergySoft Job Number: ID: LQ051410 Corr User Number: 5732 1 2 3 8 11 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Mr. Bruce Dow Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/17/2010 Project Address 51-173 Marbella Court La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 644 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ftp Features see Part 2 of 5 Status Roof Wood Framed Attic R-38 644 Radiant Barrier Venting New Wall Wood Framed R-19 1,147 New Slab Unheated Slab -on -Grade None 644 Perim = 112' New FENESTRATION U- Orientation Area Factor Exterior SHGC Overhang Sidefins Shades Status Front (E) 34.9 0.310 0.37 none 47.0/0.0 Bug Screen New Left (S) 8.0 0.310 0.37 none 0.0123.0 Bug Screen New Left (S) 48.0 0.360 0.35 none 0.0/23.0 Bug Screen New Rear (W) 88.0 0.310 0.37 none none Bug Screen New Right (N) 18.8 0.310 0.37 none none Bug Screen New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 8.50 HSPF Split Heat Pump 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Ot . Type Gallons Min. Eff Distribution Status Ener Pro 5.1 by EnergySoft User Number: 5732 RunCode: 2010-09-17705:10:59 ID: LQ051410 Corr Pa e 3 of 11 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name Mr. Bruce Dow Building Type ® Single Family ❑ Addition Alone 1 ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/17/2010 SPECIAL FEATURES INSPECTION CHECKLIST The 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 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. The HVAC System HVAC System must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must be controlled with a separate thermostat. In addition the air flow requirements and fan watt draw requirements in Residential Appendix RA -6 must be HIGH MASS Design - Verify Thermal Mass: 644.0 ft' Exposed Slab Floor, 4.000" thick at Guest Bedroom & Exercise The Roof R-38 Roof Attic w/Radiant Barrier includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. The Roof R-38 Roof Attic w/Radiant Barrier 1/150 Vent Area 50% of Vents Located High requires verification. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The Cooling System D&N C4H424GKC - FEM4X2400A includes credit for a 11.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC System incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC System incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. Ener Pro 5.1 by Ener Soft User Number: 5732 RunCode: 2010-09-17T05:10:59 ID: LQ051410 Corr Page 4 of 11 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1 R Project Name Building Type m Single Family ❑ Addition Alone Date Mr. Bruce Dow 1 ❑ Multi Family ❑ Existing+ Addition/Alteration 9/17/2010 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2 r Space Heating 16.25 9.21 7.04 Space Cooling 55.33 55.77 -0.44 Fans 11.24 14.62 -3.38 Domestic Hot Water 30.27 30.27 0.00 Pumps 0.00 0.00 0.00 Totals 113.09 109.87 3.22 Percent Better Than Standard: 2.8% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (E) 90 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (E) 212 35 Fuel Available at Site: Natural Gas (S) 460 56 Raised Floor Area: 0 (w) 212 88 Slab on Grade Area: 644 (N) 460 19 Average Ceiling Height: 12.0 Roof 644 0 Fenestration Average U-Factor: 0.32 TOTAL: 198 Average SHGC: 0.37 Fenestration/CFA Ratio: 30.7% REMARKS This calculation supercede all previous reports. SLO 091610 STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Santiago Lopez-Ocampo 9/17/2010 Address P.O. Box 1018 Name Santiago Lopez-Ocampo City/State/ZipCity/State/Zip La Quinta, Ca 92247 Phone 760.485.8927 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, 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) Company MIKE MENDOZA Address P.O. Box 692 Name City/State/Zip Desert Hot Springs, Ca 92240 Phone 1.760.275.1816 Signed License # Date EnemvPro 5.1 by Ene Soft User Number: 5732 RunCode: 2010-09-17705:10:59 ID: L 051410 Corr Page 5 of 11 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Mr. Bruce Dow Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1911712010 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 644 0.025 R-38 0 18 New 4.2.1-A21 Guest Bed & Exercise Wall 177 0.074 R-19 90 90 New 4.3.1-A5 Guest Bed & Exercise Wall 404 0.074 R-19 180 90 New 4.3.1-A5 Guest Bed & Exercise Wall 124 0.074 R-19 270 90 New 4.3.1-A5 Guest Bed & Exercise wall 441 0.074 R-19 0 90 New 4.3.1-A5 Guest Bed & Exercise Slab 644 0.730 None 0 180 New 4.4.7-A1 Guest Bed & Exercise FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC2 Azm Status Glazing Type Location/Comments 1 Window 9.9 0.310 NFRC 0.37 NFRC 90 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 2 Window 25.0 0.310 NFRC 0.37 NFRC 90 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 3 Window 8.0 0.310 NFRC 0.37 NFRC 180 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 4 Window 48.0 0.360 NFRC 0.35 NFRC 180 New Jeld-Wen, Steel Fr. Dr. Guest Bed & Exercise 5 Window 4.0 0.310 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 6 Window 8.0 0.310 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 7 Window 4.0 0.310 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 8 Window 18.0 0.310 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 9 Window 36.0 0.310 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 10 Window 18.0 0.310 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 11 Window 6.0 0.310 NFRC 0.37 NFRC 0 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 12 Window 6.0 0.310 NFRC 0.37 NFRC 0 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 13 Window 2.3 0.310 NFRC 0.37 NFRC 0 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 14 Window 2.3 0.310 NFRC 0.37 NFRC 0 New Milgard Classic Low -E Vinyl Guest Bed & Exercise 15 Window 2.3 0.310 NFRC 0.37 NFRC 0 New Milgard Classic Low -E Vinyl Guest Bed & Exercise (1) Ll -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ove hang Left Fin Right Fin Len H t LExt RExt Dist Len H t Dist Len H t 1 Bug Screen 0.76 2.5 5.0 5.1 47.0 0 0.0 0.0 0 2 Bug Screen 0.76 5.0 5.0 5.1 47.0 0 0.0 0.0 0 3 Bug Screen 0.76 1.3 6.0 0.0 0.0 0 1.0 23.0 0 4 Bug Screen 0.76 8.0 6.0 0.0 0.0 0 1.0 23.0 0 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 Ener Pro 5.1 by Ener Soft User Number: 5732 RunCode: 2010-09-17705:10:59 ID: LQ051410 Corr Page 6 of 11 CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5) CF -1 R Project Name Mr. Bruce Dow Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/17/2010 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built HVAC System Guest Bedroom & Exercise 644 7,728 Totals 644 0 01 0 HVAC SYSTEMS System Name Qty. Heatinq TVpe Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 1 Split Heat Pump 8.50 HSPF Split Heat Pump 14.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input (Btu h) Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Rheem 41VRP50PT 1 Small Gas No Pipe Insulation 40,000 50 0.65 n/a n/a Existing MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control E 7 E w 2 w a. Hot Water Piping Length ft o 76 o c a — System Name Pipe Len th Pipe Diameter Insul. Thick. Qt . HP Plenum Outside Buried ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Ener Pro 5.1 by Ene Soft User Number: 5732 RunCode: 2010-09-17705:10:59 ID: LQ051410 Corr Page 7 of 11 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name Mr. Bruce Dow Date 1 9/17/2010 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (') below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 a : Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§1 50 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. 150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. §150(q): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 e 1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACOA. 4150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §150(j)2: 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 are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150(')3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. 150(j)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySofi User Number: 5732 RunCode: 2010-09-17705:10:59 ID: LQ051410 Corr Page 8 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date Mr. Bruce Dow 9/17/2010 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum 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 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may. contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoR User Number: 5732 Run Code: 2010-09-17705:10:59 /D: LQ051410 Corr Page 9 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date Mr. Bruce Dow 9/17/2010 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptions to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.1 by EnergySoR User Number: 5732 RunCode: 2010-09-17705:10:59 ID: LQ051410 Corr Page 10 of 11 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Mr. Bruce Dow Date 9/17/2010 System Name HVAC System Floor Area 644 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total ROOM Loads 541 Return Vented Lighting Return Air Ducts Return Fan Ventilation 32 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK Sensible 11,384 0 566 0 1,142 0 566 13,6581 COIL HTG. Latent CFM 802 230 514 32 1,317 PEAK Heating System Sensible Output perSystem 800 12,412 Total Output Btuh 800 Output Btuh/s ft 1.2 475 Cooling System 0 Output perSystem 22,800 1,489 Total Output Btuh 22,800 0 Total Output Tons 1.9 475 Total Output Btuh/s ft 35.4 Total Output s ft/Ton 3389 14,849 Air System CFM perSystem 800 HVAC EQUIPMENT SELECTION Airflow cfm 800 D&N C41-1424GKC - FEM4X2400A 19,093 1,099 500 Airflow cfm/s 1.24 ft 2.8 kW Supplemental Electric 9,556 Airflow cfm/Ton 421.1 10,056 I Jan 1 AM Outside Air % 4.0% Total Adjusted System Output 19,093 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 1,099 Aug 3 PM Outside Air cfm/s ft 0.05 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 68 OF Outside Air 32 cfm Supply Fan 800 cfm 69 OF 68 OF 110 OF 121 OF Heating Coil Aux. Heat Coil T......... _.. 4 ELI a 121 F ROOM M 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F 80/65°F Outside Air 32 cfm 79 / 64 OF 80/65°F 58/56°F ........_.. Supply Fan Cooling Coil 800 cfm _ 46.6% 58 / 57 OF i ; ROOM x 78/ 64 OF EnergyPro 5.1 by EnergySoff User Number: 5732 RunCode: 2010-09-1 7 705:10:59 ID: LQ051410 Corr Page 11 of 11 STRUCTURAL CALCULATIONS A SINGLE ADDITION FOR: MR. BRUCE DOW 51-179MARBELLA COURT -MOUNTAIN VIEW COUNTRY CLUB. LA QUINTA, CALIFORNIA CHARLES D. GARLAND, ARCHITECT LICENSE NO. 11991 f XP .10/31/1.1 74-991 JONI DR. PALM DESERT CA 92260 SUITE #9 PHONE: 760/340-3528 FAX:760/340-3728 s CITY OF LA QUINTA a BUILDING & SAFETY DEPT. i APPROVE® F FOR CONSTRUCTION 112 it RECEIVED BY: '000 ".'_( JUN 0 7 2010 STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW I . :r ❖ GOVERNING CODES.....................page 3 ❖ LOAD .........................................................Page 4 ❖ BEAM .................................................. Page 5 ❖ COLUMN ................................................ Page 6 ❖ LATERAL ANALYSIS ........................ Page 7 r. ❖ SEISMIC ZONE ............................ Page 10 ❖ SHEAR WALL REQUIREMENTS.... Page 15 ❖ FOUNDATION ............................... Page 16 STRUCTURAL_ CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW FFI GOVERNING CODES A- IBC 2006 OR CBC 2007 & ORDINANCE 457 OR RIVERSIDE COUNTY B- DESIGN LOADS a. ROOF LIVE LOAD 20 PSF b. ROOF DEAD LOAD 19 PSF c. WIND IMPORTANCE FACTOR 1.00 WIND ZONE 95 MPH EXPOSURE C d. SITE CASS DEFINITION (D) e. OCUPANCY CATEGORY II f. SEISMIC DESIGN CATEGORY (D) g. COEFFICIENT Cs 0.15 h. SEISMIC Ss1.5g L SEISMIC Sl 0.6g j. FACTOR R 6.5 k. SEISMIC SDs 1.00 I. SEISMIC SD10.60 STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW LOADS : ••; TOTAL LOAD = 41 PSF EXTERIOR WALLS: PSF TILE = 9 SHEATHING = ' 2 RAFTERS = 2 INSULATION = 2 GYP. BD. = 6 D. L = 21 L. L = 20 TOTAL LOAD = 41 PSF EXTERIOR WALLS: PSF WOOD STUDS = 2 1/2" GYP BD. = 2 7/8" STUCCO = 10 INSULATION= 1 D.L.= 15 PSF INTERIOR WALLS: PSF WOOD STUDS = 2 1/2 GYR13D.2SIDES = 3 INSULATION = 2 D.L = 7 PSF a STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW BEAM DESIGN HDR #4 SHEAR F"v = Fv(CD)(CM)(Ct)(CH) f v= 1.5 V / A F'v = 119 psi > f v = 38.34 psi OK DEFLECTION 5WLL^4 0.01 in 384 E" I OK E'= E (CM)(Q)(C;) 1700000 psi BEAM 4 X 6 ,/, max = L/240 = 0.15 in DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 3.0 ft Fv= 95 psi TRIB. AREA = 8.0 ft E = 1700000 psi Load Factor CD= 1.29 Wet. Service Factor Cm= 1.00 D.L = 21.0 Ib/ft Temperature Factor Ct= 1.00 Ll = 20.0 Ib/ft Size Factor CF= 1.00' TOTAL 41.0 Ib/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci= 1.00 Shear stress Factor CH 1.00 W = 328.0 Ib/ft M=WxL2/8 328 lb/ft M= 369.0 ft -Ib M= 4428 in -Ib 'F V= W x L / 2 3.00 ft BENDING V= 492 lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F"b = 1250 psi USE Req'd S = M / F"b S= 3.54 in^3 4 X 6 Area= 19.3 in^2 f b = M/S Section= 17.7 in"3 ALLOW F"b = ACT. f b = Moment of Inertia= 48.5 in^4 1250 psi > 250.9 psi OK SHEAR F"v = Fv(CD)(CM)(Ct)(CH) f v= 1.5 V / A F'v = 119 psi > f v = 38.34 psi OK DEFLECTION 5WLL^4 0.01 in 384 E" I OK E'= E (CM)(Q)(C;) 1700000 psi BEAM 4 X 6 ,/, max = L/240 = 0.15 in STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW BEAM DESIGN HDR#3 U-9 SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 58.16 psi OK DEFLECTION 5WLL^4 0.05 in 384 E' I OK E'= E (CM)(C,)(C,) 1700000 psi BEAM 4 X 8 max = L/240 = 0.30 in DOUGLAS FIR -LARCH No 1= Fb = 1000 . psi SPAN = 6.0 ft Fv= 95 psi TRIG. AREA = 8.0 ft E = 1700000 psi Load Factor CD= Wet. Service Factor CN,= 1.00 D.L = 21.0 Ib/ft Temperature Factor Ct= 1.00 Ll = 20.0 Ib/ft Size Factor CF= 1.00' TOTAL 41.0 Ib/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci = 1.00 Shear stress Factor CH= 1.00 W = 328.0 Ib/ft M=WxL2/8 328 ,b/ft M= 1476.0 ft -Ib _ M= 17712 in -Ib V= W x L / 2 6.00 ft BENDING V= 984 lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req'd S = M / F'b S= 14.17 in"3 4 X 8 Area= 25.4 in^2 f b = M/S Section= 30.7 in^3 ALLOW F'b = ACT. f b = Moment of Inertia= 111 in^4 1250 psi > 577.7 psi OK SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 58.16 psi OK DEFLECTION 5WLL^4 0.05 in 384 E' I OK E'= E (CM)(C,)(C,) 1700000 psi BEAM 4 X 8 max = L/240 = 0.30 in STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW 9 BEAM DESIGN HDR#2 246 Ib/ft 8.00 ft BENDING F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 125.0 psi Req'd S = M / F'b S= 18.89 in^3 f b = M/S ALLOW F'b = ACT. f b = 1250 psi > 473.2 psi SHEAR F'v = F\KCD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 45.58 psi DEFLECTION 5WLL^4 0.06 in 384 E' I E'= E (CM)(Ct)(C;) 1700000 psi max = L/240 = 0.40 in M=WxL2/8 M=1968.0 ft -Ib M=23616 in -Ib V=WxL/2 V= 984 Ib USE 4 X 10 Area = 32.4 in^2 Section= 49.9 in^3 Moment of Inertia= 231 in^4 OK en OK BEAM 4 X 10 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 8.0 ft Fv = 95 psi TRIB. AREA = 6.0 ft E = 1700000 psi Load Factor CD= 1.29 Wet. Service Factor Cm= 1.00 D.L = 21.0 Ib/ft Temperature Factor Ct= 1.00 Ll = 20.0 Ib/ft Size Factor CF= 1. 00, TOTAL 41.0 Ib/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci= 1.00 Shear stress Factor C„ = 1.00 W = 246.0 Ib/ft 246 Ib/ft 8.00 ft BENDING F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 125.0 psi Req'd S = M / F'b S= 18.89 in^3 f b = M/S ALLOW F'b = ACT. f b = 1250 psi > 473.2 psi SHEAR F'v = F\KCD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 45.58 psi DEFLECTION 5WLL^4 0.06 in 384 E' I E'= E (CM)(Ct)(C;) 1700000 psi max = L/240 = 0.40 in M=WxL2/8 M=1968.0 ft -Ib M=23616 in -Ib V=WxL/2 V= 984 Ib USE 4 X 10 Area = 32.4 in^2 Section= 49.9 in^3 Moment of Inertia= 231 in^4 OK en OK BEAM 4 X 10 STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW BEAM DESIGN HDR # 1 El SPAN = 5.00 ft dist. (a)= 2.00 ft DOUGLAS FIR -LARCH No 1= Fb = 1000 psi dist (b)= 3.00 ft Fv = 95 psi E = 1700000 psi P= 1600 Lb- LOAD FACTOR CD= 1.25' Wet. Service factor CM = 1.00 D.L 21.0 Ib/ft Temperature factor Ct= 1.00 L. L. 20.0 Ib/ft Size factor CF= 1.00' TOTAL 41.00 Ib/ft Repetitive m. Fact. Cr= 1.00 TRIB.AREA = 6 ft Incising Factor Ci = 1.00 Shear stress Factor CH= 1.00 1600 lb W = 246.000 Ib/ft a b M= WxLz/8+Pab/I f 2 3 -0 M= 2688.8 ft -Ib 41 246 Ib/ft M = 32265 in -Ib R1= 1 R2= I V= R1= W L /2 + Pb/L F 5.00 ft R1= 1575 Ib BENDING V= R2= W L /2 + Pa/L F"b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) R2= 1255 F"b = 1250 psi Req"d S = M / F"b S= 25.81 in^3 f b = M/S F"b = 1250 psi > f b = 646.5 psi SHEAR F"v = Fv(CD)(CM)(Ct)(CH) F"v = 119 psi DEFLECTION 5WLL^4 + Pa^2 b^2 = 384E"1 3 E I L /. max = L/240.25 in fv= 1.5V/A USE 4 X 10 Area= 32.38 in^2 Section= 49.91 in^3 Inertia= 230.8 in^4 OK R= 1575 > f v = 72.96 psi OK 0.026 E"= E (CM)(Ct)(C 1700000 psi OK BEAM 4X 10 STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW LATERAL FORCE ANALYSIS CBC 2007 ASCE WIND: 95 mph Exposure C ENCLOSED C1z= 0.0O256X Kz Kz= 0.85 Kzt= 1.00 Kd= 0.85 V= 95 1= 1.00 qz= 16.69 PSF H= 8 ft WIND LOAD = qz*(1E+2E+3E+4E+0.18)*H/2 Kzt Kd V^2 1 ANALYSIS I WIND LOAD= 176.27 # ft Velocity pressure qh = 0.00256 Kh Kv Kd V 2 1 = 16.69 PSF Design pressures for MWFRS LOW -.RISE BUILDING (6.5.12.2.2) p = qh [(G Cpf )-(G Cpi )] (6-18) P=16.7(1E+2E+3E+ 4E-0.18) G Cpf (FIG 6-10) 0.61 P=16.7(1E+2E+3E+ 4E+0.18) G Cpi (FIG -6-5) 0.18 Net Pressures (osf). Basic Load Cases ff] Roof angle 0 = 15.64 Roof angle 0 = 0.00 G Cpf Net Pressure with G Cp f Net Pressure with Surface (+GCp i) (-GCp i (+GCp i) (-GCp i 1 0.49 5.21 11.22 0.40 3.67 9.68 2 -0.69 -14.52 -8.51 -0.69 -14.52 -8.51 3 -0.45 -10.48 -4.47 -0.37 -9.18 -3.17 4 -0.39 -9.50 -3.49 -0.29 -7.85 -1.84 1 E 0.74 9.43 15.44 0.61 7.18 13.19 2E -1.07 -20.87 -14.86 -1.07 -20.87 -14.86 3E -0.64 -13.75 -7.74 -0.53 -11.85 -5.84 4E -0.58 -12.67 -6.66 -0.43 -10.18 -4.17 5 -0.45 -10.52 -4.51 -0.45 -10.52 -4.51 6 -0.45 -10.52 -4.51 -0.45 -10.52 -4.51 ff] STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW SITE CLASS DEFINITION= D OCCUPANCY CATEGORY = II SEISMIC DESIGN CATEGORY= D LA QUINTA CALIFORNIA ZIP 92253 0.2 seg Ss=150%g 1.0 seg S1 60%g SDs= 2/3 X SMS SD1 = 2/3 X SM1 SDS = 1.0 TABLE 12-2-1 ,n Do = 3 SDI = 0.6 , TABLE 12-2-1 Cd= 4 R= 6.5 , TABLE 12.2 ASCE 7-05 IE = 1.0 t= 0.2 ASCE BASE SHEAR V= Cs W 0.154 W 12.8-1) Cs = SDS / (R/IE) 0.154 (12.8-2) NOT EXCEED Cs = SDI / T( R/IE) 0.462 (12.8-3) NOT LESS THAN Cs =0.01 0.010 (12.8-5) V= 0.15 W NO I STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW` CALIFORNIA BUILDING CODE 2007 MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION fiY•. ISS i1W STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW ET SEISMIC (CONTINUED) D. L. ROOF 21 psi EXT. WALLS 15 psi SEISMIC, V,= 0.16 WALL HT = 15 ft DIAPH=32X15 TRANSVERSEL LONGITU13INAL WORST 15 FT WORST 32 FT ROOF= 315 ROOF= 672 2 Walls= 225 2 Walls= 225 540 897 X 0.16 X 0.16 84.2 # ft (MAX) 140 # ft (MAX) SEISMIC=140PLF <176= WIND W= 176 T= C = WL A 2 / 8b L= 32 = 1501.867 B= 15 NAIL = TABLE 23 -III -C-2 TOTAL NAIL = LOAD /NAIL= 8.01 PROVIDE (8 PAIR)16 d COMMON @ E.A 4'-0" SPACE @ TOP CHORDS STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW IT SHEAR WALL REQUIREMENTS FT WALL HT.1 = 12 UPLIFT FORMULA: (Vh-(2/3 (wb LA2/2)+(WwU2)))/ L TOTAL WALL (Ft) RESISTNAL ( FT) (L) SHEARFORCE I (# / R) LOAD(V) I WALL- SEG FT Vh Wb 2/3(MLA2/2) WWL/2 I UPLIFr. FORCE # ROOF D.L. = 19 4 132 WALL HT.1 = 12 A 6336 114 611 360 APPENDIX D WALLS D.L. = 15 4 132 528 A 6336 114 611 UPLIFT FORMULA: 1371 16 STRENGTH REDUCTION FACT 77 1232 B 14784 133 11406 1440 151 (Vh-(213 (wb L"212)+(Ww112)))I L 2 440 880 C 10560 190 255 180 5092 4 2 440 880 SHEAR = 0.65 10560 190 255 180 5092 12 12 117 1408 D 16896 (0.65' 850.1.33'12)/shear force FIRST FLOOR 1080 737 8 8 330 2640 E 31680 285 6110 WALL LAT.FORCE TR8. AREA TOTAL FORCE TOTAL RESIST.WAL SHEAR FORM LOAD(V) LPLIFT.FORC SHEARWALL HOLDOWN STRON(' A35 Sl6'BOLT STRUC No. (PLF) (FI.) (LB) WALL IFlI (FT)(L) (#18) WALL -SEG # NF£ TY FE WALL EA.BLOCH SPACNG(in) NOTES A 176 6 1056 8 4 132 528 1371 1 HDU5 1 48 1 A 176 6 1056 8 4 132 528 1371 1 HDU5 1 48 1 B 176 7 1232 16 16 77 1232 151 1 1 48 1 C 176 10 1760 4 2 440 880 5092 SSW24X12 C 176 10 1760 4 2 440 880 5092 SSW24X72 D 176 8 1408 12 12 117 1408 737 1 HDU5 1 48 1 E 176 15 2640 8 8 330 2640 3136 2 HDU5 1 32 1 F 176 6 1056 2 2 528 1056 6199 SSW24X72 FT WALL HT.1 = 12 UPLIFT FORMULA: (Vh-(2/3 (wb LA2/2)+(WwU2)))/ L TOTAL WALL (Ft) RESISTNAL ( FT) (L) SHEARFORCE I (# / R) LOAD(V) I WALL- SEG WALL No. Vh Wb 2/3(MLA2/2) WWL/2 I UPLIFr. FORCE # 8 4 132 528 A 6336 114 611 360 1371 8 4 132 528 A 6336 114 611 360 1371 16 16 77 1232 B 14784 133 11406 1440 151 4 2 440 880 C 10560 190 255 180 5092 4 2 440 880 C 10560 190 255 180 5092 12 12 117 1408 D 16896 152 7332 1080 737 8 8 330 2640 E 31680 285 6110 720 3136 2 2 528 1056 F 12672 114 153 180 6199 STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW SHEAR WALL CONSTRUCTION t>'117 GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1 5i8' x .086' DIAMETER w19132' HEADS) OR 5d COOLER NAILS (1%' x .086' DIAMETER wl 15164' HEADS) AT 7' OIC MAX. TO ALL STUDS, SILLS, PLATES AND BLOCIONG. ANCHOR w1518' DIAMETER x 10' LONG ANCHOR BOLTS (w13' x 3' x 114' THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0' OIC MAX. (ALLOWABLE LOAD: 75 p8— PER CBC TABLE 2306.4.5_ — 2007 CBC) t>lff PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6' OIC MAX. w1 No. 11 x IW GALVANIZED NAILS WITH 711F DIAMETER HEADS OR ATTACHED w1 No. 16 GAUGE STAPLES HAVING 718' LONG LEGS. ANCHOR w1518' DIAMETER x 10' LONG ANCHOR BOLTS 7' EMBED MIN (wl 3' x 3' x 114' THICK PLATE WASHERS -SEISMIC ZONE 4 ,BETWEEN NUT AND WOOD SILL) @ 48' OIC MAX. (AL.LOWABLE LOAD: 180 pff — PER CBC TABLE 2306A5 — 2007 CBC) THE NEXT THREE (3) SITAR WALL TYPES SHALL ALL HAVE THE FOLLOINM Mfr—AL STRUCTURAL WOOD PANEL MAPHRAGR (WALL1 , 2 & 3 ONLY) D3ff COX APA PLYWOOD OR 318' ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 1 1>8d COMMON NAILS @ 6' 01C AT ALL PANEL EDGES AND Rd COMMON NAILS @ 12' OIC AT ALL FIELDS. ANCHOR WITH 518' DIAMETER BY 12' LONG ANCHOR BOLTS AT 48' OIC. (ALLOWABLE LOAD: 280 P H— PER CBC TABLE 2306.4.7; FOOT NDTE No. d — 2007 CBC) CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4 AND 6 APPLY ONLY WHEN CIAPFRAGM AT BOTH SIDES OF) 2 t> Rd COMMON NAILS @ 4' OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12 OIC AT ALL FIELDS. ANCHOR WITH 50 DIAMETER BY 12 ANCHOR BOLTS AT 32' OIC_ (ALLOWABLE LOAD: 349 p1f — PER CBC TABLE 2306.4.1; FOOT NOTE Na d — 2007 CBC) CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 3 Nd COMMON NAILS @ 3' OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' OIC AT ALL FIELDS. ANCHOR WITH W DIAMETER 13Y 12' LONG ANCHOR BOLTS AT 32' OIC. (ALLOWABLE LOM: 550 aff — PER CBC TABLE 2306.1.1; FOOTNOTE Na d — 2007 CBC) CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW F 7a7 4 D 15137 STRUCT. I APA PLYWOOD OR 15132' ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PEZPENCIG LAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCIONG AND NAILED AND ANCHORED AS FOLLOWS_ 8d COMMON NAILS @ 2W OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 17 OIC AT ALL FIELDS. ANCHOR WITH %1 DIAMETER ANCHOR BOLTS AT 16'01C. -STATE RCED DISTANCE 7' MIN (ALLOWABLE LOAD: 730 pt!— PER CBC TABLE 2306-4-1.— 2007 CBC) CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 Tx Tx 114' PLATE WASHERS SHALL L BE PROUD® BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANG EDGES FOR WALLS LOADED IN EXCESS OF 350 pTf SHALL BE APPLIED TO 3x OR WIDER STUDS - 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SITAR WALL AND WITH RATCHNG NAILING FOR BOTH SIDES SHWA PROVIDE DOUBLE THE LOAD CAPACITY OF WAILS HAVING THE SAME PADS AND NAILING APPLIED TO ONLY ONE FACE. 5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6 OAC SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE HROMTHE OTHER SIDE {NOTA` NQ 3ALSOAPPLIES) 6 ALL SITAR WALLS HAVING A LOAD CARRYING CAPACITY N EXCESS OF 350 pI SWILL BE PROVIDED WITH 3x P.T.D.F. SILL PLATES AND 1Z LONG ANCHOR BOLTS OF THE DAMETE R PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7 - INTO INTO CONCRETE) 7 WHERE THE CONTRACTOR DESRES TO CONSTRUCT THE SLAB-0N DE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEMA ALL ANCHOR BOLTS SHALL HAVE A MINIAAl1M LENGTH OF 14', SETTING THEM A MINIMUM OF 4' INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. 8 ALL ANCHOR BOLTING. H ILDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL L BE SECURELY HELD N PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOMN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING RDENING MECHIANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BRREAIQNG SHALL RESULT IN REJECTION OFA PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY. ITS REMIUVAL AND REPOURING OF THAT PORTION OF THE ARE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED LURING THE CONCRETE POUR N ORDER TO ENSURE THEY REMIVN AT THE MNNFACTURIERS PROSCRIBED ANGLE OF ME RTION. 11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF SI MPSON SDS Y,x6 WOOD SCREWS AT 3' dc. 12 ATTACHMENT OF A 2K SILL PLATE TO FLOOR FRAMING BELOW SHALL BE AMIDE WITH THE USE OF 16d @ SPACING INDICATED AT THE Sl -FAR WALL TABULATION STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW T1 FOUNDATION SOIL PRESSURE = 1000 PSF LOADING ROOF = 35 EXT. WALLS = 15 H-1 = 13 ft TYPICAL PERIMETER FOOTING AT 1 STORY Trib. Area (ft)= 18 LOADING: ROOF = 630 #1 WALL = 195 #1 W = 825 #1 REQ"D WIDTH = 0.825 FT / FT LENDTH i 12" WIDE x 12" CONTIN PERIM FT, AND 2 # 4 BARS, CONTIN . STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW T1 FOUNDATION POST FOOTING 12" 18" 4" 18" 40" X 12" = 480SQ IN 3.3333 144 SQ IN SOIL PRESSURE = 1000 PSF TOTAL LOAD = 3,300.# OK STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW DERIVE GRADE BEAM ASSUME= 2500 Psi CONC MU= 1.4'Mo MU= 23.8 KIP FT. RESISTING MOMENT: L= 6 FT MO= 17 kip'tt Mr-0.9'P"U2 OVERTURNING STABILITY RATION KIP'FT Mr— 26.976 > MO= 17.0000 OK 1.59:1 1 OK 1.5:1 1.86 int 1.722 in2 NO P. ROOF+WALL+GR. BEAM P= 9991.3 Lb PU=0.9*P PU= 8992.1 Lb f--- 3# 5 TOP & BOTT LOT LOT10 DATAS : Lsw 2 FT Fy= 60 KSI top & bot Larrr 2 FT Fc= 2sco PSI As= h= 30 IN d= 27 IN B= 41 IN AS= 0.93 in2 3# 5 As min= OVERTURNIG MOMENT: RESISTING DEAD LOAD: ROOF= 2400 # WALL= 160 # GR. BEAM= 7431.3 # MU= 1.4'Mo MU= 23.8 KIP FT. RESISTING MOMENT: L= 6 FT MO= 17 kip'tt Mr-0.9'P"U2 OVERTURNING STABILITY RATION KIP'FT Mr— 26.976 > MO= 17.0000 OK 1.59:1 1 OK 1.5:1 1.86 int 1.722 in2 NO P. ROOF+WALL+GR. BEAM P= 9991.3 Lb PU=0.9*P PU= 8992.1 Lb STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW SOIL BEARING PRESSURE: e=Mo/P 1.70149 Fr eo=U2-e 1.29851 Fr FACTORED EARTH PRESSURE: eu=MU/Pi 2.64676 ft euo=U2-e0.35324 ft qmax= 2*P / 3*B*eo < ALLOWABLE BEARING qmax= 1501.344 PSF PRESSURE 2000 PSF qu_max= 2*p / 3*B*eo qu_max= 4967.056 psf Mu= lau * Larm^2 + (qu_max-qu_p) * arm's * B 2 Vu= qu_p + qu max *(Larm)*B 2 REINFORCING STEEL: AS= 0.93 a= AS FY 0.6 in 0.85 FC -B Mn= 0.9*As*Fy*(d-a/2) Mn= 111.6548 kip ft > Vc= 0.85*2*B*d 2500 Vc= 94.095 kip > qu_p= qu_max- (qu_max) (larm) 5*euo qu_p= -4407.233 psf Mu= -8.763546992 kip ft Vu= 1912.7 Ib. -8.76 kip ft OK 1.91273 kip OK PROVIDE 41 IN WIIDE X 30 IN DEEP 6 FT LONG FOOTING WITH 3# 5 TOP AND BOTTOM CONT. STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW EM) HOLDOWN BOLTS TENSION calculate static steel stregth tension per ACI 318-05 sect D 5.1. 0 SA N sa = 0.75x 27900= 20925# 5/8" SET -XP EPDXY ADHESIVE ANCHORE ASTEM 193 GRADE 137 hef= 5" calculate static concrete breakout strength in tension per ACI 318-05 sect D 5.2. 0 SAN sa = 0.65x 6000 = 3900# calculate static pullout strength in tension per ACI 318-08 SECT D.5.3 as amended in section 4.1.4 of this repost 0 P N a = 0.65x 25175 = 16360# ACI 318-08 SECT D.4.1.2 0 N n = 3900# co=1.48 3900/1.48 = 2635 # 9 STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW x s ...... .. a Alv& 30 41 UA;i LOD STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW . . . . . ............... . . ............. . . r7 °!✓. . Q . . . ...... . . ("y tZL trio.. . . . . ........ x VZ. STRUCTURAL CALCULATIONS A SINGLE ADDITION MR. BRUCE DOW T1 HOLDOWN BOLTS TENSION calculate static steel strength tension per ACI 318-05 sect D 5.1. 0 SA Nsa = 0.75x 27900= 20925# calculate static concrete breakout strength in tension per ACI 318-05 sect D 5.2. 0 sa Nsa = 0.65x 6000 = 3900# -AAA bbbbilb, PPPP T USSWO lbbbbhb,. KK v A Company You Can Trussl P \pN MAIN OFFICE 75-110 ST. CHARLES PLACE SUITE 11A PALM DESERT, CA 92211 PHONE: 760-341-2232 FAX: 760-341-2293 ace oc Q 0• \,,, Nono\re s e 1 vo so1eJOB NUMBEs eide ot a ° r ` coes( t1 ss ,Ao \ \\c ° Qj o c° Q` ce ` i 0o, to% cA Q 04 \ NAME: MIKE M P N qua° Vale ' end , .G \ MANUFACTURING YARr-- ROJECT: BRUCE D CITY OF LA QUINTA 9 THERMAL, CA 92274 BUILDING & SAFETY DEPT. FAX: 760-399-9786 APPROVED PEcr"TvED FOR CONSTRUCTION DATE GPI ?A%BY MAY 18 2010 -122/ , 5; 7-/ 7,25 BY. ,' ., ®FF/4C- V Z X w 1 D01 B02 AJ01 HANGER LIST A01 TO B02 - HTU28-2 A02,A03,A04,A05 TO B02 - HUS26 AJ01 TO A01 - HUS26 C01,CO2,CO3 TO B02 - HUS26 ALL COMMON JACKS MAY BE PRESSURE BLOCKED TO THE GIRDER THEY ARE ATTACHED TO, AND DO .NOT REQUIRE HANGERS. Phone (760) 341-2232 BRUCE DOW Fax * (760) 341-2293 Q Q M I K E M E N D O Z A T R U S S W O R K S 51-173 MARBELLA COURT -MOUNTAIN LAQUINTA, CA. 92253 A Company You Can Truss! 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 SALES REP: HS DUE DATE: 10/29/2009 DSGNR/CHKR: JOLO / JOLO 7:rZbi veC _ C20_00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 41.00 psf WO#: PD05782 SCALE: 1"=7' O" Date: 5/13/2010 16:28 DurFac-Lbr 1.25 DurFac-Plt1.25 O.C. Spacing: 2 Design Spec: CBC -07 #Tr/#Cfg: 49 / 13 Job Name: BRUCE DOW Truss ID: A01 Qty: 2 Drwg: I BRG X -IOC REACT SIZE REQ'D TC 2x4 DFL #1 S Btr. 1 0- 1-12 3792 3.50" 2.02" 2x4 DFL SS 3-6 2 29- 9-12 3576 HGR 1.91" BC 2x4 DFL #1 S Btr. NTS shon are based ONLYWEB 2x4 DFL #1 S Btr. BRG REQUIREMENTS w mon the truss material at each bearing 2x6 DFL #2 12-4 BRG HANGER/CLIP NOTE PLT BILK 2x4 DFL #1 S Btr. 2 Hanger TBE* IRC/IBC truss plate values are based on *HANGER(S) TO BE ENGINEERED testing and approval as required by IBC 1703 Support Connection(s)/Hanger(s) are and ANSI/TPI and are reported in available not designed for horizontal loads. documents as ER -1607 and ESR -1118. are on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Drainage must be provided to avoid ponding. TC FORCE AXI. BND CSI Permanent bracing is required (by others) to 1-2 -10440 0.23 0.17 0.40 prevent rotation/toppling. See BCSI 2-3 -10426 0.28 0.26 0.55 and ANSI/TPI 1. 3-4 -14014 0.51 0.42 0.93 Required bearing widths and bearing areas 4-5 -12540 0.24 0.13 0.37 apply when truss not supported in a hanger. 5-6 -12540 0.32 0.20 0.52 This truss is designed using the 6-7 -9752 0.25 0.24 0.49 CBC -07 / ASCE7-05 Specification 7-8 -9818 0.21 0.16 0.36 Bldg Enclosed = Partial, Importance Factor = 'ANSI/TPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - Truss Location = End Zone BC FORCE AXL BND CSI Hurricane/Ocean Line = No Exp Category = C 9-10 9834 0.62 0.24 0.86 Bldg Length = 40.00 ft, Bldg Width = 20.00 f 10-11 9844 0.62 0.24 0.86 Mean roof height = 10.56 ft, mph = 95 11-12 9851 0.63 0.11 0.73 ASCE7 II Standard Occupancy, Dead Load = 12. 12-13 13971 0.89 0.10 0.99 Designed as Main Wind Force Resisting System 13-14 9212 0.58 0.07 0.66 - Low-rise and Components and Cladding 14-15 9254 0.59 0.22 0.80 Tributary Area = 180 sqft 15-16 9247 0.59 0.22 0.80 WEB FORCE CSI WEB FORCE CSI 2-10 171 0.01 5-13 -569 0.03 2-11 307 0.02 6-13 3794 0.24 3-11 437 0.03 6-14 422 0.03 3-12 4589 0.29 7-14 -301 0.02 4-12 722 0.04 7-15 190 0.01 4-13 -1820 0.10 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL. PLATING BASED ON GREEN LUMBER VALUES. 2 -PLY! Nail w/10d BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** Cluster screws, if shown, are 3" long. UPLIFT REACTION(S) : Support C&C Wind Main Wind Non -Wind 1 -1903 lb -863 lb .00 2 -1794 lb -814 lb 6 psf 6X12 4X4 T 4X4 2-11-15 6X6 1 5X5 0.3-15 1.5X3 4X4 6X12 B1 221 1.5X3 6X12 HS0619 9 10 11 12 13 4-4-14 3-7-2 5-8-7 3-6-11 4-4-14 8-0-0 13-8-7 17-3-1 4X4 4X4 1.5X3 14 15 4-8-7 3-7-2 4-4= 21-11-8 25-6-10 29-1 ...................... Nail pattern shown is for PLF loads and point loads converted to ELF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) . . . . . . . . . . . . . . . . . . . . . . .. . .. .... ....... . ... . . NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail .. . ..... . ..... ... ... . . ----------LOAD CASE #1 DESIGN LOADS --------- Dir L.Plf L.Loc R.Plf R.Loc TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 TC Vert 165.04 8- 0- 0 165.04 21-11- 8 TC Vert 68.00 21-11- 8 68.00 29-11- 8 BC Vert 33.98 0- 0- 0 33.98 29-11- 8 ..Type... lbs X.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 21-11- 8 1.00 TC Vert 154.0 21-11- 8 0.00 BC Vert 2210.0 13- 9- 0 0.49 0. 0. 0. 0. MAX DEFLECTION (span) : L/919 MEM 12-13 (LIVE) LC 1 L= -0.39" D= -0.41" T= -0.80" Joint Locations T 1 0- 0- 0 9 0- 0- 0 2 4- 4-14 10 4- 4-14 6X6 3 8- 0- 0 11 8- 0- 0 2-11-15 4 13- 8- 7 12 13- 8- 7 5X5$HIP 5 17- 3- 1 13 17- 3- 1 = 6 21-11- 8 14 21-11- 8 0-3-15 7 25- 6-10 15 25- 6-10 8 29-11- 8 16 29-11- 8 NSCH1TFc GAR( l 41- Q G9` 1 4E TYPICAL PLATE: 6X6 STATE OF 5/13/2010 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' 4-4-14 3-73-7 2 5-8-7 , 3-6-11 4-8-7 ' 3-7-2 -, 4-4-14 WO: PDo5762 , 4-4-14 8-M 13-8-7 17-3-1 21-11-8 25-6-10 29-11-8 8-0-0 13-11-8 8-0-0 2-PLYS 1 2 3 4 56 7 8 REQUIRED 4r 00 3744 are on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 374# 1 4•U0 6X12 4X4 T 4X4 2-11-15 6X6 1 5X5 0.3-15 1.5X3 4X4 6X12 B1 221 1.5X3 6X12 HS0619 9 10 11 12 13 4-4-14 3-7-2 5-8-7 3-6-11 4-4-14 8-0-0 13-8-7 17-3-1 4X4 4X4 1.5X3 14 15 4-8-7 3-7-2 4-4= 21-11-8 25-6-10 29-1 ...................... Nail pattern shown is for PLF loads and point loads converted to ELF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) . . . . . . . . . . . . . . . . . . . . . . .. . .. .... ....... . ... . . NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail .. . ..... . ..... ... ... . . ----------LOAD CASE #1 DESIGN LOADS --------- Dir L.Plf L.Loc R.Plf R.Loc TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 TC Vert 165.04 8- 0- 0 165.04 21-11- 8 TC Vert 68.00 21-11- 8 68.00 29-11- 8 BC Vert 33.98 0- 0- 0 33.98 29-11- 8 ..Type... lbs X.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 21-11- 8 1.00 TC Vert 154.0 21-11- 8 0.00 BC Vert 2210.0 13- 9- 0 0.49 0. 0. 0. 0. MAX DEFLECTION (span) : L/919 MEM 12-13 (LIVE) LC 1 L= -0.39" D= -0.41" T= -0.80" Joint Locations T 1 0- 0- 0 9 0- 0- 0 2 4- 4-14 10 4- 4-14 6X6 3 8- 0- 0 11 8- 0- 0 2-11-15 4 13- 8- 7 12 13- 8- 7 5X5$HIP 5 17- 3- 1 13 17- 3- 1 = 6 21-11- 8 14 21-11- 8 0-3-15 7 25- 6-10 15 25- 6-10 8 29-11- 8 16 29-11- 8 NSCH1TFc GAR( l 41- Q G9` 1 4E TYPICAL PLATE: 6X6 STATE OF 5/13/2010 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDo5762 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer CIIk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn : JOLO VTC are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS are on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise length. This shall not be in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling component placed environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. ste-11 A 75-110 St. Charles s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -07 Palm Desert, CA. 92211 'ANSI/TPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, TOTAL 41.00 psf Seqn T6.5.7 - 35334 Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. glob Name: BRUCE DOW Truss ID: A02 Qty: 1 Drwg: I BRG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 6 Btr. Designed per ANSI/TPI 1-2002 1 0- 1-12 1228 3.50" 1.50" BC 2x4 DFL #1 S Btr. This design does not account for long term 2 29- 9-12 1228 HGR 1.50" WEB 2x4 DFL #1 S Btr. time dependent loading (creep). Building BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for Designer must account for this. mon the truss material at each bearing Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF BRG HANGER/CLIP NOTE IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 Hanger TBE- testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. •RANGER(S) TO BE ENGINEERED and ANSI/TPI and are reported in available Loaded for 200 lb non -concurrent moving Support Connections)/Hanger(s) are documents as ER -1607 and ESR -1118. BCLL. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES. Drainage must be provided to avoid ponding TC FORCE AXL HND CSI 1-2 -3117 0.04 0.22 0.26 2-3 -2791 0.13 0.14 0.27 3-4 -2733 0.05 0.20 0.25 4-5 -2733 0.05 0.20 0.25 5-6 -2790 0.13 0.14 0.27 6-7 . -3117 0.04 0.22 0.26 BC FORCE AXL BND CSI 8-9 2912 0.21 0.40 0.61 9-10 2383 0.18 0.39 0.57 10-11 2383 0.18 0.39 0.57 11-12 2912 0.21 0.40 0.61 WEB FORCE CSI WEB FORCE CSI 2-9 -380 0.06 5-10 417 0.08 3-9 460 0.06 5-11 460 0.06 3-10 417 0.08 6-11 -380 0.06 4-10 -352 0.06 T 3-7-15 3X12 1 = 0-3-15 B1 5-4-14 4-7-2 4-11-12 4-11-12 4-7-2 5-4-14 5-4-14 10-0-0 14-11-12 19-11-8 24-6-10 29-11-8 10-0-0 9-11-8 10-0-0 1 2 3 4 5 6 7 41 00 5X5 1.5X3 414 8 9 7-10-12 7-10-12 1.5X3 6X6 7-1=0 14-11-12 10 -4.00 5X5 1.5X3 3-4-4 4X4 11 12 7-1-0 7-10-12 22-0-12 29-11-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Charles pl. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install 75-110 St. C Ila Palm Desert, rle pl. s and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSl/TP11% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support CSC Wind Main Wind Non -Wind 1 -646 lb -317 lb 2 -646 lb -317 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No,Exp Category = C Bldg Length = 40.00 ft, Bdg Width = 20.00 ft Mean roof height = 10.89 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 60 sqft MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC 40 L= -0.18" D= -0.19" T= -0.37" Joint Locations 1 0- 0- 0 7 29-11- 8 2 5- 4-14 8 0- 0- 0 3 10- 0- 0 9 7-10-12 4 14-11-12 10 14-11-12 5 19-11- 8 11 22- 0-12 6 24- 6-10 12 29-11- 8 T 3-7-15 3X12I SHIP y 2 1 0-3-15 ' Eng: Job: EJ. Chk:'JOLO _- Dsgnr: JOLC' TC Live' 20.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 41.00 psf x/1,3/2010 4 Scale: 5132" = 1' WO: PDO5782 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -07 Seqn T6.5.7 - 35335 ,Job Name: BRUCE DOW Truss ID: A03 Qty: 1 Drwg: I BRG x -LOC REACT SIZE REQ'D TC 2x4 DFL #1 6 Btr. Designed per ANSI/TPI 1-2002 1 0- 1-12 1228 3.50" 1.50" BC 2x4 DFL #1 S Btr. This design does not account for long term 2 29- 9-12 1228 HGR 1.50" WEB 2x4 DFL #1 S Btr. time dependent loading (creep). Building BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for Designer must account for this. on the truss material at each bearing Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF BRG HANGER/CLIP NOTE IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 Hanger TBE* testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. -HANGER(S) TO BE ENGINEERED and ANSI/TPI and are reported in available Loaded for 200 lb non -concurrent moving Support Connections)/Hanger(s) are documents as ER -1607 and ESR -1118. BCLL. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES. Drainage must be provided to avoid ponding TC FORCE AXL BND CSI 1-2 -3054 0.11 0.28 0.38 2-3 -2810 0.04 0.26 0.30 3-4 -2203 0.07 0.35 0.42 4-5 -2810 0.04 0.26 0.30 5-6 -3054 0.11 0.28 0.38 BC FORCE AXL BND CSI 7-8 2845 0.20 0.42 0.63 8-9 2164 0.16 0.38 0.54 9-10 2164 0.16 0.38 0.54 10-11 2845 0.20 0.42 0.63 WEB FORCE CSI WEB FORCE CSI 2-8 -392 0.05 4-9 197 0.03 3-8 615 0.12 4-10 615 0.12 3-9 197 0.03 5-10 -392 0.05 T 4-3.15 3X12 0-3-15 B1 6-4-14 5-7-2 5.11-8 5-7-2 64-14 6.4-14 12-" 17-11-8 23-6-10 29-11-8 12-0-0 5-11-8 12-" 1 22 3 4 5 6 4.00 -4.00 5X5 5X5 %A* Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support CSC Wind Main Wind Non -Wind 1 -647 lb -327 lb 2 -647 lb -327 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.23 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 60 sgft MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 40 L= -0.18" D= -0.17" T= -0.35" Joint Locations 1 0- 0- 0 7 0- 0- 0 2 6- 4-14 8 7-10-12 3 12- 0- 0 9 14-11-12 4 17-11- 8 10 22- 0-12 5 23- 6-10 11 29-11- 8 6 29-11- 8 T 4-3-15 112 IS y = 1 0-3.15 B2 NVkC HI T rcT ;D 0' GAR( 29-11-8 7 8 9 10 11 C7 \ 7-10-12 7-1-0 7-1-0 7-10-12 W a \\9 7-10-12 14-11-12 22-0-12 29-11-8 G * N Q 5/13/ 010 Cl STATE All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OF Scale: 5/32" = 1' by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. .EJ. WO: PDO5782 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOLO and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions yJob: Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise ? TC Dead 14.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any A environment that will cause the moisture content of the wood to exceed 19%andlor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. ste-11 75-110 St. Charles CA. 9pl. s Palm Desert, and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIITPI 1% WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, TOTAL 41.00 psf Seqn T6.5.7 - 35336 Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Qty: Job Name: BRUCE DOW Truss ID: A04 y9 J ERG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 S Btr. Designed per ANSI/TPI 1-2002 1 0- 1-12 1392 3.50" 1.50" BC 2x4 DFL #1 S Btr. This design does not account for long term 2 29- 9-12 1228 HGR 1.50" WEB 2x4 DFL #1 S Btr. time dependent loading (creep). Building BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for Designer must account for this. mon the truss material at each bearing Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF ERG HANGER/CLIP NOTE IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 Hanger TBE- testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. *HANGER(S) TO BE ENGINEERED and ANSI/TPI and are reported in available Loaded for 200 lb non -concurrent moving Support Connection(s)/Hanger(s) are documents as ER -1607 and ESR -1118. BCLL. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES. Drainage must be provided to avoid ponding TC FORCE AXL END CSI 1-2 -3007 0.14 0.41 0.56 2-3 -2131 0.03 0.43 0.46 3-4 -1939 0.10 0.11 0.22 4-5 -2114 0.03 0.43 0.46 5-6 -3007 0.14 0.41 0.56 BC FORCE AXL END CSI 7-8 2791 0.19 0.41 0.60 8-9 2786 0.21 0.34 0.55 9-10 1937 0.14 0.31 0.45 10-11 2786 0.21 0.35 0.56 11-12 2791 0.19 0.41 0.60 WEB FORCE CSI WEB FORCE CSI 2-8 296 0.04 4-10 383 0.06 2-9 -902 0.62 5-10 -916 0.63 3-9 485 0.06 5-11 298 0.04 3-10 187 0.06 7-4-14 6-7-2 IZ 6-7-2 7-4-14 7-4-14 14-" 22-6-10 29-11-8 14-0-0-11-81 14-0-0 1 2 3 4 5 6 4.00 5X5 -4.00 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support CSC Wind Main Wind Non -Wind 1 -716 lb -409 lb 2 -635 lb -336 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.56 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 60 sgft 6X12 T 4X4 14X4 T 4-11-15 -4 5-7-11 3X12 3X12 SHIP = J = 0.3-15 1.5X3 4X4 1.5X3 0-3- B1 5X8 iLM 29-11-8 7 8 9 10 11 12 7-47-4-1a 6-7-2 CP; 6-7-2 7-4-14 7-4-14 14-" = J, 22-6-10 29-11-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted 82 ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cueing Detail Reports' available as output from Truswal software, 'ANSIITPI V,'WTCA V- Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 1 L= -0.14" D= -0.15" T= -0.29" Joint Locations 1 0- 0- 0 7 0- 0- 0 2 7- 4-14 8 7- 4-14 3 14- 0- 0 9 14- 0- 0 4 15-11- 8 10 15-11- 8 5 22- 6-10 11 22- 6-10 6 29-11- 8 12 29-11- 8 NR H/ to. GARZ vj v O JIK CD d 1991 G1 , cc v 0• st r c'' \y 5/13 010 of . . 1 Scale: 1/8" = 1' Eng. Job: EJ. t CW. JOLO - Dsgnc JOLO- TC Live 20.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 411.00 psf WO: PDO5782 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -07 Seqn T6.5.7 - 35337 IJob Name: BRUCE DOW Truss ID: A05 Qty: 1 urw9: I BRG X -IAC REACT SIZE REQ'D TC 2x4 DFL #1 S Btr. 1 0- 4-14 851 9.76"1.50 BC 2x4 DFL #1 S Btr. 2 2- 8-10 235 3.50" 1.50" WEB 2x4 DFL #1 S Btr. 3 4- 7- 8 212 3.50" 1.50" GBL BLK 2x4 DFL #1 S Btr. 4 6- 6- 6 218 3.50" 1.50" THIS DESIGN IS THE COMPOSITE RESULT OF 5 8- 5- 4 217 3.50•' 1.50•' MULTIPLE LOAD CASES. 6 10- 4- 1 752 3.50" 1.501• Loaded for 10 PSF non -concurrent BCLL. 7 12- 2-15 211 3.50" 1.501• Loaded for 200 lb non -concurrent moving 8 14- 1-13 206 3.501' 1.50" BCLL. 9 16- 0-11 199 3.50" 1.50" Mark all interior bearing locations. 10 17-11- 9 197 3.50" 1.50" Gable verticals are 2x 4 web material spaced 11 19-10- 7 782 3.50" 1.50" at 16.0 " o.c. unless noted otherwise. 12 21- 9- 4 210 3.50" 1.50" Top chord supports 24.0 " of uniform load 13 23- 8- 2 216 3.50" 1.50" at 20 psf live load and 14 psf dead load. 14 25- 7- 0 209 3.50" 1.501' Additional design considerations may be 15 27- 5-14 265 3.50" 1.50" required if sheathing is attached. 16 29- 8- 2 643 6.76•• 1.501• [+] indicates the requirement for lateral BRG REQUIREMENTS shown are based ONLY bracing (designed by others) perpendicular on the truss material at each bearing to the plane of the member at 4811intervals. Bracing is a result of wind load applied TC FORCE AXL END CSI to member.(Combination axial plus bending). 1-2 -1321 0.00 0.51 0.51 This truss requires adequate sheathing, as 2-3 200 0.00 0.51 0.51 designed by others, applied to the truss 3-4 -267 0.00 0.51 0.51 face providing lateral support for webs in 4-5 -1183 0.00 0.51 0.51 the truss plane and creating shear wall action to resist diaphragm loads. BC FORCE AXL BND CSI 6-7 0 0.08 0.18 0.26 7-8 0 0.00 0.07 0.07 8-9 0 0.01 0.37 0.38 WEB FORCE CSI WEB FORCE CSI 2-7 -764 0.14 3-8 -1367 0.92 3-7 -1332 0.89 4-8 -760 0.14 TYPICAL PLATE: 1.5X3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. Install interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + Designed for 200 Plf drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) indicated, concurrently with dead loads and 0 B live load. Duration=1.60. Partial continuous bearing reaction = 629 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + PB (1) from 0-0-0 to 10-4-1 PB (2) from 10-4-1 to 19-10-7 PB (3) from 19-10-7 to 29-11-8 7-11-8 , 7-1-12 7-1-12 7-8-8 7-11-8 15-1-4 22-3-0 29-11-8 15-1-4 14-10-4 1 2 3 4 5 4.00 -4.00 T 4X4 -6 4X4it 5-0 E0-3-15 SX5 5X5 km 29-11-8 6 7 8 9 10=4-1 9-6-5 10-11 10-4-1 19-10-7 29-11-8 UPLIFT REACTIONS) : Support CSC Wind Main Wind Non -Wind 1 -322 lb -234 lb -169 lb 2 -63 lb -70 lb -136 lb 3 -6 lb -22 lb 6 -465 lb -257 lb -170 lb 11 -439 lb -265 lb -236 lb 14 -4 lb -28 lb 15 -110 lb -73 lb -143 lb 16 -221 lb -145 lb -328 lb HORIZONTAL REACTION(S) support 1 2264 lb support 2 -977 lb support 6 -1850 lb support 11 1830 lb support 15 1298 lb support 16 -2779 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.74 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 60 sqft T 6-0-2 1 SHIP =0 - MAX DEFLECTION (span) : L/999MEM 8-9 (LIVE) LC 26 L= -0.01" D= 0.00" T= -0.02" All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER CONTINUOUS SUPPORT by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/13/2010 Scale: 118" = 1' ® T R U S S WO R KS Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7-11- 8 7 10- 4- 1 3 15- 1- 4 8 19-10- 7 4 22- 3- 0 9 29-11- 8 5 29-11- 8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER CONTINUOUS SUPPORT by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/13/2010 Scale: 118" = 1' ® T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions areto be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Eng• Job'.EJ" Chk: JOLO- Dsgnr: JOLO WO: PDo5782 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise length. This shall not be in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling component placed environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Charles pl. ste-11 A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -07 Palm Desert CA. 92211 'ANSUTPI 1','WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 35338 Job Name: BRUCE DOW Truss ID: AJ01 Qty: 1 Drwg: I BRG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 6 Btr. 1 0- 1-12 1188 3.50" 1.50" BC 2x6 DFL #2 2 7-10- 4 2208 HGR 2.35" WEB 2x4 DFL #1 6 Btr. BRG REQUIREMENTS shown are based ONLYLumber shear allowables are per NDS. on the truss material at each bearingTHIS DESIGN IS THE COMPOSITE RESULT OF BRG HANGER/CLIP NOTE MULTIPLE LOAD CASES. 2 Hanger THE* Loaded for 10 PSF non -concurrent BCLL. -HANGER(S) TO BE ENGINEERED Loaded for 200 lb non -concurrent moving Support Connections)/Hanger(s) are BCLL. not designed for horizontal loads. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI TC FORCE AXL BNO CSI and ANSI/TPI 1. 1-2 -2143 0.04 0.32 0.36 ++++++++++++++++++++++ 2-3 -369 0.00 0.18 0.18 Designed for 200 Plf drag load applied evenly along the top chord to the chord BC FORCE AXL BND CSI @ ea. bearing (unless noted), concurrently 4-5 2264 0.26 0.40 0.67 with dead + 0 9 live loads. D.F. = 1.60 5-6 2218 0.25 0.40 0.65 Horiz. reaction = 1.6 X lbs. ea. bearing. Connection (by others) must transfer equal NEB FORCE CSI REB FORCE CSI load to each ply (or add-on) shown. 2-5 1300 0.17 3-6 -139 0.01 + + + + + + + + + + + + + + + + + + + + + + 2-6 -2153 0.37 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 4-7-14 3-4-2 -1 4-7-14 8-0-0 F4.00 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support CSC Wind Main Wind Non -Wind 1 -1021 lb -417 lb 2 -1898 lb -775 lb HORIZONTAL REACTION(S) support 1 249 lb support 2 249 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10.41 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 83 sqft ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0. BC Vert 14.00 0- 0- 0 14.00 8- 0- 0 0. ..Type... lbs X.Loc LL/TL BC Vert 350.0 1- 7- 0 0.49 BC Vert 660.0 3- 7- 0 0.49 BC Vert 660.0 5- 7- 0 0.49 BC Vert 1070.0 7- 6- 0 0.49 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 1 L= -0.04" D= -0.04" T= -0.08" 1.5X3 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 4- 7-14 5 4- 7-14 3 8- 0- 0 6 8- 0- 0 5X5 2-11-152-11-15 2-3-4 ARCHITEC 5XS p.GAg4q,L l O I0-3-15 W 3X12 3X12 Cr T- BI B, B2 I 3604 --- 8-0-0 5 660# 107.0# 6 TATS ;F 4-7-14 3-4-2 4-7-14 8-0-0 5/13/2010 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded , by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. F" Scale: 17/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ, ,ti WO: PD05782 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOLO and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Osgnr: JOLO utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TCDd 14.00 psf Re Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any eaP P 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 CA. 9pl. s and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, 'ANSIfTPI 1'. WTCA 1- - Wood Truss Council of America Standard Design Responsibilities,'BUILOING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 41.00 psf Seqn T6.5.7 - 35339 Job Name: BRUCE DOW Truss ID: B01 Qty: 1 Drwg: I BRG X -LOC REACT SIZE REQ•D TC 2x4 DFL #1 6 Btr. 1 0- 1-12 1546 3.50" 1.65" BC 2x4 DFL #1 6 Btr. 2 17- 6- 4 1546 3.50" 1.65" WEB 2x4 DFL #1 S Btr. BRG REQUIREMENTS shownare based ONLYRefer to Joint QC Detail Sheet for .on the truss material at each bearing Maximum Rotational Tolerance used IRC/IBC truss plate values are based on Tc FORCE AXL BND CSI testing and approval as required by IBC 1703 1-2 -3404 0.04 0.33 0.36 and ANSI/TPI and are reported in available 2-3 -3041 0.09 0.17 0.25 documents as ER -1607 and ESR -1118. 3-4 -2836 0.07 0.05 0.12 Permanent bracing is required (by others) to 4-5 -3035 0.09 0.17 0.25 prevent rotation/toppling. See BCSI 5-6 -3402 0.04 0.33 0.37 and ANSI/TPI 1. BC FORCE AXL END CSI 7-8 3197 0.25 0.55 0.80 8-9 2833 0.21 0.53 0.73 9-10 3196 0.25 0.57 0.82 WEB FORCE CSI WEB FORCE CSI 2-8 -373 0.09 4-9 341 0.04 3-8 494 0.06 5-9 -378 0.09 3-9 196 0.02 T 2-11I-15 1 =0-3-15 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL. Drainage must be provided to avoid ponding PLATING BASED ON GREEN LUMBER VALUES. 4-4-14 3-7-2 Ttco 3-7-2 4-4-14 4-4-14 8-0-0 C 13-3-2 17-8-0 I 8-" i1-8-0 I "_0 i 1 2 4 5 6 f 374# -4'00 4 U 374# .B1 6X6 B2 2-" 12-0-0 I 17-8-0 7 8 9 10 8-0-0 m m 8-0-0 8-0-0 m 17-8-0 UPLIFT REACTION(S) : Support C&C Wind Main Wind Non -Wind 1 -783 lb -400 lb 2 -783 lb -400 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10.56 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 67 sqft ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LS,/T TC Vert 82.00 - 2- 0- 0 82.00 0- 0- 0 0.4 TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0.5 TC Vert 165.04 8- 0- 0 165.04 9- 8- 0 0.5 TC Vert 68.00 9- 8- 0 68.00 17- 8- 0 0.5 TC Vert 82.00 17- 8- 0 82.00 19- 8- 0 0.4 BC Vert 36.98 0- 0- 0 36.98 17- 8- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 9- 8- 0 1.00 TC Vert 154.0 9- 8- 0 0.00 TC Vert 0.0 17- 6- 4 1.00 MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 35 L= -0.13" D= -0.17" T= -0.30" Joint Locations 1 0- 0- 0 6 17- 8- 0 2 4- 4-14 7 0- 0- 0 3 8- 0- 0 8 8- 0- 0 T 4 9-8-0 9 9-8-0 5 13- 3- 2 10 17- 8- 0 3-7-11 SHIP =0-3-1 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. a WO: PD05782 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer C)1k" JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any St. Charles A Charles environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 pl. ste-11 75-110 s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -07 9pl. Desert, Palm Desert 'ANSIRPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 35340 Job Name: BRUCE DOW Truss ID: B02 Qty: 3 Drwg: BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 S Btr. 1 0- 1-12 7042 3.50" 2.50" BC 2x6 DFL #2 2 17- 6- 4 4421 3.50" 1.57" 2x6 DFL SS 6-8 BRG REQUIREMENTS shown are based ONLYWEB 2x4 DFL #1 6 Btr. on the truss material at each bearingLumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF TCFORCE AXL BND CSI MULTIPLE LOAD CASES. 1-2 -17475 0.38 0.40 0.78 Loaded for 10 PSF non -concurrent BCLL. 2-3 -11517 0.11 0.05 0.16 Loaded for 200 lb non -concurrent moving 3-4 -11511 0.12 0.08 0.19 BCLL. 4-5 -12536 0.19 0.15 0.34 Permanent bracing is required (by others) prevent rotation/toppling. See BCSI BC FORCE AXL HND CSI and ANSI/TPI 1. 6-7 16573 0.37 0.28 0.66 3 -PLY! Nail w/10d BOX, staggered (per NDS) 7-8 16308 0.37 0.50 0.86 in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!* 8-9 11811 0.46 0.47 0.94 Nail in layers or from each face. 9-10 11848 0.47 0.13 0.60 Cluster screws, if shown, are 4.5" long. UPLIFT REACTION(S) . WEB FORCE CSI WEB FORCE CSI Support CSC Wind Main Wind Non -Wind 2-7 4046 0.17 4-8 -1164 0.03 1 -3624 lb -1989 lb 2-8 -5947 0.19 4-9 556 0.02 2 -2275 lb -1248 lb 3-8 6912 0.29 Il Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. to PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + Designed for 200 Plf drag load applied evenly along the top chord to the chord * @ ea. bearing (unless noted), concurrently with dead + 0 8 live loads. D.F. = 1.60 Horiz. reaction = 3.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 f Mean roof height = 10.70 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12. Designed as Main Wind Force Resisting System 5-0-14 3-9-2 - Low -rid And Components aS$- addin9 1 lYibutacy r9rea- - 276 sqft - 5-0-14 8-10-0 12-7-2 17-8-0 F 8-10-0 I 8-10-0 i 3-PLYS 1 2 4 5 3 REQUIRED4 3-3-4 13 3X1 2 20-3-15 -4.00 1 R5X8 B2 12 28# n 1228#' 12218'0# Maw# 1270# 7 8 9 5-0-14 3-9-2 3-9-2 5-0-14 8-10-0 12-7-2 22-M 10 5-0-14 17-8-0 ++++++++++++++++++++++ Nail pattern shown is for PLF loads and Eng., Job:; EJ. .. point loads converted to PLF loads only. ® Concentrated loads MUST be distributed to Chk: JOLO, each ply equally. Multi -ply with hangers are based on hanger nails using 1.5" nails min. Dsgnr: JOLO into the carrying member. If shown, use additional fasteners for point TC Live 20.00 psf loads as indicated from the back plys, T R U S S W O R KS distributed symmetrically around the hanger. A Company You Can Trussl Use any other approved detail (by others). TCDd 14.00 psf eaP 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) St. Charles + + + + + + + + + + + + + + + + + + + + + + BC Live 0.00 psf + + + + + + + + + + + + + + + + + + + + + + pl. ste-11A 75-110 s NAIL pattern shown is based on: BC Dead 7.00 psf lOd BOX = 0.128" dia. x 3.0" long nail Palm Desert, CA. 9pl. 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail Phone (760) 341-2232 16d COMMON = 0.162" dia. x 3.5" long nail ..+ + + + + + + + + + + + + + + + + + + + Fax # (760) 341-2293 1.00 ----------LOAD CASE #1 DESIGN LOADS --------------- TOTAL 41.00 psf Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 68.00 0- 0- 0 68.00 17- 8- 0 0.5 t TC Vert 82.00 17- 8- 0 82.00 19- 8- 0 0.4 BC Vert 14.00 0- 0- 0 14.00 17- 8- 0 0.0 6 psf.Type... lbs X.Loc LL/TL TC Vert 0.0 17- 6- 4 1.00 BC Vert 1228.0 1- 1- 0 0.49 BC Vert 1228.0 3- 1- 0 0.49 BC Vert 1228.0 5- 1- 0 0.49 BC Vert 3576.0 7- 1- 0 0.49 BC Vert 660.0 7- 6- 8 0.49 BC Vert 660.0 9- 6- 8 0.49 BC Vert 1270.0 11- 6- 8 0.49 MAX DEFLECTION (span): T L/999 MEM 7-8 (LIVE) LC 1 L= -0.16" D= -0.16" T= -0.32" Joint Locations 1 0- 0- 0 6 0- 0- 0 3-11-0 2 5- 0-14 7 5- 0-14 (SHIP 3 8-10- 0 8 8-10- 0 3 1 4 12- 7- 2 9 12- 7- 2 5 17- 8- 0 10 17- 8- 0 M..._....-GP ' TYPICAL PLATE: 3X12 '"11- 5/13/2010 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. +` Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng., Job:; EJ. .. WO: PD05782 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOLO, and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TCDd 14.00 psf eaP Re Mbr Bnd 1.15 P noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any St. Charles environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. ste-11A 75-110 s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -07 Palm Desert, CA. 9pl. 'ANSI/TPI V,'WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 35341 IJob Name: BRUCE DOW Truss ID: C01 Qty: 1 urwg: I BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 S Btr. 1 0- 1-12 1067 HGR 1.50" BC 2x4 DFL #1 6 Btr. 2 15-10- 4 1263 HGR 1.50" WEB 2x4 DFL #1 S Btr. BRG REQUIREMENTS shown are based ONLYLumber shear allowables are per NDS. 'on the truss material at each bearingTHIS DESIGN IS THE COMPOSITE RESULT OF BRG HANGER/CLIP NOTE MULTIPLE LOAD CASES. 1 Hanger TBE* Loaded for 10 PSF non -concurrent BCLL. 2 Hanger TBE* Loaded for 200 lb non -concurrent moving -HANGER(S) TO BE ENGINEERED BCLL. Support Connections)/Hanger(s) are Drainage must be provided to avoid ponding. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES. CBC -07 / ASCE7-05 Specification End verticals are designed for axial loads TC FORCE AXL HND CSI only unless noted otherwise. 1-2 -2488 0.08 0.31 0.39 Extensions above or below the truss profile 2-3 -2331 0.04 0.57 0.61 (if any) have been designed for loads 3-4 -2090 0.03 0.57 0.60 indicated only. Horizontal loads applied at Fax # (760) 341-2293 the end of the extensions have not been BC FORCE AXL BND CSI considered unless shown. A drop -leg to an 5-6 2311 0.18 0.43 0.61 otherwise unsupported wall may create a 6-7 2248 0.18 0.30 0.48 hinge effect that requires additional design 7-8 139 0.00 0.38 0.38 consideration (by others). WEB FORCE CSI WEB FORCE CSI 2-6 246 0.03 4-7 2281 0.29 3-6 278 0.04 4-8 -1202 0.12 3-7 -805 0.08 T 2-3-15 1 5X5 zo-3-15 L 81 6-0-0 6-0-0 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IHC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. 5-0-0 5-00 11 0-0 16-" Required bearing widths and bearing areas WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions areto be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord apply when truss not supported in a hanger. WO: PD05782 UPLIFT REACTION(S) : DurFacs L=1.25 P=1.25 Support CSC Wind Main Wind Non -Wind is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 1 -577 lb -271 lb Re Mbr Bnd 1.00 P 2 -683 lb -321 lb noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any HORIZONTAL REACTIONS) support 1 138 lb environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install support 2 138 lb O.C.Spacing 2- 0- 0 This truss is designed using the and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, CBC -07 / ASCE7-05 Specification Design Spec CBC -07 Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No,Exp Category = C (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Bldg Length = 40.00 ft, Bdg Width = 20.00 ft Mean roof height = 10.23 ft, mph = 95 Fax # (760) 341-2293 ASCE7 II Standard Occupancy, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 57 sqft ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 68.00 0- 0- 0 68.00 6- 0- 0 0.5 TC Vert 131.04 6- 0- 0 131.04 16- 0- 0 0.5 BC Vert 26.98 0- 0- 0 26.98 16- 0- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 105.8 6- 0- 0 1.00 TC Vert 74.1 6- 0- 0 0.00 MAX DEFLECTION (span) : L/999MEM 5-6 (LIVE) LC 25 L= -0.08" D= -0.08" T= -0.17" 6-M 10-0-0 1 2 3 4 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 6- 0- 0 6 6- 0- 0 4.00 3 11- 0- 0 7 11- 0- 0 1801t 4 16- 0- 0 8 16- 0- 0 5X5 4X4 3X12 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. T 5/13/2010 Scale: 9/32" = 1 ® T R U S S W O R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions areto be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Eng`Job:.EJ. _ .EJ..__- Chk:-JOCO Dsgnr: JOLO WO: PD05782 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf P Re Mbr Bnd 1.00 P noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any St. Cha A Charles environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. ste-11 75-110 rle pl. s and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -07 Palm Desert, 'ANSIRPI 1% WTCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 35342 fob Name: BRUCE DOW Truss ID: CO2 Qty: 1 Drwg: I ERG X -LOC REACT SIZE REQ'D TC 2X4 DFL N1 6 Btr. 1 0- 1-12 656 HGR 1.50 BC 2x4 DFL f)1 S Btr. 2 15-10- 4 656 HGR 1.50" WEB 2x4 DFL #1 S Btr. .BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for on the truss material at each bearing Maximum Rotational Tolerance used BRG HANGER/CLIP NOTE IRC/IBC truss plate values are based on 1 Hanger TBE- testing and approval as required by IBC 1703 2 Hanger TBE* and ANSI/TPI and are reported in available -HANGERS) TO BE ENGINEERED documents as ER -1607 and ESR -1118. Support Connections)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. not designed for horizontal loads. TC FORCE AXL HND CSI 1-2 -1179 0.04 0.55 0.58 2-3 -1042 0.01 0.28 0.29 3-4 -684 0.00 0.16 0.16 BC FORCE AXL END CSI 5-6 1048 0.08 0.48 0.57 6-7 731 0.05 0.40 0.45 7-8 179 0.00 0.23 0.23 WEB FORCE CSI WEB FORCE CSI 2-6 154 0.02 4-7 845 0.13 3-6 423 0.07 4-8 -624 0.08 3-7 -489 0.06 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 8-0-0 4-0-0 4-0-0 8-0-0 12-0-0 16-0-0 8-" 8-" 1 2 3 4 400 CYC AYd AXA Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support CSC Wind Main Wind Non -Wind 1 -366 lb -182 lb 2 -398 lb -201 lb HORIZONTAL REACTIONS) support 1 178 lb support 2 178 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10.56 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 32 sqft MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 26 L= -0.17" D= -0.11" T= -0.29" Joint Locations 1 0- 0- 0 5 0- 0- 0 2 8- 0- 0 6 8- 0- 0 3 12- 0- 0 7 12- 0- 0 4 16- 0- 0 8 16- 0- 0 B1 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO5782 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOLO-- r and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise This be in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 A noted. Bracing shown is for lateral support of components members only to reduce buckling length. component shall not placed environment that will cause the moisture content of the wood to exceed 19%andlor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Charles pl. ste-11 9pl. s Palm DesertCharles Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1% WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'SUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 35343 IJob Name: BRUCE DOW Truss ID: CO3 BRG X -LOC REACT SIZE REQ•D TC 2x4 DFL #1 S Btr. 1 0- 1-12 656 HGR 1.50 BC 2x4 DFL #1 6 Btr. 2 15-10- 4 656 HGR 1.50" WEB 2x4 DFL #1 S Btr. „BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for on the truss material at each bearing Maximum Rotational Tolerance used BRG HANGER/CLIP NOTE IRC/IBC truss plate values are based on 1 Hanger TBE- testing and approval as required by IBC 1703 2 Hanger TBE- and ANSI/TPI and are reported in available -HANGER(S) TO BE ENGINEERED documents as ER -1607 and ESR -1118. Support Connection(s)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. not designed for horizontal loads. TC FORCE AXL END CSI 1-2 -1214 0.03 0.48 0.52 2-3 -1082 0.01 0.24 0.25 3-4 -753 0.01 0.17 0.17 BC FORCE AXL HND CSI 5-6 1086 0.09 0.45 0.54 6-7 805 0.06 0.36 0.41 7-8 170 0.00 0.24 0.24 WEB FORCE CSI WEB FORCE CSI 2-6 131 0.01 4-7 900 0.15 3-6 391 0.07 4-8 -624 0.07 3-7 -473 0.05 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 7-7-0 4-2-8 4-2-8 7-7-0 11-9-8 16-" 7-7-0 8-5-0 1 2 3 4 4r 00 5X5 4X4 4X4 26' s Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support CSC Wind Main Wind Non -Wind 1 -369 lb -181 lb 2 -395 lb -200 lb HORIZONTAL REACTIONS) support 1 170 lb support 2 170 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10.49 ft, mph = 95 ASCE? II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System Low-rise and Components and Cladding Tributary Area = 32 sqft T 22-10-4 1 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 25 L= -0.15" D= -0.10" T= -0.25" Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 7- 0 6 7- 7- 0 3 11- 9- 8 7 11- 9- 8 4 16- 0- 0 8 16- 0- 0 4x4 4A4 2X4 PFiCH/TFc B1 B2 Q 0 co kr y0 16-0-0 8 w 5 s 7 Cr v o G N Q 1f `QPM Q 7-7-0 11-9-8 16-" 5/13/2010 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ : WO: PDo5782 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or noor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf P Re Mbr Bnd 1.15 P noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Charles pl. ste-11 Palm Desert, CA. 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSHTPI V,'WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, TOTAL 41.00 psf Seqn T6.5.7 - 35344 Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. /Job Name: BRUCE DOW Truss ID: D01 Qty: 1 Drwg: I TC 2x4 DFL #1 S Btr. BC 2x4 DFL #1 & Btr. GBL BLK 2x4 DFL #1 6 Btr. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 4811intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. T 2-3-4 Tz0-3-15 TYPICAL PLATE: 1.5X3 3-9=4 3-9-4 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + Designed for 200 Plf drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 8 live loads. D.F. = 1.60 Horiz. reaction = 2.3 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + ti N 1N1 .ry-, DO 11-61,b t0 T{ 2 3-9 4 I2 d, rb r x 11-8-0 5-10-0 5-10-0 1 2 3 4 5 6 7 4.00 4X4 4.00 22-" 9 10 11 12 3-9_4 N 3-9-4 u, 2-0-0 - 13 3-94 11-8-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10.20 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 24 sqft ----------LOAD CASE #1 DESIGN LOADS ----------- Dir L.Plf L.Loc R.Plf R.Loc TC Vert 82.00 - 2- 0- 0 82.00 0- 0- 0 TC Vert 68.00 0- 0- 0 68.00 11- 8- 0 TC Vert 82.00 11- 8- 0 82.00 13- 8- 0 BC Vert 17.00 0- 0- 0 17.00 11- 8- 0 Joint Locations 1 0- 0- 0 8 0- 0- 0 2 3- 9- 4 9 3- 9- 4 3 5- 1- 4 10 5- 1- 4 4 5-10- 0 11 6- 6-12 5 6- 6-12 12 7-10-12 6 7-10-12 13 11- 8- 0 7 11- 8- 0 2-11-0 T I SHIP OVER CONTINUOUS SUPPORT WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 75-110 St. Chaand brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, rle pl. S 'ANSUTPI 1','WTCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. Scale: 9/32" = 1' Eng. Job: EJ. WO: PDO5782 Chk:JOLO Dsgnr: JOLO TC Live 20.00 psf DurFacs L=1.25 P=1.25 TC Dead 14.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 7.00 psf Design Spec CBC -07 TOTAL 41.00 psf Seqn T6.5.7 - 35345 .00 0. 0. 0. 0. Job Name: BRUCE DOW Truss ID: D02 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. BRGx-IOC REACT SIZE REQ'D TC 2.4 DFL #1 S Btr. Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) .Main Chk' JOLO 1 0- 1-12 660 3.50" 1.50" BC 2x4 DFL #1 S Btr. This design does not account for long term Support CSC Wind Wind Non -Wind 2 11- 6- 4 660 3.50" 1.50" WEB 2x4 DFL #1 S Btr. time dependent loading (creep). Building 1 -437 lb -229 lb T R U S S W O R KS BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for Designer must account for this. 2 -437 lb -229 lb TC Dead 14.00 on the truss material at each bearing Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the psf IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. CBC -07 / ASCE7-05 Specification O.C.Spacing 2- 0- 0 TC FORCE AXL BND CSI testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. Bldg Enclosed = Partial, IMortance Factor = 1.00 Phone (760) 341-2232 1-2 -1130 0.01 0.26 0.27 and ANSI/TPI and are reported in available Loaded for 200 lb non -concurrent moving Truss Location = End Zone Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2-3 -1130 0.01 0.26 0.27 documents as ER -1607 and ESR -1118. BCLL. Hurricane/Ocean Line = No Exp Category = C PLATING BASED ON GREEN LUMBER VALUES. Permanent bracing is required (by others) to Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BND CSI + + + + + + + + + + + + + + + + + + + + + + prevent rotation/toppling. See BCSI Mean roof height = 10.20 ft, mph = 95 BC FORCE AXL 1641 0.07 0.35 0.42 Designed for 200 Plf drag load applied and ANSI/TPI 1. ASCE7 II Standard Occupancy, Dead Load = 12.6 psf 4-5 5-6 1641 0.08 0.35 0.43 evenly along the top chord to the chord Designed as Main Wind Force Resisting System @ ea. bearing (unless noted), concurrently - Low-rise and Components and Cladding WEB FORCE CSI NEB FORCE CSI with dead + 0 8 live loads. D.F. = 1.60 Tributary Area = 24 sqft 2-5 303 0.04 Horiz. reaction = 2.3 K lbs. ea. bearing. -------- LOAD CASE #1 DESIGN LOADS --------------- Connection (by others) must transfer equal Dir L.Plf L.Loc R.Plf R.Loc LL/T load to each ply (or add-on) shown. TC Vert 82.00 - 2- 0- 0 82.00 0- 0- 0 0.4 ++++++++++++++++++++++ TC Vert 68.00 0- 0- 0 68.00 11- e- 0 0.5 TC Vert 82.00 11- 8- 0 82.00 13- B- 0 0.4 BC Vert 17.00 0- 0- 0 17.00 11- 8- 0 0.0 5-10-0 5-10-0 5-10-0 11-8-0 5-10-0 ) 5-10-0 1 2 3 400 - R4X4 400 B1 B2 2,--M-, 2 0-0 11-8-0 4 5 6 55-10-0 5-105-10 5-10-0 11-8-0 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 21 L= -0.08" D= -0.03" T= -0.11" Joint Locations 1 0- 0- 0 4 0- 0- 0 2 5-10- 0 5 5-10- 0 3 11- 8- 0 6 11- 8- 0 PRCH/T co Q` 10GA/?t l v c.1 i Wr' n n GENERAL' ".mom xax.. vuwa+..s'",4i.°a,a' '+cveaw v°14mwn""'oi•a in rnw..... woo ".. n . ovuA.anu., ws„wnry °s ° • TEMPORARY ERECTION BRACING rn✓n4 ? *". o-.4^. PERMANENT TRUSS BRACING JOB SITE HANDLING ' N..AA ate.,;...•. ,,,,W •°, .A, ,AAa r,».,<. ,.. w"•"w rp. 'w'"a .v u.r.a. ..a...n. e".w . t .v, •.t J' p aj v\.\v u, rNm„ .. .«.4 eft vo.v, a,o. a.:p:.•A.vw ._ HOI SPECIAL DESIGN REQUIREMENTS ~~ UNLOADING & LIFTING- " AVOID LATERAL DENDING NE'!En HANDLE TnuSSES FLAT ............u.•m•••nou.r,`. a.m a.aaw.nonL,w"wn •acv"cn . GENERAL NOTES NOTAS GENERALES ("^"oeumo"-uv.mu mNro•H•no ;RACING FOR'Th;kEE PLAT a. ° 1 O v a7' ^`_- ..•p: :L ARRIOSTRE EN TRES PI _ vmim ea"wm rm "`mQ"eu IY NOL^n..e-en."r•..:u.ro u.o ©.......... .... " r.. SnT•w• te. .,......>•w ..v .- +.0 m{..wn. ;ii.'. I ANo- HANDLING --MANE)O . 'm^,,, '" I• '' 11. p A u v^.. 's r.can. r•# ISE`: ctE O¢ j y . IJ .. .. v ose... .... n4 f :... .• Ike: ,..'=.: --' ._.. ..^ . ^ .. .- .. 71r: of pp' ♦/ y fl:6'RACING — ARRIOSTRE LLs` lEt , ,. . .' ,.' Vis' :: _-1'• : $ii i!}. , ; , .', >. + ""'• .w n wo.ofasvn 2MM STACKING MATERIALS ANo- HANDLING --MANE)O . 'm^,,, '" I• '' 11. p A u v^.. 's r.can. r•# ISE`: ctE O¢ j y . IJ .. .. v ose... .... n4 f :... .• Ike: ,..'=.: --' ._.. ..^ . ^ .. .- .. 71r: of pp' ♦/ y fl:6'RACING — ARRIOSTRE LLs` lEt , ,. . .' ,.' Vis' :: _-1'• : $ii i!}. , ; , .', >. + ell 15,3 CAUTIONNOTESN" WOOD M. 15 COUNCIL OF AAfEniCA r., • bn 'III I1 - w INSTALLING — INSTALACION • mnsr"ucnoN w.o+ncoc mnsTAucnon . a;_w••nan.,ucss,+.n..aca.K....,..vae.a. m ,.on.ov: want ✓ . • Ipl ..-. .w n wo.ofasvn 2MM STACKING MATERIALS ell 15,3 CAUTIONNOTESN" WOOD M. 15 COUNCIL OF AAfEniCA r., • bn 'III I1 - w INSTALLING — INSTALACION • mnsr"ucnoN w.o+ncoc mnsTAucnon . a;_w••nan.,ucss,+.n..aca.K....,..vae.a. m ,.on.ov: want i NATI NAL INSP TION A, OCI_/ATIO u --•• Quality Sy ems Management, Inc. Nati nal Tes"tinpgnlonc. ara on Numbor:8 'A ate— A ODate: 1.s3z r- r'IA'DINGS: Nambul of 'Correction Action Roquosts' Issued: Product Rovinw: Floor 0.41-11- I),nc' OYA9 Routclen C eared. 01.1.)0 I AF -14 I i uxcu that mcrrt Reutclocd, (dfcer !$c a )1o Not Meet) the M111111 m Itegldremcnm nrthe fBCG and AAS.Nat(Onat Standurd. G I s < ,. Ra CATEGORY _ PerrlC.39 0.41-11- I),nc' OYA9 Routclen C eared. 01.1.)0 I AF -14 I i uxcu that mcrrt Reutclocd, (dfcer !$c a )1o Not Meet) the M111111 m Itegldremcnm nrthe fBCG and AAS.Nat(Onat Standurd. G rnF:h+ccr SpecrAcattonn, Appropriate o , , t1 8 Conlman(catlon YES NO < ,. Ra CATEGORY _ PerrlC.39 I Chanties in AlperuluurY Peraonnet, Production Por A098'r.;- IAaYTeal,'4rtormrdortV(m<4ced PerAL'98. ' i Is'DI<r<Product hucto LltlrY > xx-1 °aha i IV— T71cre Any CAR'S Issued Dur(nti 77+a LwtAt dit — Per AC,93. ..t'• '.t?t f Any Snutdomnr ur O(rrupdonc to Production PorA0.9S _ '-Ar-_Y 3ump14°lb---k4n ro Tcar7n8 J'cr rIC:/S" _-n 1 Ar:Y7'cr:l •59ua..urinB E4u(pmenl 771uf lfcgatrarC It_rat(on CUNIMENTS 0 E•afu ,p7e3et(lcttl istt,rnru (307) 635.aw otme r. n n ,; yl:.f(% _ .. _.. _ ...., conra•n rJon 68"337 Fe- TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 ., . COLORADO SPRINGS. CO 80907 (000) 922-4045 FAX:MQ) 598.8483 C001003160A 1/10101 Users of Truswal engineering: The Tru3Plus- engineering software will correctly design the location. ' requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawipgs from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace -If- or a 1x or 2x member (attached to the lop or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSIrrPI current version). The following are other options (when CLS bracin9'i's not possible or desirable) that will also satisfy bracing needs for individual members (10 building system bracing): t 1. A ix or 2x structurally graded *T' brace may be nailed flat to the odge- % of the member with 10d common or box nails at 8' O.C. if only one. brace is required, or may be nailed to both edges of the member if two, braces are required. The 'T' brace must extend a minimum of 90% of - the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8' o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0' in length. Scab(s) must extend a minimum of 90% of the members length. ' 3. Any member requiring more than two braces must use perpendicular . bracing or a combination of scabs and 'T' braces, or any other - approved method, as specified and approved by the building designer. 1. EXAMPLES 2. 'T' RA A T Mite TOCNAILED-\ . \ k DETAIL "A'• LEDGER ATTACHED TO FACE OF TRUSS DETAIL "A" /-90%L 90%L ARCWr (ALTERNATE) 0. G4R ci 'AILER ATTACHED L I t+'y 'O K114C POS- G f6C1C-) t Op Please contact a Truswal engineer if there are any, questions, i9` boa- / - V 6 2Y ISTArB•OFiGP / HIP TRUSS 2.Y ARCH/- GAR, c.. IG de E A. TOP CNo4 ¢ ttaC.,iySi (CA•jNO of u„rr o . r. HIP TRUSS /- Z X '4I MIN ) TERMINAL HIP -I znn> > xx-1 °aha r ° n ay = 0 i -,• z Y m pPp' 0_ai _© g > - r / 6°' o 8 8m F p h F=00 `•, x ` g o •'s ig'a, _a QtX Mite TOCNAILED-\ . \ k DETAIL "A'• LEDGER ATTACHED TO FACE OF TRUSS DETAIL "A" /-90%L 90%L ARCWr (ALTERNATE) 0. G4R ci 'AILER ATTACHED L I t+'y 'O K114C POS- G f6C1C-) t Op Please contact a Truswal engineer if there are any, questions, i9` boa- / - V 6 2Y ISTArB•OFiGP / HIP TRUSS 2.Y ARCH/- GAR, c.. IG de E A. TOP CNo4 ¢ ttaC.,iySi (CA•jNO of u„rr o . r. HIP TRUSS /- Z X '4I MIN ) TERMINAL HIP Every truss Ls made up of lumber, connector plates and corctully coccu(cd engineering design and manufacturing. Cads puss estd necno de madera, Idmina de conneddn, y can Ingenferla y •` ejecuradt muy widadosarnente. ' N n nomage, )nbrJtc modifi anon or Improper Installan wi doll reduce Me rpengm of a Mass. Contact Dto Truss Manufacturer or a Design Prof Cs' sinal m mmedy (he randlnon. „ DorM, nvmincaciiNtc, nn b onrq n IaaWddn idmWupla Du We mall, m !w,•n/L;n tl.: el :nr:S. pangOsi• cn dMf.I. Nn /aari[anfL' Uc Ips No baba a W rnf.—v un mmf1ze. 1 da d&eT0 a,,. rem:polar of prdblmw. E;« mnock , Yes FOLLOW THESE STEPS TO CORRECT DAMAGE, MODIFICATIONS AND ERRORS SIGA ESTOS PASOS PARA CORREGIR OANO, MODIFICACIONES Y ERRORES 1. Repot• damage, alteradons, or Inmilatbn elrom m me Truss MJnufa— Examptes of Damage ar Ater immediately. Failum ro report may void any warmndes. Ejamploa d° Dallo u Allem Pcoe re drab, aaeradd,:es o mares de Instafaden a d fao,irnnte Ce bs busses OaO:M wsa mmediatdrne m. Tal. de, mportado puede goner en nub in garanda. i. Do no; attempt ro tenor ted ones "law a Rca71, Truss D-Jgn Drawotq (RTDD) from the Tors Manufacturer o J Design Fafessloaal. ., oa:m no nrtenrc• ndN2r d nuts stn un mouJo do repem de d dlseifn dr. rn+ss (RTDD) Qe L•I /eodearlfe ae fps misses o un pmlCblpllnl do Uiseha , r. rolk>v me RTDD -acdy ono keep a copy on and: the Building Off1dal, 000ag Designer w Owner may ask for tis dpNmenL Sign el dtoujo do mpem de el diwAD de wss (RTDD) UOCUmanm Y sfcmPre (engo «b wp4i a mane: d orkbo do cafBde. dimfiadel, do ediAde, u al dude, Re a (y,te plot" aucVc pedfdo en cuarqule, montenro. ,rzzt, a RTDD is not ID, me caaa Ned (AndlUan or eanaotbe ameTrus. Manufactrer or DrJgn ProfesskonalSlc,dfbN ae maara ac el dlsLA. ac truss (RTDD)noP puede ser lg,ado, inlornreprotetfdue COMMON REPAIR TECHNIQUES rT°7- TECNICAS COMUNES DE REPARO F CPQ 6J Plywe«1or e,rImtm umnd board (OSS) gussets over danwgea owt0• 6pfp :i ';• ,macro aonp aaldn u (DSS) encu lM ware Ominas dmTedas o msam67vOL,a/ ra Nawl nell•ol plates. Limbas de mcml gut w dawn. A -pi (] Lumber xabs or mDalf Imams over broken lards « webs. Scabs do madera o nrmardn de mPYm wbm Weld -s 0 mfembros sewndan't —old=. ° Q Truss Mate, apdba JY a pormble on=. Orniry de rmsr opllelals po, URa amw WWI'. 02 m Tne , are no `standard' ,coal, deoils: lacy arc generated on a case-by4 se basis. No nay un standam'de dclafts de mpam; son generadw an basis do ww Por edrp. Sm I,M xA RnA z a Ens : ism \ Iga'_n !cry F¢s @DA §m — fill r /.aVOiOa'ltr. r 1; 83 r i 212 0 Ekamples of Repairs Efemplos do Reparus I n c,se« «essadpl. . tunm«watr1)(, a aY 0rv^f; cN on m Oa ma°: r.'t© <o zQo;m mayN n "eNr Q . gypp« me O ;J2 9e A -pi e,0 14K ° Q to av 02 m ✓J' A, ` •,; .. Gabb «b frame". Q:nmin_rerbt„I —her; anangea like et They =y aLN CYpedm¢ Wtml boob. M :Ilrpttir:g, «aUriq ,1— Rat -M. ThLv'aiC-at,gbuas m trans(,, weal bad, :[Y{ • .,zt°rc • nwatirtn a: IwslfJi a?d[i«y mient«pr. vQlialles and mnnCCd«ts nwst be defignro to Uanr(cr mese Was sn:d, :nue mc. ,rut nM famGttkr:. ucntnt aenu srrnentd!u' plrn,b. Es= ran discflaaes ` Tamardn a,cden neecalmr Pvn rrar:slenr WryAs wtiGdr3• - ryryry • • ,,,,,,,,, mmmkd. tone, craunaifrakma, ,rkvmna mroy •. •• \ >Q goo cuccomdnes tbkn 8 • • it qua cora, d:wAador .' a Para pansYedr e,ias `•:'T,,,r} ' . vryas segtrn. r lenm fund a- f %; DESIGN,CONSIDERATIONS—CONSrDERACIONESDEDISENO( ons a:.,: ' Tncr m a.macs of I ,ews that go inro a «opted designed Q E n,".1Gablc End Fame among • wss Syrsm, Wt the gall if W get the lateral loads tiandencei Ejcmplot A'Ardostramfrnro de armaidn de haslial SalCly into UtC wall ardlor Na upm, and lowef diaauagmf. ' lap plant • ' HJY valbf I Qoros ped mpan:M Yn aL•fenta dC WSf dkdlaCo . "l d 0 wJaoplfdamenre Dere, fa m G gun las m,pas laterales µ •'•' ero...r i t sewn traiy,I. scg rite J W wedY/o las &ln genas PRCHI Tee, ,+„'r„• I Ekamples of Repairs Efemplos do Reparus I n c,se« «essadpl. . tunm«watr1)(, a aY 0rv^f; cN on m Oa ma°: r.'t© <o zQo;m mayN n "eNr Q . gypp« me O ;J2 9e A -pi e,0 14K ° Q to av 02 m ori m 3 L z Z N S o m Q C o` >Q goo , it m 0 urclt.+ crtign_k rys:cnu r.:n la:: ,n a nn,r.•,n: nl n./s, Slac,n'rs r.-„r+t,rtnb +urN es.,ire.:: rv,car'r: ,n:caN`rm ,laws , Ic.evwr.n R 1t'a70".15Yi/A,S+r7 ^nuo.r n brtiu ltovna, " •` . ll COMMON INSTALLATION ERRORS - ^ - -''• ^^"• , aa, til. • _- - '-••QP .. _ STRONGBACK BRIDGING RECOMMENDATIONS . ji HECfC7HESE TTEM,S.BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED ERRORE;r COMUNES DE INSTALACI6N REQUISIT05 PARA PUENTE DE ESPALDA FUERTE .2a REVISE ES705 PU/JTOS ANTES DE'EMPEZAR LA INSTALACION Y CORRUA ' '. : vu;anap vtom Ovral d:adnp FCT umbo-dwwh or suorpbact ontlelM eMances me periorramra d marcs b/ ami ' •' r'i N" .c+enlro cna•tt- •ra. doncobn ono YlpraUon. Indurn .Suppling dlmansbns match me rDnst tieson plans. uta,;hnr TCT rue Ir— Camra Wdbr al rax,• o de of do T -n sumgWOr at IpraLbm m0'ehtm Trusses em the WrcCc Olmenslon. easlgnte d Owdag designer. 5[rorpa . should x _ 'Dtnlensiones dal ed/hcfd Lpncuerdari on plargs de Olmensldn de los irdsms a orreata. M, - -Is a, o 2tr,, dkMed v,rtltatM. Warm !b o.c. aN eratne0 m . c5nslr!i[ildn. TOM Of bearing war: al O a ares w ,mdalnM tY Omer mean:. .. - ! p q warts are rat, level arta et me comcp r \ d c• <uemet oe eswpa [uerm uunrenran Cas Muses ae re 6iiro wr - i l 5upoorung Mailers, heams,'wans arta nn[els are elevation. amr., u rkncd6r r Ndadd'h. Insure umreas nieces di spares ' t"- ? a[cry arhd sCCurUy iruanm. W Para? sucelior de lo$ Paredes dr sosrOner son a'ekadpt aw d dtu tbp• a bust o 04r Lada• da a ratio, rl iabar' , Iraveci6os (headers)) Wifas y Iln[Cles Cstdn acdsn Y PWnas nlvcWtlJ Y a W Cleuaddn CorrKa. I I arenas Berm xv,m n:wmo ae >✓4 aknrwos wmknonrnm, .. scpummenre instarrrops. II eswOaaas Ip' ae r palms a th auad o rine. c¢emos o [2) 1051te is backfilled. Cl... and cdrttlWosdaona,mnera. G rbngars, de•downs, end braeng materials are w site rJ( ! - +M Co.alpk. - TL'rreno <n la oda esti mllano, l/mpb Y p/anp. 1 V)F, '. Cdrgaddres (nmgers)SePortes de -Cloje (dc -downs) • '7I J Y marcnWes de amostre ",in Oacsldes en W cart. El Ground daclrrg plan for first "'s" based m site f arta building configuration. / AylC / h t'}j1j.fi { Erea(lon/InstaltaUOn Vew IS award of InstalkUon plan 9 c guraUon. aro bracing rebuiremenei Ramos de -!etsae de deba Para of primer truss _ - - La Wadrllb dre bSralacfdn dCW [ever cormdmknns del MTJa W54dps CA el ydrene Y fdma del edlfido. • plan de lnsratactl y rteucdm/entof de arripstre. I $acne Trus marwa r-. -t cdttC t stano n possudrs on r Truss M-lapurds m,h an Vuss wlm a rwynmdpadOn Q MUIU-p7 wssCs, incuEing girders, arc raRened .'n a- ibelt Twu ecinmits d Pass all Wxn hare. ; rd strwgba@ brsdgtp. One ma Cala d truss Ltg k mmvn ham: l k"anad n, Cramer' de muss mdcarl o>rrecimrnra WS pdssdanG A#;— f dkdntet a mar rNTan d pus ran uro nap"nerr. (OgelnV odor to lifting Into place. ' V. bdlac"idn an d mar all Ces aJorldas a edeveaa de darddn P. pventer a esWWa Agate. Iln 4arr = ar r, atlpuam Tr— de vadas "pat iAcluYendo trusses soportantes truss -J. rnassi ae✓ _ de mns masWda Mid.. eSdn mnecados Juntas antes do le-tarb5 an of ij rugar cue las comesponde. '-1• h I ...a >_ - - i Q Any truss damage is mportea to TNsS Manufacture. Refel ro %1,115.17ry Sheet - Truss Damage, ft« . ]odite Modifi.dons and1 Installation Ertors. I +'A•' Cualoubf dafiO a bs mrssM be side reponado of lad)• came dre mrstes. vea El restai dC51•95 - O.A. a los it QdurJ te.el b mo rm !mm uha, ra, enan, 7m"W anal y Trusses, aJOdlfiCacbnci en b Ob. Y Errnres de trtsra• we aavbr grouoa dada. CONSTRUCTION LOADING- CARGANDO CONSTRUCC76N br:ldn, grd aawaa br mnx.mv arrbwaa prnaw dnl,lamon a' rpnsnuctNn materbls Is a mvp ad . - i )Dad bearlig walls art umb and Property broad. arra karbr• Q• O A CH/ `C Ing F] roddv: boa dad as many m rrmc; m.;x„c smha grwo: - - p -re luctlon. See a6i-M COnstruUbn lna0ap, lar SOndfics. Irdsses as wsdda wim d drpk'nrssr.. 0o rid albw Paredes SOPOrtan[CS tsLin a plot y e mcetamentc c•arrinue6rlpgpfa de nufdrbh. de consbxd6n6uro mngeu.don perpendicuth, -1--Lt mi:an agaW[wilt. ;,s ''arnOSbJeds, 5 'try O i aa'+uaCYi, du=.uye cdnlnrct"h, spar O= -Oe Co,,ads a I m Wsva. wurca sodrrerpue - ;' `. . . , .nmxOdn, a„' c'trenarn[nale rte n„Pa. ausk6d rarya rz am b g,hm+Y ` ''2. V i too 'rr/srns"ar:c sad aauar rbq ran. tw -! STEPS TO SETTING TRUSSES ¢ u Ao- % x -.a4 wt. -_ A_ con Y erma mtf 4qa arArpue^ cn Ns cvrm'1N.'ry Ybrs \ ceranWkubr a,ps mrut. - PASOS PARA EL MONTAIf DE TRUSSES T•a' • :u a.n ra: w nay.wyea•adyarvhama urs oa t m,uev+m pvh ue•ca ^w ml 5.rar1awmmmactr•m-w martawr[werw v rnM a Mut. aU imir rata ireamla. u 4gM'rti-,pw„a. aoo atl,rnru nvty time Wae Suuaaamrts, SYn u.t. •...+ , •. PTS .:w•u [Thu f vPMi[rn:TMl .ay.r ...._-•, adarnhe ... Elm-am n '•'7r: . •tax i .. .. %dise . . a ;C' .,7i.17,t.'.C,?;ul}11mi ii1`•: 4iPcfitui. rC P! i.,. : Ff i2D ?!r ..; : 'Y ras c`j 2, Calculutu Ground era« Locations G leu/e 4ocn11rae/6n de lot Arrlatrres de 'riorra QQ Ule wS5 span tU oclermme^,s• sad, urn O.ci interval of Top Ohl ilnm dr rnmo c. .a.,mia oe itrct Temwary literal Braces ' I 'wmW leec:w. from [role. \ T w>o ' t UUX1.7lrangiaN de tmmo para sp•I nnn am ucf-tnar clM ocianrlent0 •S ur ad at_ma,. des nrrioure larcml tempon. l • ' a , au.am de 11 we'd. S.pc'riar en W rablu Adjunta. •W,pgl a tide dpul EnpNwr rw b - la"ge uun w 'Oauurte • vn apenkm arra ref dlran de ao airs Th Looter al dil l TCTUes at Loch change ul pacn. LOGilide ALT= adidOnales en Cada cambia art- indnai nnp Truss .. 0-1 J n.."Od ar -Dandi ) Q Locate additional Taws Over bearings U me heel height is la' orgreater. Locnlice ALTCS adidavmles Scare Jos saportes 4, W. del .'"trema (htYl height) as de 10 pulgadas o-mds Q Locate a vertical ground iotas at •cathTCRD Iocailda,•.': L.1k. un itnsb tre.ee riche vcnl- set First Truss and Fasten Securely to Ground Brace; COlnque CI Primer Truss y Canectdlo err F.— Segura., fat Arrlotbes de aT Tp CPQ', •t ,4 Z a Esabfl5h Ground 6raelnp Procedure: Exterior or Interior FSW bIc:Ca cl Procedimlento do Anlo c de T7crra: F it dor o tn[crlbr TcTLB . ' LTs bCs and idhe5 Part LIAZIar pluas de CSPaCWrnlerrfo plrt ALTOS. 'gl R ••i.::.s : Yr• .Option 1 Tali itaped Spate. pittC c OF Oh 4-100-3 Option 2 t•_'Cptlon 3 TLTta end -cram naucb spacer I+I ps rorlrk[en neral bradng p,pdum :.Opdbn 1 R'art a etpadpmWnm Opd6n 2 PWlas at 1 4ruaame r io'vp ion o:'?.:. ;:+ - _ w .(?E.u+ " 'sildla V'.SWWa rIY°uO`no• :(Ltu uanaL..^.. _' Cr ^,+. n :` a[,rrtt lonY. pf call owµ v d r•.ar / r set NeM Four Trhlssas wlm TCTLU In Lino wim Grountl Urpcing `iF Colopuc fps Slgulpnces Nano Thurso.[ con tot gLTCS cn Lfnca cert lav Ardostrpr do Ticna Q+ Arulm ["SNS saNrCly ar all bearings, snimmmg bcanngs a5 nc[C55ary. Example or nest nuc WssC.'. COR Cie bt blusCs' Cn /dn1A sdJU[a u 1pd05 let fpppncs, rd/enarldo ShcidamM[C fdf Seppnet SI fUert nKWdp. Elempfo de hos deco I'mer0> wsscs WOMr pcbw See ap[lo,d cab., / 1 6 aa !• ./.j..- I ,ce aw:mr trio. 111:12IN , I C ihC Wee'.Odors Winstalling rCTLB Spaces pied ` 1.Y•dTt ? ` . ' LTs bCs and idhe5 Part LIAZIar pluas de CSPaCWrnlerrfo plrt ALTOS. 'gl R ••i.::.s : Yr• .Option 1 Tali itaped Spate. pittC c OF Oh 4-100-3 Option 2 t•_'Cptlon 3 •,j; end -cram naucb spacer I+I ps rorlrk[en neral bradng p,pdum :.Opdbn 1 R'art a etpadpmWnm Opd6n 2 PWlas at `-• Opddn a anw Ctpa rJam/dllat mhe•Vadas Floduc mr Oe rat uro e d ..IWtodat 1 ~ - rill ar Wibnce al arlrical UY 2•rfq ddan'oi Ova. rum mkbwm arlrnmM See mvwramvert ziN-u Ovation.. fdn>a"a a I teal•. UUU zzv; rat s hM 4s a --;y z ria . n:'un:. rw rx• ewa tzse mn'o nwac i awes a,. Y "ane• .. awes nqd rico u.,nr r ro""' " Mh usu aka a ro1ri1 ar .Oa ns isc6Fadaro con t7aaa car-da te ro" Nda : ` 22N• RN' saar fi cn+ar aetm. 1 ear# rnla.:ww © IMPORTANT SAFETY 1h'ARNINGI © Never release the Vu©from theANT ho sUnFETY WARNING! It First truss must be attached securely to all ground braces prior to removing the hoisting supports, g supports until all top chord temporary lateral braces aye Installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD 0' ADVER7ENCIA IMpORTANTE DE SFGURIDAD EI pr(mdr truss debe ser sujeto on rJos s so urartes a soros los arrios[res de ticrra NunCa svelte el truss de fes soportes de fa grua hasta que Codes los erriostms laterales de la anus de quftar los sopoftls de la grlia. cuerdo supedor erten Instalados y el Cruss estd conectado a los soportes. a.7F,r G` ttwi : :'.t .! a •.@... .r. e: .rn r ' et - _.. HIGH EFFICIENCY 14 SEER HEAT PUMP ENVIRONMENTALLY SOUND R -410A REFRIGERANT. 1'/2 THRU 5 TONS SPLIT SYSTEM 208 / 230 Volt, 1 -phase, 60 Hz REFRIGERATION CIRCUIT • Copeland Scroll' compressors on all models • Crankcase Heater factory installed • Suction line accumulator factory installed • Bi -flow filter -drier included for field installation • Integrated solid state control with Time -Temperature Defrost • High and Low pressure switches • Copper tube / aluminum fin coil PERFORMANCE • 2 -speed Fan Motors factory wired on all models • Compressor Sound Jacket standard EASY TO INSTALL AND SERVICE • Comfort Alert' Diagnostics device on all models • Easy Access service valves on all models • Compressor access panel • New, innovative control box design • External high and low refrigerant service ports • Fan motor in-line disconnect plug • Only two screws to access control panel • Factory charged with R -410A refrigerant BUILT TO LAST • High gloss, baked -on powder coat finish over galvanized steel • Post -painted (black) coil fins • SermaGard@ coated cabinet screws • Coated inlet grille with 3/a" spacing for extra protection • Corner Posts for extra strength and style • 7 year No -Hassle replacement limited warranty • 10 year limited compressor, 7 year limited coil, and 5 year limited parts warranties Ul us M -lm CITYyyyy '',1 ,QUINTA Cendica'onapplM I)EK. LISTED components as listed withlet I ARI.r. 5L, 4: r rr Model Number ' :. C4H4 M6 : Product Specifications ,t MIM Min. Circuit Ampacity HIGH EFFICIENCY 14 SEER HEAT PUMP ENVIRONMENTALLY SOUND R -410A REFRIGERANT. 1'/2 THRU 5 TONS SPLIT SYSTEM 208 / 230 Volt, 1 -phase, 60 Hz REFRIGERATION CIRCUIT • Copeland Scroll' compressors on all models • Crankcase Heater factory installed • Suction line accumulator factory installed • Bi -flow filter -drier included for field installation • Integrated solid state control with Time -Temperature Defrost • High and Low pressure switches • Copper tube / aluminum fin coil PERFORMANCE • 2 -speed Fan Motors factory wired on all models • Compressor Sound Jacket standard EASY TO INSTALL AND SERVICE • Comfort Alert' Diagnostics device on all models • Easy Access service valves on all models • Compressor access panel • New, innovative control box design • External high and low refrigerant service ports • Fan motor in-line disconnect plug • Only two screws to access control panel • Factory charged with R -410A refrigerant BUILT TO LAST • High gloss, baked -on powder coat finish over galvanized steel • Post -painted (black) coil fins • SermaGard@ coated cabinet screws • Coated inlet grille with 3/a" spacing for extra protection • Corner Posts for extra strength and style • 7 year No -Hassle replacement limited warranty • 10 year limited compressor, 7 year limited coil, and 5 year limited parts warranties Ul us M -lm CITYyyyy '',1 ,QUINTA Cendica'onapplM I)EK. LISTED components as listed withlet I ARI.r. 5L, 4: r rr Model Number Size (tons) Nominal Btu/hr Min. Circuit Ampacity Max. Fuse or Breaker Operating Dimensions height x width x depth (in) Ship / Operating Weight (lbs) C4H418GKB 1'/2 18,000 12.0 20 33%2 x 35 x 369/16 224/195 C4H424GKC 2 24,000 16.7 25 33%2 x 35 x 369/16 267/233 C4H430GKC 2'/2 1 30,000 24.9 40 3678 x 35 x 369/16 283/248 C4H436GKC 3 36,000 22.8 40 405/16 x 35 x 369/16 299 / 264 C4H442GKC 31/2 42,000 26.5 40 405/16 x 35 x 369/16 327/292 C4H448GKC 4 48,000 30.9 50 43"/16 x 35 x 369/16 338/302 C4H460GKI3 1 5 60,000 34.3 j 50 j 43"/16 x 35 x 369/16 329/296-1 t • 17 v /lar k C¢-- Specifications subject to change without notice. 428 14 5500 03 Aug 2007 N A N O A Ul 0 O O W A AIR DISCHARGE M AIR IN \ / G I 11 AIR DISCHARGE CENTER OF GRAVITY ®. v ✓ a io AIR IN 19 369/,s 35 x 36Yz 47%,s x 36Ya x 373/ AIR IN FIELD CONTROL SUPPLY CONN. B 0718" HOLE R S 1 FIELD POWER SUPPLY CONN. $ 7/8' HOLE WITH t d I F Cfjl I/8' KNOCKOUT. ` F N 03/aCONN. LIOUID LINE (1 E C OD VAPOR LINE CONN. L\—o H 3/8' TIEDOWN KNOCKOUTS (2) PLACES K All Dimensions Inches Model Minimum Crated A B C D E F G H J K L M N P R Mounting Dimensions Pad Size B(h) x A(w) x R(d) C4H418GK6 35 33Y2 33/a 5/a 69/,s 28%,s 9Ya 1Ya 313/,s 213/,s Yz 17'/a 17Y2 16 369/,s 35 x 36Y2 37'/a x 36Ya x 373/a C4H424GKC 35 33Yz 33/a 5/a 69/is 28%is 9 1 313/6 213/ s Yz 18 16 Y2 16 Y2 369/6 35 x 36Yz 37Ya x 36A 373/a C4H430GKC 36%a 33/a 3/a 69/,s 28%,s 9Ya 1Ya 313/s 213/s Yz 18 16Y2 17 369/s 35 x 36Yz 405/e x 36Ya x 373/a C4H436GKC 405/s 33/a 3/a 69/,6 28%,s 9 Y 1Ya 313/,s 213/,s Yz 17 Y2 16Yz 19 Y2 369/,s 35 x 36Y2 44Y,s x 36Ya x 373/a C4H442GKC E35 405/is 3% %a 69/is 28%is 9Ya 1Ya 313/s 215/s 5/e 17Yz 16Yz 20 369/is 35 x 36Y2 44Yis x 36Ya x 373/a C4H448GKC 43'Y,s 3% %a 69/,s28%,s 9Ye 1Ya 313/,s2t5/,s5/a 17Y2 16Yz 20Yz 369/,s35 x 36Yz 47%,sx36Ya x 373/C4H460GKB 43'Y,s 3%a %s 69/,s 283Y16 9 1 y 313/,s 2t5/,s 5/a 17Y 16Y2 19 369/,s 35 x 36Yz 47%,s x 36Ya x 373/ PRODUCT SPECI-FICATIONS Split System Heat Pump: PHYSICAL DATA Model Size 18 24 30 36 42 48 60 Nominal Cooling Capacity (BTU/hr) 18,000 24,000 30,000 36,000 42,000 48,000 60,000 Nominal SEER 14.0 14.0 14.0 14.0 14.0 14.0 14.0 Sound Rating Compressor RLA (Rated Load Amps) LRA (Locked Rotor Amps) 9.0 48.0 12.8 58.3 19.4 73.0 17.4 79.0 20.3 109.0 23.6 117.0 High Speed Fan (dBA) 73 74 72 72 73 73 74 72 Low Speed Fan (dBA) 73 70 70 71 73 71 PSC Fan Motor HP 1/10 1/10 1/10 1/5 1/5 1/4 1/4 Fan RPM High 825 803 805 831 825 819 820 Fan RPM Low 750 696 716 779 769 743 750 Fan CFM (High) 2595 2595 2595 3265 3265 3673 3673 Coil Face Area (ft2) 16.26 16.26 18.30 20.33 20.33 22.36 1 22.40 Coil Rows -fins per inch 1-20 2-20 2-20 2-20 2-20 2-20 2-20 Low Pressure Switch Open Pressure (psig) 23 ± 5 23 ± 5 23 ± 5 23 ± 5 23 ± 5 23 ± 5 23 ± 5 Close Pressure (psig) 55 ± 5 55 ± 5 55 ± 5 55 ± 5 55 ± 5 55 ± 5 55 ± 5 High Pressure Switch Open Pressure (psig) 670 ± 10 670 ± 10 670 ± 10 670 ± 10 670 ± 10 670 ± 10 670 ± 10 Close Pressure (psig) 470 ± 25 470 ± 25 470 ± 25 470 ± 25 470 ± 25 470 ± 25 470 ± 25 Liquid Line Connection Size (in.) 3/8 3/8 3/8 3/8 3/8 3/8 3/8 Vapor Line Connection Size (in.) 5/8 5/8 3/4 3/4 7/8 7/8 7/8 Recommended Line Set Liquid Tube Diameter (in.) 3/8 3/8 3/8 3/8 3/8 3/8 3/8 Recommended Line Set Vapor Tube Diameter (in.) 5/8 * 5/8 * 3/4 * 3/4 * 7/8 * 7/8 * 1 Ya * Recommended Vapor Tube Line size is for standard installations. These recommendations may not apply to "Long Line' installations. When the total equivalent line length exceeds 80 feet or there is more than 20 feet vertical separation between indoor and outdoor units, consult the Long Line Application Guideline document before purchasing/installing line sets. Factory Charge R -410A (lbs.) 6.13 9.75 12.0 13.5 12.5 12.0 12.5 Required Subcooling (°F) 12 11 10 12 10 10 11 Outdoor Unit Factory Piston Size (used in Outdoor Unit for heating mode) 42 46 52 59 63 67 73 Weight, shipping (lbs.) 219 267 1 283 299 327 338 325 Weight, operating (lbs.) 191 233. 1 248 264 1 292 302 1 292 ELECTRICAL -DATA (208/230-1-60, voltage range 197V - 253V) Model Size 18 24 30 36 42 48 60 Minimum Circuit Ampacity - MCA (amps) 12.0 16.7 24.9 22.8 26.5 30.9 34.3 Maximum OverCurrent Protective device - MOCP (amps) 20 25 40 40 40 50 50 Compressor RLA (Rated Load Amps) LRA (Locked Rotor Amps) 9.0 48.0 12.8 58.3 19.4 73.0 17.4 79.0 20.3 109.0 23.6 117.0 26.4 - 134.0 Fan Motor FLA (Full Load Amps) 0.7 0.7 0.7 1.1 1.1 1.3 1.3 428 14 5500 03 specifications subject to change without notice. 3 PRODUCT SPECIFICATIONS Split System Heat Pump: C4H4 R -410A COOLING -CAPACITY LOSS'FOR"V41RIOUS'LINE LENGTHS &TUBE DIAMETERS - Model Size Liquid Line (in.) Acceptable Vapor Line Sizes (in.) Cooling Capacity Loss (%) at Total Equivalent Line Length (ft.) Refer to Long Line Application Guideline to calculate equivalent length Standard Application Long Line Application (Requires Accessories) 25' 50' 80' 81' 100' 125' 150' 175' 200' 225' 250' 18 3/e Y2 1 2 3 3 4 6 7 8 9 10 12 5/e 0 0 1 1 1 1 2 2 3 3 3 24 5/e 0 1 1 1 2 3 3 4 4 5 6 3/4 0 0 0 0 0 1 1 1 1 1 2 30 5/a 1 2 3 3 3 4 5 6 7 8 9 3/4 0 0 1 1 1 1 2 2 2 3 3 76 0 0 0 0 0 1 1 1 1 1 1 36 % 1 2 4 4 5 6 7 9 10 11 13 3/4 0 0 1 1 1 1 2 2 3 3 4 4 78 0 0 0 0 0 1 1 1 1 2 2 42 3/4 0 1 2 2 2 3 4` 4 5 6 6 8 0 0 1 1 1 1 2 2 2 3 3 48 3/4 0 1 2 2 3 4 5 5 6 7 8 /a 0 0 1 1 1 2 2 2 3 3 4 60 3/4 1 2 4 1 _:;f4 `;;` < 5 :. 6 7 9 10 11 12 % 0 1 22,, . ,2.::. 3 4 4 5 5 6 1Ys 0 0 0 _'i01 t 1- 2 * Applications are considered "Long Line" if the total equivalent tubing length exceeds 80 feet or there is more than 20 foot vertical separation between indoor and outdoor units). These applications require additional accessories and system modifications for reliable system operation. Applications io 6haded'area may, have height, restrictions.that limit allowable total equivalent length when outdoor unit is below in oor*unit. 4 specifications subject to change without nonce. 428 14 5500 03 PRODUCT. SPECIFICATIONS Split System Heat Pump: C41-14 ACCESSORY USAGE GUIDELINES Description REQUIRED FOR REQUIRED FOR REQUIRED FOR Accessory APPLICATIONS IN LOW -AMBIENT LONG -LINE NASA001 LS SNOW -BELT REGION APPLICATIONS APPLICATIONS Time Delay Relay, Indoor Blower ALL (Below 55° F) (Over 80 Ft.) Evaporator Freeze Thermostat No Yes No Accumulator Standard Standard Standard Support Feet, 4" tall (factory installed) (factory installed) (factory installed) Low Ambient Kit (Pressure Switch) No Yes No Hard Start Kit (Capacitor & Relay) No Yes Yes Support Feet, 4" tall Yes Recommended No Liquid Line Solenoid Valve No No See Long -Line Application Guideline * For Line Set lengths between 80 and 200 ft horizontal. or more than 20 ft indoor -outdoor vertical separation, refer to the Long Line Application Guideline document. ACCESSORIES Part Number Description Used On Model Size NASA001 SC Start Component - PTC Device ALL NASA001 FS Evaporator Freeze Thermostat ALL NASA001 LS Liquid Line Solenoid Valve, HP, R-22 or R -410A ALL NASA001TD Time Delay Relay, Indoor Blower ALL NASA001AC Anti -Cycle Timer (5 minute delay) ALL NASA005SC Hard Start Kit (Capacitor & Relay) ALL NASA401LA .Low Ambient Kit (Pressure Switch), R-41 OA ALL NASA001 SF Support Feet, 4" tall ALL NASA00106SS Snow Stand Kit ALL AXWR01 DFC Fossil Fuel Kit ALL EBAC05TXVX TXV Kit, R-41 OA * 18, 24, 30 EBAC06TXVX TXV Kit, R-41 OA * 36,42 EBAC07TXVX TXV Kit, R-41 OA * 48,60 * ONLY converts Fan Coils equipped with factory installed R-22 TXV. 428 14 5500 03 Specifications subject to change without notice. o) A N 00 A tr En O O O W - continued on next page - V 0 COOLING & HEATING PERFORMANCE FOR COMBINATION: RATINGS Indoor Models Outdoor Model Current Indoor Model ($ tested combo) Furnace Model Factory Installed Cool (95 °F) BTU/hr S / T EER factory SEER with field with field ld R -410A TXV Heat (47 °F) with field R -410A BTU/hr COP TXV+TDR Heat (17 'F) BTU/hr COP HSPF C4H418GK6 FEM4X18 *** TDR & TXV 17,800 0.76 12.00 14.50 18,000 3.62 10,400 2.34 8.20 ED*4X18B- TXV 17,400 0.76 10.80 13.20 18,000 3.34 10,800 2.20 7.80 ED*4X186** MV08615**"* TDR & TXV 17.700 0.76 12.00 15.00 17.600 3.54 10,200 2.34 8.10 ED*4X246** TXV 17,700 0.76 11.00 13.50 18,000 3.50 10,900 2.26 8.00 ED*4X248- MVOBB15* TDR & TXV 18,000 0.76 12.50 15.00 17.900 3.72 10,400 2.40 8.40 ED*4X24F"* TXV 17,500 0.76 11.00 13.50 18,000 3.50 10,900 2.26 8.00 ED*4X24F*" MV12F19**** TDR & TXV 18,000 0.76 12.50 15.00 18.000 3.74 10.400 2.42 8.50 EHD4X24A** TXV 17,700 0.76 11.00 13.50 18,000 3.54 10,900 2.28 8.10 EHD4X24A* MV08615"*** TDR & TXV 18,000 0.76 12.50 1 15.00 17,900 3.68 10.300 2.38 8.40 EHD4X24A** MV12F19**** TDR & TXV 18.000 0.76 12.50 15.00 17.800 3.64 10,300 2.38 8.30 EMA4X24D** TXV 17,700 0.76 11.00 13.50 18,000 3.54 10 900 2.26 8.10 FEM4X24**** TDR & TXV 18,000 0.76 12.00 15.00 18.000 3.66 10,400 2.38 8.30 FS M U 4X18''*** TDR & TXV 17,400 0.76 10.80 13.00 18 000 3.40 10.900 2.20 7.80 FS M U 4X24***' TDR & TXV 17,600 0.76 10.80 13.20 18,000 3.40 10,900 2.22 7.80 FSA2X18**** TDR & TXV 17,500 0.76 10.70 13.00 18,000 3.40 10,800 2.22 7.80 FSA2X24**** TDR & TXV 17,700 0.76 10.80 13.20 18,000 3.46 10,900 2.24 8.00 C4H424GKC t FVWX24* TDR&TXV 1 23,600 0.75 12.50 15.00 24,000 4.00 15,400 2.78 9.0 ED*4X24B"* TXV 22,600 0.75 11.00 13.20 24,000 3.60 15,700 2.54 8.2 ED*4X24B** *8MPV050 TDR&TXV 22,800 0.75 11.50 14.00 24.000 3.74 15,400 2.64 8.5 ED*4X24B** MV08B15**** TDR&TXV 23,200. 0.75 12.00 15.00 24,000 3.90 15,400 2.72 9.0 ED*4X24F"* TXV 22,600 0.75 11.00 1 13.20 24,000 3.60 15,700 2.54 8.2 ED*4X24F*" *8MPV075 TDR&TXV 23,000 0.75 12.00 14.50 24,000 3.82 15,300 2.70 8.7 ED*4X24F** *9MPV050 TDR&TXV 22,600 0.75 12.00 14.50 24,000 3.70 15,200 2.64 8.4 ED*4X24F*" *9MPV075 TDR&TXV 22,800 0.75 12.00 14.50 24,000 3.72 15,200 2.64 8.5 ED*4X24F" MV12F19**** TDR&TXV 23,400 0.75 12.00 15.00 24,000 3.92 15,300 2.76 9.0 ED*4X306'`* TXV 23,000 0.75 11.00 13.50 24,000 3.66 16 000 2.56 8.3 ED*4X30B- *BMPV050 TDR&TXV 23,200 0.75 12.00 14.50 24,000 3.74 15,500 2.66 8.5 ED%X30B** MVOBB15* TDR&TXV 23,600 0.75 12.00 15.00 24 000 3.90 15,400 2.76 9.0 ED*4X30F** TXV 23,000 0.75 11.00 13.50 24,000 3.66 16,000 2.56 8.3 ED*4X30F** *BMPV075 TDR&TXV 23,400 0.75 12.00 15.00 24,000 1 3.86 15,300 2.74 9.0 ED*4X30F** *9MPV050 TDR&TXV 23,000 0.75 12.00 14.50 24,000 3.74 15,200 2.66 8.5 ED*4X30F** *9MPV075 TDR&TXV 23,200 0.75 12.00 14.50 24,000 3.76 15,300 2.68 8.6 ED*4X30F** MV12F19***" TDR&TXV 23,600 0.75 12.40 15.00 24,000 3.94 15 300 2.78 9.0 EMA4X24D** TXV 22.600 0.75 11.00 13.20 24,000 3.68 15,800 2.56 8.4 EHD4X24A** TXV 22,800 0.75 11.00 13.50 24,000 3.70 15,800 2.58 8.4 EHD4X24A** *8MPV050 TDR&TXV 23,000 0.75 11.50 14.00 24,000 3.78 15,500 2.64 8.6 EHD4X24A** *BMPV075 TDR&TXV 23,400 0.75 12.00 14.50 24.000 3.90 15,700 2.70 9.0 EHD4X24A** *8MPV100 TDR&TXV 23,400 0.75 12.00 14.50 24,000 3.96 15,500 2.74 9.0 EHD4X24A** *8MPV125 TDR&TXV 23,400 0.75 12.00 15.00 24 000 3.96 15.500 2.74 9.0 EHNX24A' *9MPV050 TDR&TXV 23 200 0.75 11.50 14.00 24,000 3.82 15,700 2.66 8.6 EHD4X24A** *9MPV075 TDR&TXV 23,200 0.75 11.50 14A0 24,000 3.82 15,700 2.64 8.6 D A** *9 PV100 I TDR&TXV 1 23,400 0.75 12,00 1 14.50 24,000 3.90 15,600 2.70 9.0 - continued on next page - V 0 - continued on next page - V COOLING, & HEATING PERFORMANCE FOR' COMBINATION R'ATI'NGS (continued) I door Models Outdoor Model Current Indoor Model (t tested combo) Furnace Model Factory Installed Cool (95 °F) BTU/hr S / Tk12.00 factory SEER with field with ITDR Id R-41oA TXV Heat (47 °F) with field R-41oA BTU/hr COP TXV+TDR Heat (17 °F) BTU/hr COP HSPR C4H424GKC EHD4X24A** *9MPV125 TDR&TXV 23,400 0.75 14.50 24000 3.94 15500 2.72 9.0 EHD4'X24A** MV08815* TDR&TXV 23 400 0.75 15.00 24 000 3.96 15 400 2.74 9.0 (continued) EHD4X24A** MV12F19**** TDR&TXV 23 600 0.75 15.00 24 000 4.00 15 400 2.76 9.0 EHD4X24A* MV16J22''*** TDR&TXV 23 60.0 0.75 15.00 24,000 4.02 15.400 1 2.78 9.0 EHD4X24A** MV20N26''*** TDR&TXV 23,600 0.75 12.50 15.00 24,000 4.02 15,300 2.78 9.0 EHD4X30A** TXV 23,200 0.75 11.00 13.50 24,000 3.70 16,000 2.58 8.4 EHD4X30A** *8MPV050 TDR&TXV 23,200 0.75 12.00 14.50 24,000 3.78 15 500 2.66 8.6 EHD4X30A** *8MPV075 TDR&TXV 23,400 0.75 12.00 15.00 24.000 3.84 15,300 2.72 8.7 EHD4X30A** *8MPV100 TDR&TXV 23,600 0.75 12.00 15.00 24,000 3.92 15,400 2.76 9.0 EHD4X30A** *8MPV125 TDR&TXV 23,600 0.75 12.00 15.00 24,000 3.94 15,300 2.76 9.0 EHD4X30A** *9MPV050 TDR&TXV 23,400 0.75 11.00 14.00 24,000 3.82 15.700 2.68 8.7 EHD4X30A** *9MPV075 TDR&TXV 23,000 1 0.75 12.00 14.50 24.000 3.74 15 300 2.66 8.5 EHD4X30A** *9MPV100 TDR&TXV 23,400 0.75 12.00 15.00 24,000 3.84 15,400 2.72 8.7 EHD4X30A' *9MPV125 TDR&TXV 23,400 0.75 12.00 .15.00 24,000 3.88 15 300 2.74 9.0 EHD4X30A- MV08815* TDR&TXV 23.600 0.75 12.00 15.00 24,000 3.96 15,400 2.76 9.0 EHD4X30A** MV121719**** TDR&TXV 23,600 0.75 12.00 15.00 24,000 3.94 15 300 2.78 9.0 FS M U 4X24*"'** TDR&TXV 22,600 0.75 11.00 13.20 24,000 3.60 15,800 2.54 8.2 FS M U 4X30**** TDR&TXV 22,800 0.75 11.00 13.50 24,000 3.68, 15,800 2.58 8.4 FEWX24**** TDR&TXV 22,800 0.75 11.00 14.00 24,000 3.70 15.600 2.60 8.5 FEWX30* TDR&TXV 23,000 0.75 11.00 14.00 24 000 3.78 15,800 2.62 8.6 C4H430GKC t FVWX36* TDR&TXV 29,200 0.79 13.00 15.00 28,600 3.94 17,600 2.72 9.0 ED*4X306** TXV 28,200 0.79 11.20 13.50 29,200 3.60 18.200 2.52 8.2 ED*4X306** *8MPV050 TDR&TXV 28,200 0.79 11.50 14.00 28 800 3.62 17,900 2.54 8.2 ED*4XWB6 MV08615**** TDR&TXV 28,600 0.79 12.50 15.00 28!600 3.76 17.700 2.64 8.5 ED*4X30F** TXV. 28,200 0.79 11.20 13.5029 200 3.60 18.200 2.52 8.2 ED*4X30F"* *8MPV075 TDR&TXV 28 600 0.79 12.00 14.50 28 400 3.74 17,600 2.62 8.4 ED*4X30F" *9MPV050 TDR&TXV 28,600 0.79 11.20 13.50 1 29,200 3.66 18,200 2.54 8.3 ED*4X30F** *9MPV075 TDR&TXV 28,600 0.79 12.00 14.00 29,000 3.70 18,100 2.58 8.4 ED*4X30F** MV121719* TDRXV &T 29,000 0.79 12.50 15.00 28,600 3.88 17,700 2.70 8.7 ED*4X366** TXV 28,400 0.79 11.20 13.50 29,400 3.66 18,400 2.54 8.3 ED*4X36B** *8MPV050 TDR&TXV 28,400 0.79 11.20 13.50 29,200 3.64 18 200 2.54 8.3 ED*4X36B** MV081315"*" TDR&TXV 28,800 0.79 12.50 1 15.00 28.600 3.80 17,700 2.66 8.6 ED*4X36F** TXV 28,400 0.79 11.20 13.50 29,400 3.66 18,400 2.54 8.3 ED*4X36F** *8MPV075 TDR&TXV 28,600 0.79 12.50 15.00 28,600 3.78 17,600 2.64 8.5 ED*4X36F- *9MPV050 TDR&TXV 28,400 0.79 12.00 14.50 28,400 3.66 17,600 2.58 8.3 ED*4X36F** *9MPV075 TDR&TXV 28,400 0.79 12.00 14.50 28,600 3.70 17,700 2.60 8.3 ED*4X36F** MV12F19* TDR&TXV 29,200 0.79 12.50 15.00 28,800 3.92 17.700 2.72 9.0 ED*4X36J** TXV 28,400 0.79 11.20 13.50 29,400 3.66 18,400 2.54 8.3 ED*4X36J** *8MPV100 TDR&TXV 29 000 0.79 13.00 15.00 28,400 3.86 17.500 2.70 8.7 ED*4X36,1** *8MPV125 TDR&TXV 29 000 0.79 13.00 15.00 28,400 3.88 17,500 2.70 8.7 ED*4X36J** *9MPV100 TDR&TXV 1 28,800 0.79 1 12.50 1 15.00 28 600 3.84 17 600 2.68 8.6 - continued on next page - V 00 N' co - continued on next page - v m 0 v c M, 0 y4: COOLING & HEATING PERFORMANCE FOR COMBINATION RATINGS (continued) Indoor Models Outdoor Model Current Indoor Model (# tested combo) Furnace Model Factory Installed Cool (95 'F) BTU/hr S / T EER factory SEER with field with field Id R -410A TXV Heat (47 °F) with field R -410A BTU/hr COP TXV+TDR Heat (17 `F) BTU/hr COP HSPF C4H430GKC EMA4X36D* TXV 28,400 0.79 11.20 13.50 29,400 3.64 18,300 2.54 8.3 EHD4X30A** TXV 28 400 0.79 11.20 13.50 29.200 3.64 18,300 2.54 8.3 (continued) EHD4X30A** *BMPV050 TDR&TXV 28,400 0.79 11.20 13.50 29,200 3.64 18,200 2.54 8.3 EHNX30A** *BMPV075 TDR&TXV 28 800 0.79 12.00 14.50 29,000 3.78 18,000 2.62 8.5 EHNX30A** *8MPV100 TDR&TXV 28,600 0.79 12.50 15.00 28,200 3.74 17,400 2.64 8.4 EHNX30A** *8MPV125 TDR&TXV 28,600 0.79 12.50 15.00 3.74 17,400 2.64 8.4 EHNX30A** *9MPV050 TDR&TXV 28,600 0.79 11.20 13.50 3.66 18,300 2.54 8.3 EHD4X30A"* *9MPV075 TDR&TXV 28,600 0.79 11.50 14.00 3.70 18,100 2.56 8.4 EHD4X30A"* *9MPV100 TDR&TXV 28 400 0.79 12.50 15.00 3.70 17 500 2.60 8.4 EHD4X30A** *9MPV125 TDR&TXV 28 600 0.79 12.50 15.00 3.72 17 400 2.62 8.4 EHNX30A** MV08615"**" TDR&TXV 28 800 0.79 12.50 15.00 2 3.80 17,700 2.66 8.6 EHNX30A* MV12F19**** TDR&TXV 29,000 0.79 12.50 15.00 28,600 3.86 17,700 2.68 8.7 EHNX36A' TXV 29,000 0.79 11.20 13.50 29,600 3.78 18,500 2.58 8.5 EHNX36A** *8MPV050 TDR&TXV 29,000 0.79 12.00 14.00 29 600 3.80 18,400 2.60 8.5 EHD4X36A*" *8MPV075 TDR&TXV 29,200 0.79 12.50 15.00 28 800 3.88 17 700 2.68 8.7 EHD4X36A** *9MPV050 TDR&TXV 28,800 0.79 12.00 1 14.50 28,800 3.78 17,800 2.62 8.5 EHD4X36A** *9MPV075 TDR&TXV 29,000 0.79 12.00 14.50 28,800 3.80 17 800 2.62 8.5 EHNX36A* *9MPV100 TDR&TXV 29,200 0.79 12.50 15.00 28,800 3.90 17.700 2.68 8.7 EHD4X36A*" MV0B615- TDR&TXV 29 400 0.79 13.00 15.00 29,000 3.98 17,800 2.72 9.0 FS M U 4X30"*** TDR&TXV 28 200 0.79 11.20 13.50 29,200 3.64 18 200 2.52 8.2 FSU4X36* TDR&TXV 28 400 0.79 11.00 13.20 29,400 3.64 18.400 2.52 8.2 FEWX30**** TDR&TXV 28 400 0.79 12.00 14.00 29,000 3.72 18,000 2.58 8.4 FSWX36"**" TDR&TXV 29 000 0.79 11.20 13.50 29,600 3.74 18,400 2.56 8.4 FEWX36**** TDR&TXV 29 400 0.79 12.50 15.00 29 000 3.96 17.900 2.70 9.0 FVWX24"*** TDR&TXV 29,000 0.79 12.50 15.00 29,000 3.88 17.800 2.66 8.7 C4H436GKC # FVWX48* TDR&TXV 36,000 0.78 13.00 15.00 36,000 4.00 21,800 2.76 9.0 ED*4X36B** TXV 34,200 0.78 11.20 13.50 35,200 3.44 21,600 2.44 7.9 ED*4X366** *BMPV050 TDR&TXV 34,000 0.78 11.20 13.50 34,800 3.38 21,200 2.42 7.8 ED*4X366** MV08B15***" TDR&TXV 34,800 0.78 12.00 14.00 35,200 3.58 21,400 2.52 8.2 ED*4X36F** TXV 34,600 0.78 11.20 13.50 35,600 3.50 21,800 2.46 8.0 ED*4X36F** *8MPV075 TDR&TXV 35,000 0.78 11.50 14.00 35,600 3.60 21,600 2.50 8.2 ED*4X36F** *9MPV050 TDR&TXV 34,200 0.78 11.20 13.50 35,000 3.44 21,400 2.44 7.9 ED*4X36F** *9MPV075 TDR&TXV 34,600 0.78 11.20 13.50 35,600 3.52 21.80 2.46 8.1 ED*4X36F** MV12F19**** TDR&TXV 35,000 0.78 12.50 15.00 34,800 3.64 21,000 2.56 8.3 ED*4X36J** TXV 34,600 0.78 11.20 13.50 35,600 3.50 21,800 2.46 8.0 ED*0(36J"* *BMPV100 TDR&TXV 35,200 0.78 12.50 15.00 35,000 3.68 21 200 2.58 8.4 ED*4X36J** *BMPV125 TDR&TXV 35 200 0.78 12.50 15.00 34,800 3.68 21 000 2.58 8.4 ED*4X36J*" *9MPV100 TDR&TXV 35 000 0.78 12.00 14.50 35 000 3.64 21 200 2.54 8.3 ED*4X36J** MV16J22**** TDR&TXV 35 600 0.78 12.50 15.00 35 000 3.78 21,000 2.64 8.6 ED*4X42J** TXV 35 000 0.78 11.20 1 13.50 1 3.56 21 800 1 2.48 1 8.1 ED* 42J*" *8MPV 00 TD TXV35 400 0.78 12 50 15.00 35 200 3. 2 21.!200 2.60 8.5 - continued on next page - v m 0 v c M, 0 y4: N OD co - continued on next page - COOLING & HEATING PERFORMANCE FOR COMBINATION RATINGS (continued) Indoor Models - Outdoor Model Current Indoor Model (t tested combo) Furnace Model Factory Installed Cool (95 'F) BTU/hr S / T EER factory SEER with field with TDR Id R -410A TXV Heat (47 °F) with field R-41oA BTU/hr COP TXV+TDR Heat (17 °F) BTU/hr COP HSPF C4H436GKC ED*4X42J- *8MPV125 TDR&TXV 35,400 0.78 12.50 15.00 35,000 3.74 21,000 2.60 8.5 ED*4X42J** *9MPV100 TDR&TXV 35,400 0.78 12.00 14.50 35.200 3.68 1 21,200 2.58 1 8.4 (continued) ED*4X42L- TXV 35,000 0.78 11.20 13.50 35,800 3.56 21,800 2.48 8.1 ED*4X42L* *9MPV125 TDR&TXV 35,400 0.78 12.50 15.00 35,000 3.72 21 200 2.60 8.5 EMA4X36D** TXV 34,600 0.78 11.20 13.50 35 600 3.48 21,800 2.44 8.0 EHD4X36A** TXV 35,400 0.78 11.50 14.00 36 000 3.64 22,000 2.50 8.3 EHD4X36A- *8MPV050 TDR&TXV 34,800 0.78 12.00 14.00 35,200 3.54 21,400 2.48 8.1 EHD4X36A* *8MPV075 TDR&TXV 35 400 0.78 12.00 15.00 35,200 3.68 21.200 2.56 8.4 EHD4X36A* *8MPV100 TDR&TXV 35 800 0.78 12.50 15.00 35,400 3.78 21,400 2.62 8.6 EHD4X36A* *8MPV125 TDR&TXV 35 800 0.78 12.50 15.00 35,200 3.78 21,200 2.62 8.6 EHD4X36A** *9MPV050 TDR&TXV 35 000 0.78 12.00 14.00 35,400 3.58 21,400 2.50 8.2 EHD4X36A* *9MPV075 TDR&TXV 35 600 0.78 11.50 14.00 36,000 3.64 22,000 2.50 8.3 EHD4X36A* *9MPV100 TDR&TXV 35 800 0.78 12.50 15.00 35.400 3.74 21.400 2.58 8.5 EHD4X36A- *9MPV125 TDR&TXV 35,800 0.78 12.50 15.00 35,200 3.76 21,200 2.60 8.5 EHD4X36A** MV081315" TDR&TXV 36,000 0.78 12.00 14.50 35,600 3.76 21,600 2.60 8.5 EHD4X36A* MV12F19* TDR&TXV 35 800 0.78 12.50 15.00 35.200 3.78 21.200 1 2.62 8.6 EHD4X42A- TXV 35,800 0.78 11.50 14.00 36,000 3.68 22,000 2.52 8.4 EHD4X42A** *8MPV050 TDR&TXV 35,200 0.78 12.00 14.00 35,400 3.58 21.400 2.50 8.2 EHD4X42A* *8MPV075 TDR&TXV 35 800 0.78 12.50 15.00 35 400 3.74 21.400 2.60 8.5 EHD4X42A- *8MPV100 TDR&TXV 36,000 0.78 12.50 15.00 35!400 3.84 21,400 2.64 8.7 EHD4X42A- *9MPV050 TDR&TXV 35,400 0.78 12.00 14.00 35,400 3.62 21.600 2.52 8.3 EHD4X42A** *91VIPV075 TDR&TXV 35,400 0.78 12.00 14.50 35,400 3.66 21,400 2.54 8.3 EHD4X42A* *9MPV100 TDR&TXV 36,000 0.78 12.50 15.00 35,400 1 3.80 21,400 1 2.62 8.6 EHD4X42A** *91VIPV125 TDR&TXV 36,000 0.78 12.50 15.00 35,400 3.82 21,200 2.64 8.6 EHD4X42A** MV08615 TDR&TXV 36,000 0.78 12.50 15.00 35,800 3.82 21,600 2.62 8.6 EHD4X42A** MV12F19**** TDR&TXV 36,000 0.78 12.50 15.00 35,800 3.90 21.600 2.66 9.0 FSU4X36* TDR&TXV 34,600 0.78 11.20 13.50 35,800 3.48 21,800 2.44 8.0 FS M U 4X42**** TDR&TXV 35 400 0.78 11.20 13.50 36.000 3.58 22.000 2.48 8.2 FSWX36* TDR&TXV 35 400 0.78 11.20 13.50 36,000 3.60 22,000 2.50 8.2 FEWX36" TDR&TXV 36 000 0.78 12.50 15.00 35,400 3.78 21,400 2.62 8.6 FEM4X42**** TDR&TXV 36 000 0.78 12.50 15.00 35,400 3.80 21.400 2.62 8.6 FVMV36* TDR&TXV 35 400 0.78 12.50 15.00 35,000 3.72 21,000 2.60 8.4 C4H442GKC FVMV48* TDR&TXV 42 000 0.78 13.00 15.00 42,000 3.90 26.600 2.78 9.0 ED*4X42J- TXV 41,500 0.78 11.20 13.50 42,000 3.52 27,000 2.58 8.1 ED*4X42J** *8MPV100 TDR&TXV 41,500 0.78 12.00 14.50 41,000 3.60 26 200 2.66 8.3 ED*4X42J** *8MPV125 TDR&TXV 41.500 0.78 12.00 14.50 41,000 3.62 26.200 2.68 8.3 ED*4X42,1** *9MPV100 TDR&TXV 41,500 0.78 12.00 14.00 41,000 3.58 26,400 2.64 8.2 ED*4X42J** MV16J22**** TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.72 26,400 2.72 8.5 ED*4X42L** TXV 41,500 0.78 11.20 13.50 42 000 3.52 27,000 2.58 8.1 ED*4X42L** *9MPV125 TDR&TXV 41,500 0.78 12.00 14.50 41 000 3.60 26,200 2.66 8.2 ED*4X48F** TXV 42,000 0.78 11.50 14.00 42 000 3.74 27,400 2.66 8.5 - continued on next page - 0 01 O O O W - continued on next page - m m 0 COOLING & HEATING PERFORMANCE FOR COMBINATION RATINGS (continued) Indoor Models Outdoor Model Current Indoor Model (t tested combo) Furnace Model Factory Installed Cool (95 'F) BTU/hr S / T EER factory SEER with field withfield R -410A TDR TXV Heat (47 °F) with field R -410A BTU/hr COP TXV+TDR Heat (17 'F) BTU/hr COP HSPF C4H442GKC ED*4X48F*" *8MPV075 TDR&TXV 42,000 0.78 12.00 14.50 42,000 3.72 26,800 2068 8.5 ED*4X48F** *9MPV075 TDR&TXV 42,000 0.78 11.50 14.00 42.000 3.64 27,000 2.64 8.3 (continued) ED*4MBJ* TXV 42,000 0.78 11.20 13.50 42.000 3.66 27,200 2.64 8.3 ED*4X48J*" *8MPV100 TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.76 26,400 2.72 8.5 ED*4X48J- *8MPV125 TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.76 26.400 2.72 8.5 ED*4X48J*" *9MPV100 TDR&TXV 42,000 0.78 12.00 14.50 42.000 3.70 26,600 2.70 8.5 ED%X48J*" MV16J22- TDR&TXV 42,000 0.78 13.00 15.50 41,500 3.80 26.200 2.76 1 8.6 ED*4X48L*" TXV 0.78 11.20 13.50 42.000 3.66 27,200 2.64 8.3 ED*4X48L*" *9MPV125 TDR&TXV0.78 12.00 14.50 41.500 3.72 26 400 2.70 8.5 EMA4X48D*" TXV 0.78 11.20 13.50 42,000 3.60 27,200 2.62 8.2 EHD4X42A"* TXV t42,OOO 0.78 11.20 13.50 42000 3.66 27 200 2.64 8.3 EHD4X42A*" *8MPV075 TDR&TXV 0.78 12.00 14.50 41 500 3.66 26 600 2.66 8.3 EHD4X42A*" *8MPV100 TDR&TXV 0.78 1 12.50 15.00 41,500 3.74 26,400 2.72 8.5 EHD4X42A** *8MPV125 TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.74 26.400 1 2.72 8.5 EHD4X42A*" *9MPV075 TDR&TXV 42,000 0.78 11.50 14.00 42,000 3.56 26,800 2.62 8.2 EHD4X42A** *9MPV100 TDR&TXV 42,000 0.78 12.00 14.50 41,500 3.70 26,600 2.70 8.4 EHD4X42A' *9MPV125 TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.70 26 400 2.70 8.4 EHD4X42A** MV16J22" TDR&TXV 42,000 0.78 12.50 15.00 42,000 3.86 26!600 2.78 8.7 EHD4X48A*" TXV 42,000 0.78 12.00 14.00 42,000 3.68 27.400 2.66 8.4 EHD4X48A"* *8MPV075 TDR&TXV 42 000 0.78 12.00 14.50 42,000 3.68 26 800 2.68 8.4 EHD4X48A"* *BMPV100 TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.76 26.600 2.72 8.6 EHD4X48A" *8MPV125 TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.76 26,400 2.74 8.6 EHD4X48A** *9MPV075 TDR&TXV 42,000 0.78 12.00 14.00 42,000 3.60 27,000 2.62 8.2 EHD4X48A"* *9MPV100 TDR&TXV 42,000 0.78 12.00 14.50 42,000 3.72 26.600 2.70 8.5 EHD4X48A** *9MPV125 TDR&TXV 42,000 0.78 12.50 15.00 41,500 3.72 26,400 2.72 8.5 FS M U 4X42***" TDR&TXV 42,000 0.78 11.20 13.50 42,000 3.54 27,400 2.58 8.1 FS M U 4X48***" TDR&TXV 1 42.000 0.78 11.20 13.50 42,000 3.68 27,400 2.64 8.4 FEWX42*"*" TDR&TXV 42,000 0.78 12.00 14.50 41,500 3.70 26,600 2.70 8.4 FVWX36"*** TDR&TXV 41.000 0.78 1 12.00 14.50 40,500 3.52 25,800 2.64 8.1 FVM4X60**'"' TDR&TXV 42,000 0.78 1 13.00 41,500 4.00 26,600 2.84 9.0 C4H448GKC t FVWX48" TDR&TXV 48,000 0.76 13.00 15.00 48,000 3.82 30 000 2.74 9.0 ED*4X48F*" TXV 47,000 0.76 12.00 14.00 48,000 3.70 30.800 2.64 8.4 ED*4X48J*" TXV 46,500 0.76 11.20 13.50 48,000 3.64 30 800 2.60 8.3 ED*4X48J*" *8MPV100 TDR&TXV 1 47,000 0.76 12.00 14.00 48,000 3.76 30,600 2.68 8.6 ED*4X48J** *BMPV125 TDR&TXV 1 47,000 0.76 12.00 1 14.50 48,000 3.78 30.400 2.68 8.6 ED*4X48J** *9MPV100 TDR&TXV 47 000 0.76 12.00 1 14.00 48.000 3.72 30.800 2.64 8.5 ED*4X48J*" MV16J22***" TDR&TXV 47,500 0.76 12.50 1 15.00 48,000 3.84 30,000 2.74 8.7 ED*4X481-'"' TXV 46,500 0.76 11.20 13.50 48,000 3.64 30,800 2.60 8.3 ED*4X481-*" *9 V12 TDR&TXV 47,000 0.76 12.00 14.00 48,000 3.74 30,600 2.66 8.5 ED*4X60J"" TXV 47,500 0.76 12.00 14.00 48,000 3.70 30,800 2.64 8.4 ED*4X6W- *BMPV100 TDR&TXV 48 000 0.76 12.00 14.50 48.000 3.88 30,800 2.72 9.0 ED*4X60J** *8MPV125 TDR&TXV 48 000 0.76 12.50 15.00 48 000 3.90 30 600 2.74 9.0 ED*4 60J*" *9MPV100 TD & V 48,000 0.76 00 14.50 48 000 3.82 30 800 70 8 7 - continued on next page - m m 0 I { COOLING & HEATING PERFORMANCE FOR COMBINATION RATINGS (continued) Indoor Models Outdoor Model Current Indoor Model (t tested combo) Furnace Model Factory Installed Cool (95 °F) BTU/hr S / T EER factory SEER with field with TDR Id R -410A TXV Heat (47 °F) with field R -410A BTU/hr COP TXV+TDR Heat (17 °F) BTU/hr COP H6PF C4H448GKC ED*4X60L** TXV 47.500 0.76 12.00 14.00 48,000 3.70 30,800 2.64 8.4 ED*4X60L** *9MPV125 TDR&TXV 48,000 0.76 12.00 14.50 48,000 3.82 30 800 2.70 8.7 (continued) EMA4X48D** TXV 46.000 0.76 11.20 13.50 48.000 3.58 30.600 2.58 8.2 EHD4X48A** TXV 47,000 0.76 12.00 14.00 48.000 3.68 30,800 2.62 8.4 EHD4X48A** *8MPV100 TDR&TXV 47 500 0.76 12.00 14.50 48,000 3.80 30,600 2.68 8.6 EHD4X48A** *8MPV125 TDR&TXV 47 500 0.76 12.00 14.50 48.000 3.82 30,600 2.70 8.6 EHD4X48A** *9MPV100 TDR&TXV 47 500 0.76 12.00 14.00 48,000 3.74 30 800 2.66 8.5 EHD4X48A** *9MPV125 TDR&TXV 47 500 0.76 12.00 14.50 48,000 3.76 30,600 2.66 8.6 EHD4X48A- MV16J22'`*** TDR&TXV 48 000 0.76 12.50 15.00 48,000 3.86 30,200 2.74 8.7 EH04X48A** MV20N26''*** TDR&TXV 48 000 0.76 12.50 15.00 48,000 3.96 30,800 2.76 9.0 EHD4X60A** TXV 47 500 0.76 12.00 _ 14.00 48.000 3.72 30.800 2.64 8.5 EHD4X60A** *8MPV100 TDR&TXV 48 000 0.76 12.50 15.00 48.000 3.90 30,800 2.74 9.0 EHD4X60A** *8MPV125 TDR&TXV 48 000 0.76 12.50 15.00 48.000 3.92 30,600 2.76 9.0 EHD4X60A** *9MPV100 TDR&TXV 48 000 0.76 12.00 14.50 48.000 3.84 30.800 2.70 8.7 EH04X60A** *9MPV125 TDR&TXV 48 000 0.76 12.00 14.50 48,000 3.86 30,800 2.72 9.0 FS M U 4X48"'** TDR&TXV 47 000 0.76 12.00 14.00 48,000 3.64 30,800 2.60 8.3 FS M U 4X60*'** TDR&TXV 47 500 0.76 12.00 14.00 48,000 3.72 31,000 2.64 8.5 FEWX48* TDR&TXV 48,000 0.76 13.00 15.00 48.000 3.82 30.000 2.74 8.7 FEM4X60 *** TDR&TXV 48 000 0.76 12.00 14.50 48 000 3.82 30 600 2.70 8.7 C4H460G KB t FEM4X60- TDR & TXV 60,000 0.76 11.50 14.00 59,000 1 3.70 37.000 2.60 8.40 ED*4X60J** TXV 59.000 0.76 11.20 13.50 59,500 3.54 36,800 2.52 8.00 ED*4X60J** *8MPV100 TDR & TXV 58.500 0.76 11.20 13.50 58,500 3.50 36,200 2.52 7.90 ED*4X60J** *8MPV125 TDR & TXV 59 000 0.76 11.20 13.50 59,000 3.56 36,600 2.54 8.00 ED*4X60J** MV16J22**'* TDR & TXV 59!500 0.76 11.20 13.50 59,000 3.64 36 600 2.60 8.20 ED*4X60L** TXV 1 59,500 0.76 11.00 13.20 59,500 3.58 37 200 2.54 8.10 EHD4X60A** TXV 59,000 0.76 11.00 13.20 59,500 3.64 37.200 2.56 8.20 EHD4X60A** *8MPV100 TDR & TXV 58,500 0.76 11.20 13.50 58,500 3.54 36.200 2.54 8.00 EHD4X60A** *8MPV125 TDR & TXV 59.000 1 0.76 11.20 13.50 1 59.000 3.60 36,600 2.56 8.10 EHD4X60A** MV16J22**** TDR & TXV 59,500 0.76 11.20 13.50 1 59,000 3.72 36,600 2.60 8.30 EHD4X60A** MV20N26'°`** TDR & TXV 59,500 0.76 1 11.50 1 14.00 1 59,000 3.72 36,400 2.62 8.30 FS M U 4X60***" TDR & TXV 59,500 0.76 1 10.80 1 13.00 1 60,000 3.56 37,800 2.50 8.00 1 FVM4X60**** TDR & TXV 59.500 0.76 1 11.50 1 14.00 1 59,000 3.68 36,000 2.62 8.30 PRODUCT SPECIFICATIONS Split System Heat Pump: 47M Digit Position: 1 2 1 3 4 5,6 7 8 9 10 11 12 Example Part Number: C 4 H 4 18 G K A 1 0 0 C = Day & Night Mainline N = Day & Night Entry BRANDING 2 = R-22 4 = R -410A REFRIGERANT A = Air Conditioner H = Heat Pump TYPE 3 = 13 SEER 4 = 14 SEER 5 = 15 SEER 6 = 16 SEER 7 = 17 SEER 8 = 18 SEER NOMINAL EFFICIENCY 18 = 18,000 BTUH = 1'/z tons 24 = 24,000 BTUH = 2 tons 30 = 30,000 BTUH = 21/2 tons 36 = 36,000 BTUH = 3 tons 42 = 42,000 BTUH = 31/2 tons 48 = 48,000 BTUH = 4 tons 60 = 60,000 BTUH = 5 tons A = Standard Grille G = Coil Guard Grille C = Coastal K = 208/230-1-60 Sales Code Engineering Revision Extra Digit Extra Digit NOMINAL CAPACITY FEATURES VOLTAGE ACCESSORIES PART NUMBER IDENTIFICATION GUIDE Digit Position: 1 2 3 4 5 6,7 8,9 10,11 Example Part Number: N A S A 0 01 01 C H N = Non -Branded BRANDING A = Accessory . PRODUCT GROUP S = Split System (AC & HP) KIT USAGE A = Original B = 2nd Generation 0 = Generic or Not Applicabl 2 = R-22 4 = R -410A Product Identifier Number Package Quantity Type of Kit (Example: CH = Crankcase 12 MAJOR SERIES REFRIGERANT International Comfort Products, LLC Lewisburg, Tennessee 37091 www.GoDayandNight.com Specifications subject to change without notice. 428 14 5500 03 i r FEM,, FSM,, FSU Product Specifications FAN COILS ALL MODELS • 11/2 thru 5 tons • Availablefor R-22 or Environmentally Sound R-41 OA systems • TXV metering device factory installed • Copper tube / aluminum fin coil • Sweat connections • Primary and secondary drain fittings with brass inserts • 5 amp automotive type fuse on control board • Multiple electrical entry locations • Time delay relay (TDR) • Field installed heater packages from 5 kW - 30 kW available separately • HUD approved for manufactured housing • 208/230-1-60 supply voltage • Units tested and certified by manufacturer to achieve a 2% or less leakage rate at 1.0 inch water column • 1 inch thick insulation with R value of 4.2 FEM • High Efficiency, 3 -speed, GE X-13 Motor (Brushless Permanent Magnet "BPM", Electronically Commutated Motor "ECM") on all models • Multiposition installation - upflow or horizontal left standard, horizontal right with minor modification (field convertible to downflow with available accessory kit) • No Heat (Plug) Kit factory installed • Filter factory supplied FSM • PSC 3 -speed motor on all models • Multiposition installation - upflow or horizontal left standard, horizontal right with minor modification (field convertible to downflow with available accessory kit) • No Heat (Plug) Kit factory installed • Filter factory supplied FSU • PSC 2 -speed motor (1'/2 - 3 ton sizes) and PSC 3 -speed motor (31/2 - 5 ton sizes) • Upflow installation (field convertible to downflow or horizontal with available accessory kits) • Filter available as accessory Available Styles FEM FSM FSU Upflow ✓ ✓ ✓ Horizontal ✓ ✓ kit Downflow kit kit kit GE X-13 motor ✓ PSC motor ✓ ✓ Filter supplied ✓ ✓ 1 1 .a a,w..aem .o .axe s,nue unn.n+r cxenen.+ ununx r xr. Rated in accordance with ARI Standard 210 and/ LASTED or 240. Certification applies only when used with proper components as listed with ARI. Model Series Model Size Tons Nom. CFM Dimensions H x W x D (in.) Filter Size (in.) Ship Wt FEM, FSM, FSU 1800 11/2 600 421%6 x 145/6 x 22Y8 13 x 21Y2 112 lbs FEM, FSM, FSU 2400 2 800 471%6 x 17%8 x 22Ys 16% x 21 Y2 120 lbs FEM 3000 21/2 1000 49% x 1778 x 22Ys 163/8 x 21 Y2 122 lbs FSM, FSU 3000 21/2 1000 47'%6 x 17318 x 22Ys 163/8 x 21 Y2 120 lbs FEM 3500 3 1200 5371s x 21 Y8 x 22Ys 19318 x 21 Y2 144 lbs FEM, FSM 3600 3 1200 495/8 x 21 Y8 x 22Ys 19318 x 21 Y2 157 lbs FSU 3600 3 1200 53716 x 21 Y8 x 22Ys 19318 x 21 Y2 146 lbs FEM, FSM, FSU 4200 31/2 1400 495/8 x 21 Ys x 22Ys 19318 x 21 Y2 157 lbs FEM, FSM, FSU 4800 4 1600 53716 x 21 Ys x 22Ys 193/8 x 21 Y2 175 lbs FEM, FSM, FSU 6000 5 2000 593/6 x 24'Y6 x 22Ys 235/16 x 21 Y2 201 lbs 496 14 5000 07 June 2008 ACCESS 2 5/8 - ITT ING IOUIC LINE CONNECTION AH EL SUCTION LINE CONNECTION =1 i 6 3/16' O © O 5' 111.111 ACCESS 1 OPENING PANEL D :INLET AIR FRONT VIEW SHOWN WITH 'A' COIL DETAILS CONNECTION L OCATICNS FOR UPFLOW OR NORI1. APPLICATIONS m 22 1/16- 10 3/16.111 7 I/B' 1• CU I1.E1 AT 3/<' NOTE: ALLOW 21' FROM FRONT FOR SERVICE ALTERNATE 7/8•DIA. K.C. FOR LOW VOLTAGE CONT RCL WIPING 1 NLCi AIR A SLOPE COIL DETAILS ONI LOCATIONS SHOWN FOR UPFLCW CR HCRI1. LIFT APPLICATIONS 1/8'. 1 3/32" A. H.O.'S 7. O"6H%, FOR HIGH VOLIAGE POWER WIRING ALTERNATE 10' A. A. H.C. 1 7l8' 7/8',1 3/32'.2"DIA. K 0.'S FOR LOW VOLTAGE -NOTE: MODULAR FOR HIGH VOLTAGE CON IROL WE RE NG UNITS WILL HAVE 1 15116' 1 1 318" TOP VIEW AWOPitCE TsnG 8— OPPOSE IE SIDE I OPTIONAL FIELD CONVERTED ISCCNNECI OR RIGHT SIDERETURN OPINING CIRCUIT BREAKER LOCATION BIOWER, CONI R'1., 112, S EL ECTAIC NEATER al I J t ACCESS PANEL ACCESS 2 5/8 - ITT ING IOUIC LINE CONNECTION AH EL SUCTION LINE CONNECTION =1 i 6 3/16' O © O 5' 111.111 ACCESS 1 OPENING PANEL D :INLET AIR FRONT VIEW SHOWN WITH 'A' COIL DETAILS CONNECTION L OCATICNS FOR UPFLOW OR NORI1. APPLICATIONS m 22 1/16- 10 3/16.111 7 I/B' 1• CU I1.E1 AT 3/<' NOTE: ALLOW 21' FROM FRONT FOR SERVICE ALTERNATE 7/8•DIA. K.C. FOR LOW VOLTAGE CONT RCL WIPING 1 NLCi AIR A SLOPE COIL DETAILS ONI LOCATIONS SHOWN FOR UPFLCW CR HCRI1. LIFT APPLICATIONS _ t OPENING I I ArcESSLOPEL COILS FOR 1 vA RIGHT S1I D1E6 VIEW COWNFLOW OA HOA11. RIGHT APPLE CAT I CNS AND FNLCT AIA "A" COILS OOWNFLOW APPLICATIONS m X O 0 c 0 CAIv m 0 n O Z cn ALTERNATE 7/8',1 3/32'.2"DIA. K 0.'S -NOTE: MODULAR FOR HIGH VOLTAGE UNITS WILL HAVE POWER WIRE NG AWOPitCE OPPOSE IE SIDE CABINET OPTIONAL FIELD CONVERTED RIGHT SIDERETURN OPINING IS LOP(COIL UN 115 ON Y, 112, al I J 1 3116• MA z H ER Fes— 19' -I MODULAR UNITS 1 3/4 _ t OPENING I I ArcESSLOPEL COILS FOR 1 vA RIGHT S1I D1E6 VIEW COWNFLOW OA HOA11. RIGHT APPLE CAT I CNS AND FNLCT AIA "A" COILS OOWNFLOW APPLICATIONS m X O 0 c 0 CAIv m 0 n O Z cn W NOTES: 1. CONCENSAIE PAN DRAIN CAPS NOT SHOWN FOR CLARITY. PRIMARY DRA SECONDARY DRAT PRIMARY DRAIN 1 13/16' --{ 1YP,. TYP. TYP.. —7 8• Horizontal Left z lla• 2 3TYP TIP. - FEM, FSM (as shipped) 12 PLACES)- Upflow, FSU (field converted with accessory kit) (as shipped) NOR I2CNTAL MOUNT LOCATIONS C)MPt[S PROVIDED IN TOP PANEL. AND BALM OF CABINET. IN CABINET BOTTOM. HOLES PROVIDED .136" DIA. NOR I20Nlal HANGING HARDWARE i0 DE FIELD SUPPI IED. SECONDARY PRIMARY DRAT PAINARY CRAY ; ]3/lE" SECONDARY DRAIN IIP' I F 1) iY P. •5 7/e" F"— 1 3/16' 7YP. 2 iYP• 7 7/B" 7YP. 12 PLAC[S;; Horizontal Left FEM, FSM (as shipped) FSU (field converted with accessory kit) Upflow (as shipped) 116" TTP. 2 PLACES)- AIRFLOW 2 3/16• TIP. I 12 PLACES;. 1 SLOPE COIL TYP. 2 PLACE 51. 3 F G PRIMARY CRA[ r S/16' IYP. SECONDARY CRA1N T 1 j@b;PAINARY DRAINY ITP. E4PLACES;•JL TYP.7/B• )/16• 12 PLACES;- 1 13/16' TYP. TYP.• Downflow (field converted with accessory kits) Horizontal Right (field converted with accessory kits) 16" T. PLATPCES; AIRFLOW 2 3/16' TIP. I (1 PLACES I 1• TP. 12 'LA(S)PC F d 3/4. .O 0 G J ll6' O SECONDARY DRAIN S/16• r ITP.. PRIMARY GRAIN 1 • 1TYP. 3' t/B . f (' 2 PLACES;. 1/16' 1Y P. I 1/8' 13/16" Id PLACES). f T/R 1 13/1 TIP. Downflow, (field converted with accessory kits) A COIL MARI DRAIN CONDARY DRAIN v C 0 Cn m 0 T n I O Z (n 8. 7 TP.. Horizontal Right (field converted with accessory kits) PRODUCT SPECIFICATIONS Fan Coils: FEM, FSM, FSU DIMENSIONAL DATA (refertodrawings on pages 2 & 3) Size all dimensions inches Coil Ship. Model (tons) Type Weight (lbs) A B C D E F G H J Suct. Liquid FEM4X1800A FEM2X1800A FSM4X1800A14 1'/z 42'%6 , 12716 125/,6 10%s 18Y8185/8 n/a 12 5/8 3/a Slope 112 FSM2X1800A s FSU4X1800A FSU2X1800A FEM4X2400A FEM2X2400A FSM4X2400A 2 475/8 175/8 153/ 155/8 153/s 23Y8 235/s n/a 17 5/8 3/e Slope 120 FSM2X2400A FSU4X2400A FSU2X2400A FEM4X3000A 495/6 122 FEM2X3000A FSM4X3000A 2'/2 175/8 153/4 155/8 153/8 23Y8 235/8 n/a 17 3/a 3/s Slope 120 FSM2X3000A 475/s FSU4X3000A 122 FSU2X3000A FEM4X3600A FEM2X3600A 495/6 15'16 23716 23Y8 n/a "A" 157 FSM4X3600A FSM2X3600A 3 21% 19% 19%8 n/a 3/4 3/s FSU4X3600A 53716 193/,6 2615/,6 27Y219 Slope 146 FSU2X3600A FEM2X3500A 144 FEM4X4200A FEM2X4200A FSM4X4200A 3'/2 495/8 21% 19%4 19Y815'%6 23%6 23Y8 n/a n/a Ya 3/a "A" 157 FSM2X4200A FSU4X4200A FSU2X4200A FEM4X4800A FEM2X4800A 285/is FSM4X4800A 4 53716 21% 1914 19718 19Y22714 2615/,6 n/a Ys 3/s "A" 175 FSM2X4800A FSU4X4800A n/a FSU2X4800A FEM4X6000A FEM2X6000A FSM4X6000A 5 5936 24 223/4 22 25% 3215/6 325/8 3416 n/a Ys 3/a "A" 201 FSM2X6000A 1 16 6 FSU4X6000A FSU2X6000A 496 14 5000 07 PRODUCT SPECIFICATIONS Fan. Coils: FEM, FSM, FSU WARRANTY SU'M'MARY (refer to Warranty Certificate for complete details) Model Series No Hassle replacement Years of Warranty limited Coil limited Parts FEM4 7 7 5 FSM4 5 5 5 FEM2, FSM2 1 1 1 5 1 5 FSU4, FSU2 I - 1 5 1 5 496 14 5000 07 PHYSICAL DATA Model Size 1800 2400 3000 3600 1 1(3500 FEM2X Only) 4200 4800 6000 TXV factory installed, hard shut-off, bi-flow type for heat pump application FEM2X 3 ton 5 ton 6 ton FSM2X 3 ton 5 ton 6 ton FSU2X 3 ton 5 ton 6 ton FEM4X 2 ton 3 ton 4 ton FSM4X 2 ton 3.ton 4 ton FSU4X 2 ton 3 ton 4 ton . Blower Data CFM (nominal) 600 800 1000 1200 1 1400 1 1600 2000 Motor type FEM models = BPM (high efficiency Brushless. Permanent Magnet) FSM & FSU models = PSC (Permanent Split Capacitor) HP (FEM) 1/3 1/3 1/3 1/2 1/2 3/4 3/4 HP (FSM) 1/4 1/4 1/3 1/3 1/2 3/4 3/4 HP (FSU) 1/4 1/4 1/4 1/3 1/2 3/4 3/4 Filter Data (fitters not supplied with FSU lunits - see Accessories) Filter Size 13 x 21 Y2 163/ax 21Y2 19%a x 21 Y2 235/,6 x 21Y2 Coil Data (all coils 14'/2 fins per inch, wavy lanced bare aluminum fin) FEM, FSM face area (ft2) (except FEM2X3500) 2.23 2.97 4.45 5.93 7.42 FSU face area (ft2) (also FEM2X3500) 2.23 2.97 3.46 4.45 5.93 7.42 Refrigerant Line Connections.(sweat) Liquid (inch) 3/8 3/8 3/8 3/8 3/8 3/8 3/8 Suction (inch) 5/8 5/8 3/4 3/4 7/8 7/8 7/8 496 14 5000 07 PRODUCT SPECIFICATIONS Fan Coils: FEM, FSM, FSU ELECTRICAL DATA, FAN COIL ONLY WITHOUT ELECTRIC HEAT Model (* = 2 or 4) Motor Full Load Amps (FLA) 208/230V, single phase, 60 Hz Minimum Circuit Maximum Fuse/Ckt Bkr Amps Ampacity (MCA) (Max OverCurrent Protection - MOCP) FEM*X1800 2.8 3.5 15 FSM*X1800, FSU -X1800 1.8 2.3 15 FEM*X2400 2.8 3.5 15 FSM*X2400, FSU*X2400 1.8 2.3 15 FEM*X3000 2.8 3.5 15 FSM*X3000 2.4 3.0 15 FSU*X3000 1.5 1.9 15 FEM2X3500, FEM*X3600 4.1 5.1 15 FSM*X3600 2.7 3.4 15 FSU*X3600 2.4 3.0 15 FEM*X4200 4.1 5.1 15 FSM -X4200, FSU -X4200 2.9 3.6 15 FEM*X4800 5.9 7.4 15 FSM*X4800, FSU*X4800 4.3 5.4 15 FEM*X6000 5.9 7.4 15 FSM*X6000, FSU*X6000 5.2 6.5 15 AIRFLOW PERFORMANCE - CFM at a given Speed and Static reading (* = Model 2 or 4) Blower Speed Measured 0.10 Static 0.20 Pressure, inlet to outlet (inches water column) 0.30 0.40 0.50 0.60 FEM*X1800 High 766 739 706 666 619 566 Medium 701 659 619 578 538 499 Low 614 572 530 486 441 396 FSM*X1800 High 913 - ,; 863 807 745 676 601 Medium 852 810` - 758 696 625 544 Low 643 623 584 529 456 366 FSU*X1800 High 852 810 758 696 625 544 Low 643 623 584 529 456 366 FEM*X2400 High 941 905 868 830 792 753 Medium 823 786 747 707 665 622 Low 633 583 533 482 431 378 FSM*X2400 High 1055 991 926 860 793 724 Medium 934 878 818 754 686 614 Low 690 666 633 591 538 476 FSU*X2400 High 1055 991 926 860 793 724 Low 934 878 818 754 686 614 FEM*X3000 High 1130 1097 1063 1028 992 955 Medium 1033 1000 965 928 888 846 Low 840 802 760 713 663 609 FSM*X3000 High 1167 1112 1048 977 896 808 Medium 1070 1032 978 908 822 721 Low 910 888 849 791 715 621 FSU*X3000 High 1 1070 1032 978 908 822 721 Low 1 910 888 1 849 1 791 715 621 (continued on next page) 496 14 5000 07 PRODUCT SPECIFICATIONS Fan Coils: FEM, FSM, FSU AIRFLOW PERFORMANCE - CFM at a given Speed and Static reading (continued) (* = Model 2 or 4) 1400 Blower Speed Measured Static 0.10 0.20 Pressure, inlet to outlet (inches water column) 0.30 0.40 0.50 0.60 FEM2X3500 - High 1437 1398 1354 a 1308 1257 1204 Medium 1282 1238 1192 1142 1090 1036 Low 1168 1118 1067 1014 959 903 FEM*X3600 - .048 High 1479 1437 1392 1344 1293 1240 Medium 1327 1282 1 1236 1187 1135 1081 Low 1192 1151 1100 1039 970 890 FSM*X3600 - High 1650 1598 1541 1478 1410 1335 Medium 1450 1412 1367 1313 1252 1183 Low 1235 1208 1173 1132 1084 1029 FSU*X3600 6000 High 1352 1316 1273 1223 1167 1103 Low 1137 1112 1081 1043 998 946 FEM*X4200 High 1616 1578 1533 1480 1420 1353 Medium 1479 1437 1392 1344 1293 1240 Low 1303 1258 1211 1161 1108 1054 FSM*X4200 FSU*X4200 High 1720 1668 1602 1521 1426 1316 Medium 1576 1540 1488 1421 1338 1239 Low 1388 1367 1330 1278 1209 1124 FEM*X4800 High 1805 1772 1739 1704 1669 1632 Medium 1652 1617 1581 1543 1504 1463 Low 1458 1418 1377 1335 1292 1248 FSM*X4800 FSU*X4800 High 1902 1824 1743 1659 1571 1479 30 Medium 18 1763 1690 1611 1527 1436 Low 1625 1584 1531 1465 1387 1296 FEM*X6000 High 2057 2024 1989 1954 1916 1878 Medium 1799 1766 1731 1695 1658 1618 Low 1667 1633 1596 1558 1517 1475 FSM*X6000 FSU*X6000 High 2128 2050 1965 1875 1778 1674 Medium 1959 1898 1829 1750 1663 1566 Low 1748 1709 1659 1598 1525 1442 NOTES: 1. Airflow based on dry coil at 230V with factory approved filter and electric heater (2 element heater for model sizes 1800 - 3600, 3 element heater for model sizes 4200 - 6000) 2. Not recommended for use above 0.60 inches water column external static pressure. 3. Shaded cells indicate airflow is greater than 450 CFM per ton. STATIC PRESSURE DROP ACROSS_ FILTER (inches of water column) Model Size 400 600 800 1000 CFM 1200 1400 1 1600 1800 2000 1800 .020 .044 .075 - - - - - - 2400 - .044 .075 .110 - - - - - 3000 - - .048 .072 .100 - - - - 3500 & 3600 - - - .072 .100 .130 - - - 4200 - - - - .070 .092 .120 - - 4800 - - - - - .092 .120 .152 - 6000 1 - - - - - - .120 .152 .187 496 14 5000 07 7 PRODUCT SPECIFICATIONS Fan Coils: FEM, FSM, FSU STATIC PRESSURE CORRECTION FROM DRY'TO WET COIL (inches of water column) Airflow performance chart on pages 6-7 was developed using fan coils with DRY coils. When taking a static reading across a WET coil, adjust the static pressure numbers on pages 6-7 by adding the values in this table (for a given CFM, wet coil will have greater static pressure drop than dry coil). Model Size CFM 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 1800 (all) .034 .049 .063 - - - - - - - - - - - - - 2400 (all) .016 .027 .038 .049 .059 - - - - - - - - - - - 3000 (all) - - - .049 .059 .070 .080 - - - - - - - - - 3500 (FEM) 3600(FSU) _ _ _ _ - .055 .064 .073 .081 - - - - - - - 3600 (FEM) 3600 (FSM) _ _ _ _ - .034 .042 .049 .056 - - - - - - - 4200 (all) - - - - - - - .049 .056 .063 .070 - - - - - 4800 (all) - - - - - - - - - .038 .043 .049 1.054 .059 - - 6000 (all) - - - - - - - - - - - .027 1 .031 1 .035 1.039 1 .043 CLEARANCES AND UNIT DIMENSIONS ( OPENING) F E B A 0 O H G (SERVICE I PD ACCESS) (OPENING) 38-17-82 No Heaters All Sides From Supply Duct 0 With Heaters All Sides 0 From First 3 feet of Supply Duct to Combustibles 1 From Supply Duct to Combustibles after 3 feet 0 ALL MODELS all dimensions inches Unit Size A B I C D E F -1-477 G 1800 106 11 1913/,6 125/,. 22 21 2400 1534 11 19'3/is 155e 2217 21 -Ti- 3000 1534 11 19'3/,6 -15-7--2-2T-1756 13500 3500/3600 3600 19%4 11 191376 19' 22Ya 21A 21 420019Y4 11 19'3/,6 19A 22Y6 21A 21 4800 94 11 19'3/,s 19 8 22 21 21 6000 2234 11 973/,6 221Xs 22 24'As 24 FS --TT FSM FEM Unit Size H inches 1800 42'X6 42'X6 421%6 2400 471X6 47'X6 471X6 3000 47'X,6 47'As 4958 3500 - - 537% 3600 53%,s 495e 4956 4200 4958 495/8 495e NY% 4800 531/1, 53'/,s 6000 593/,6 593/16 593/,6 496 14 5000 07 PRODUCT SPECIFICATIONS Fan Coils: FEM, FSM, FSU ELECTRIC HEATERS ACCESSORIES Description Description Part Number Use with models FSU models I FSM & FEM models Disconnect Kit EBAC01DSC use with All Heaters 5 kW thru 10 kW Downflow Base Kit EBAC01 NCB 1800 1800 EBACO2NCB 2400, 3000 2400, 3000 EBAC03NCB 3600, 4200, 4800 3500, 3600, 4200, 4800 EBAC04NCB 6000 6000 Downflow Conversion Kit - Slope Coil EBAC01DFS 1800, 2400, 3000, 3600 1800, 2400, 3000, 3500 Downflow Conversion Kit - "A" Coil EBACO2DFA 4200, 4800, 6000 3600, 4200, 4800, 6000 Single Point Wiring Kit EBAC01SPK only for use with 15 kW & 20 kW fused heaters Single Point Wiring Kit - Square DO Jumper Bar Assembly QOU14100JBAF (Available through Square D only) Only for use with EHK15AKB and EHK20AKB breaker heaters Permanent Filter Kit (box of 12) EBAC01FKS 1800 1800 EBAC01 FKM 2400, 3000 2400, 3000 EBAC01 FKL 3600, 4200, 4800 3500, 3600, 4200, 4800 EBAC01FKX 6000 6000 No Heat (Plug) Kit (box of 6) EBAC01PLG ALL Factory Installed PVC Condensate Trap Kit (box of 50) EBAC01CTK ALL ALL Horizontal Drainpan Kit - Slope Coil EBAC01 DPK 1800 Factory Installed EBACO2DPK 2400, 3000 EBAC03DPK 3600 Horizontal Drainpan Kit - A -Coil EBAC04DPK 4200 EBAC05DPK 4800 EBAC06DPK 6000 Horizontal Gasket Kit EBAC01GSK ALL ALL (required for horizontal right and downflow) ELECTRIC HEATERS Part Number Description Use with Model Sizes EHK05AKN 5 kW, single phase, no internal circuit protection ALL EHK05AKB 5 kW, single phase, with circuit breakers ALL EHK07AKN 8 kW, single phase, no internal circuit protection ALL EHK07AKB 8 kW, single phase, with circuit breakers ALL EHK09AKCN 9 kW, supplied as single phase, field convertible to 3-phase, no internal circuit protection 3500, 3600, 4200, 4800, 6000 EHK10AKN 10 kW, single phase, no internal circuit protection ALL EHK10AKB 10 kW, single phase, with circuit breakers ALL EHK15AKF 15 kW, single phase, with fuses 2400, 3000, 3500, 3600, 4200, 4800, 6000 EHK15AKB 15 kW, single phase, with circuit breakers 2400, 3000, 3500, 3600, 4200, 4800, 6000 EHK15AHN 15 kW, 3-phase, no internal circuit protection 3500, 3600, 4200, 4800, 6000 EHK18AHN 18 kW, 3-phase, no internal circuit protection 4200, 4800, 6000 EHK20AKF 20 kW, single phase, with fuses 3000, 3500, 3600, 4200, 4800, 6000 EHK20AKB 20 kW, single phase, with circuit breakers 3000, 3500, 3600, 4200, 4800, 6000 EHK25AHCF 24 kW, supplied as 3-phase, field convertible to single phase, with fuses 4800, 6000 EHK30AHCF 30 kW, supplied as 3-phase, field convertible to single phase, with fuses 4800, 6000 V 496 14 5000 07 9 PRODUCT SPECIFICATIONS Fan Coils: FEM, FSM, FSU MINIMUM CFM WHEN USING ELECTRIC HEAT (motor speed Low except as noted) Model Size 5 8 9 10 Heater kW 15 18 20 24 30 1800 525' 525' - 600* - - - - - 2400 700$ 700$ - 700$ 775$ - - - - 3000 875 875 - 875 875 - 1060' - - 3500 & 3600 1050 970 970 970 920 - 1040 - - 4200 - 1225 1225 1225 1225 1225 1225 - - 4800 - 1400 1400 1400 1400 1400 1400 1400 1400 6000 - 1750 1750 1750 1750 1 1750 1 1750 1750 1750 Yr Indicates High speed (Black wire) for 2 -speed motor. Indicates Medium speed (Blue wire) for 3 -speed motor or High speed (Black wire) for 2 -speed motor $ Indicates Medium speed (Blue wire) for 3 -speed motor or Low speed (Red wire) for 2 -speed motor STATIC PRESSURE CORRECTION FOR ELECTRIC HEATERS (inches of water column) Airflow performance chart on pages 6-7 was developed using fan coils with 10 kW electric heater (2 elements) in the 1800 - 3600 model sizes, and 15 kW electric heaters (3 elements) in the 4200 - 6000 model sizes. When using a different number of heater elements, adjust the static pressure numbers on pages 6-7 by adding or subtracting the values in this table (for a given CFM, more electric heater elements create higher static pressure drop). Model Size Heater kW No Heater 5 8 or 10 1 9 or 15 20 18, 24, or 30 Number of Heat Elements 0 1 2 3 4 6 1800 +0.02 +0.01 0 -0.02 -0.04 - 2400 +0.02 +0.01 0 -0.02 -0.04 - 3000 +0.02 +0.01 0 -0.02 -0.04 - 3500 & 3600 +0.02 +0.01 0 -0.02 -0.04 - 4200 +0.04 - +0.02 0 -0.02 -0.10 4800 +0.04 - +0.02 0 -0.02 -0.10 6000 +0.04 - +0.02 0 -0.02 -0.10 10 496 14 5000 07 N CD 0 0 0 V TABLE 4 - FIELD MULTIPOINT WIRING OR 24 AND 30 KW SINGLE PHASE P Minimum Circuit Ampacity Minimum Wire Size (AWG) TABLE 3 - ELECTRIC HEATER ELECTRICAL DATA Max Fuse/Ckt Bkr Amps Max Wire Length 208/230V Heater kW H Heater Model Heater kW 230V 208V Phase Internal Circuit Protection Single Circuit Heater Amps 208/230V Dual Circuit L1, L2 L3, L4 Branch Circuit 208/230V Minimum Circuit Ampacity (MCA) Max Fuse/Ckt Bkr Amps (Max OverCurrent Protection) Single Dual Circuit Single Cir- Dual Circuit Circuit L1, L2 L3, L4 cult L1, L2 L3, L4 EHK05AKN* 5 3.8 1 None 18.1/20.0 - - 26.0128.4 - - 30130 - - EHK05AKN" 5 3.8 1 1 None 18.1120.0 - - 31.2133.5 - - 35135 - - EHK05AKB* 5 3.8 1 Ckt Bkr 18.1 120.0 - - 26.0/28.4 - - 30130 - - EHK05AKB*" 5 3.8 1 Ckt Bkr 18.1/20.0 - - 31.2133.5 - - 35/35 - - EHK07AKN 8 6.0 1 None 28.9132.0 - - 44.7148.5 - - 45150 - - EHK07AKB 8 6.0 1 Ckt Bkr 28.9/32.0 - - 44.7/48.5 - - 45/50 - - 1 None 32.8/36.0 - - 49.5153.5 - - 50160 - - EHK09AKCNt 9 6.8 3 None 18.8120.8 - - 32.0134.5 - - 35135 - - EHK10AKN 10 7.5 1 None 36.2140.0 - - 53.8158.5 - - 60160 - - EHK10AKB 10 7.5 1 Ckt Bkr 36.2140.0 - - 53.8/58.5 - - 60160 - - EHKI5AKF 15 11.3 1 Fuse 54.2159.9 36.2140.0 18.1 120.0 76.3183.4 53.8/58.5 22.7125.0 80190 60/60 25125 EHK15AKB 15 11.3 1 Ckt Bkr - 36.2/40.0 18.1 120.0 - 53.8158.5 22.7 P-5.0 - 60160 25/25 EHK15AHN 15 11.3 3 None 31.3 34.6 - - 47.7151.8 - - 50/60 ' - - EHKI8AHN 18 1 13.5 3 None 37.6/41.5 - - 55.5160.4 - - 60/70 - - EHK20AKF 20 15.0 1 Fuse 72.3/79.9 36.2/40.0 36.2140.0 98.9/108.4 53.8/58.5 45.3150.0 1001110 60/60 50/50 EHK20AKB 20 15.0 1 Ckt Bkr - 36.2/40.0 36.2140.0 - 53.8/58.5 45.3/50.0 - 60160 50150 3 Fuse 50.1/55.4 - - 71.2/77.8 - - 80/80 - - EHK25AHCF$ 24 18.0 1 Fuse 86.7195.5 - - 116.9/127.9 - - 1251150 - - 3 Fuse 62.6/69.2 - - 86.8/95.0 - - 901100 - - EHK30AHCF$ 30 22.5 1 Fuse 109/120 - - 144.81158.5 - - 1501175 - - TABLE 4 - FIELD MULTIPOINT WIRING OR 24 AND 30 KW SINGLE PHASE P Minimum Circuit Ampacity Minimum Wire Size (AWG) Max Fuse/Ckt Bkr Amps Max Wire Length 208/230V Heater kW H Heater Amps 208/230V 208/230V 208/230V$ Min Gnd 208/230V (FT)$$ Heater Model A Wire Size L1, L2 L3, L4 L5, L6 L1, L2 L3, L4 L5, L6 EL21 ] L5, L6 L1, L2 L3, L4 L5, L6 L1, L2 L3, L4 L5, L6 230V 208V E 208/230V EHK25AHCF 24 18.0 1 28.9132.0 28.9132.0 28.9132.0 44.7/48.5 36.2/40.0 36.2140.0 8/8 8/8 1 818 10/10 45/50 40140 40140 59160 73173 73/73 EHK30AHCF$ 30 22.5 1 36.2140.0 36.2140.0 36.2140.0 53.8/58.5 45.3/50.0 45.3150.0 1 6/6 8/8 1 818 1 10/10 1 60160 50150 50150 78180 59/59 59/59 Notes: * When used with Fan Coil model sizes 2400, 3600 ** When used with Fan Coil model sizes 4200, 4800, 6000 Includes blower motor amps of largest Fan Coil used with heater t Supplied as single phase, field convertible to 3-phase $ Supplied as 3-phase, field convertible to single phase, single or multiple supply circuits $$ Length shown is as measured one way along wire path between unit and service panel for a voltage drop not to exceed 2% O v C n N a M n T n O Z N m 3 0 0 M E T 3 U) C PRODUCT SPECIFICATIONS Fan Coils: FEM, FSM, FSU FAN COIL MODEL NUMBER IDENTIFICATION GU.I'DE F S U 2 X 1800 A 1. F = Fan Coil S = Standard PSC E = GE X-13 MOTOR TYPE U = Upflow M = Multiposition INSTALLATION TYPE 2 = R-22 4 = Environmental) Sound R -410A REFRIGERANT X = TXV METERING DEVICE 1800 = 18,000 BTUH = 11/2 tons 2400 = 24,000 BTUH = 2 tons 3000 = 30,000 BTUH = 21/2 tons i 3500 & 3600 = 36,000 BTUH = 3 tons 4200 = 42,000 BTUH = 31/2 tons 4800 = 48,000 BTUH = 4 tons 6000 = 60,000 BTUH = 5 tons NOMINAL CAPACITY Sales Code En i eering Revision ACCESSORIES PART NUMBER IDENTIFICATION GUIDE EB AC 01 NCB A EB = Evaporator Blower AC = Accessory 01 = Product Identifier Number NCB = Non -Combustible Base Kit DFK = Down Flow Kit PLG = Power Plug (no heat kit) SPK = Single Point Wiring Kit FKS = Filter Kit Small FKM = Filter Kit Medium FKL = Filter Kit Large FKX = Filter Kit Extra Large CTK = Condensate Trap Kit PVC pipe) Sales Code ELECTRIC HEATER MODEL N'U'MBER IDENTIFICATION GUIDE EHKT 05 A K N 1 E K = Electric Heater Kit 05=5kW 07=7kW 09=9kW 10 = 10 kW 15 = 15 kW 18 = 18 kW 20 = 20 kW 25 = 25 kW 30 = 30 kW NOMINAL HEAT VALUE Sales Code K = 208 / 230 single-phase H = 208 / 230, 3-phase KC = 208 / 230, supplied as single phase, field convertible to 3-phase HC = 208 / 230 supplied as 3-phase, field convertible to single phase VOLTAGE 60 Hz Product Identifier Eng neering Code International Comfort Products, LLC Lewisburg, Tennessee 37091 USA www.DayandNight.com 12 496 14 5000 07