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Home My WebLink About2725 CHESTNUT AVE; ; CB081364; Permit10-14-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Miscellaneous Permit Permit No CB081364 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 2725 CHESTNUT AV CBAD MISC 1673922000 $000 Subtype OTHER Lot# 0 Status Applied Entered By Plan Approved Issued Inspect Area TILLITSON RES - INSTALL GARAGE ROOF-MOUNTED SOLAR HOT WATER SYSTEM NOT PREPLUMBED Applicant SUNTREK THERMAL SOLAR 120 N PACIFIC #E-6 92069 760-891-9092 Owner SMITH RUSSELL A 2725 CHESTNUT AVE CARLSBAD CA 92010 ISSUED 07/16/2008 LSM 10/14/2008 10/14/2008 Miscelaneous Fee #1 Miscelaneous Fee #2 Additional Fees TOTAL PERMIT FEES PERMIT FEE $12000 $000 $000 $12000 Total Fees $120 00 Total Payments To Date $12000 Balance Due $000 BU/LDJNG PLANS .IN STORAGE .ATTACHED Inspector FINAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation^ has previously otherwise expired ' City of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718/2719 Fax 760-602-8558 www carlsbadca gov Building Permit Application Plan Check No.t 'Sfo ^ Est. Value Plan Ck. Deposit Date 10%D7^£ ctfefJ^vr #"?> CT/PROJECT # I LOT # | PHASE ## OF UNITS # BEDROOMS SUITE#/SPACE#/UNIT# # BATHROOMS APN TENANT BUSINESS NAME CONSTR TYPE OCC GROUP ve, demolish or repair any structure, prior(Sec. 70315 Business and Professions Code Any City or County which r— _ r , — ..... .. ..,-.. _.., r....licensed .pursuant to the provisions of the Contractor's License La* {thiotet 9, commtnomg with Section iwi ol Division 3 of the Business and ProfessionsSection 7031S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) to is issuance, also requires the applicant lor such permit to file'a signed statement that he isCode} or that lie is exempt therefrom and the basis for the alleged exemption Any violation of Workers' Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations n I ha\jje and will maintain a certificate of consent to self insure for workers' compensation as provided by Section 3700 of the Laboi Code, for the performance of the work for which this permit is issued *9"Thave and will maintain workers'comrjensation, as required by Section 3700 of the Labor CodeJor the performance of the work for which this permit is issued My workers compensation insurance carrier and oplicy number are Insurance Co ^f9/^ (LL/WF). \J-J\J £. /^'^V—^ Policy No / "7 Q 3'7/ ? —pt90 ^k Expiration Dale Q / ~^V ~ f^ y-y -j This section need not be completed if the permit is for one hundred dollars ($100) or less n Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California 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 (4100,000), in acjdition to the cost of compensation, damagf s as provided fofln Section 3706 of the Labor code, interest and attorney's fees -p • . ~^ / ^ / (0 ' CJ / hereby affirm that I am exempt from Contractor s License Law for the following reason O 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 Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If however, the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) n I as owner of the property, am exclusively contracting wilh licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) O I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O Yes O No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contrac:ors' license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address I phone / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) ^PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act' O Yes d No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes d No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' O Yes O No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representative of the City of Carlsbad to enter upon the above mentoned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the Building Ofbial under Die mpvisions of this Code shall expire by limitation and become null and void if (he building or work authonzed by such permit is not commenced within 180 days from the date of such permit or if theJu*W!ngJbr work authonzed by suchpermit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) ^APPLICANT'S SIGNATURE DATE City of Carlsbad Bldg Inspection Request For 11/14/2008 Permit* CB081364 Title TILLITSON RES - INSTALL GARAGE Inspector Assignment Description ROOF-MOUNTED SOLAR HOT WATER SYSTEM NOT PREPLUMBED Sub Type OTHERType MISC Job Address 2725 CHESTNUT AV Suite Lot 0 Location APPLICANT SUNTREK THERMAL SOLAR Owner SMITH RUSSELL A Remarks Phone 7602755239 Inspector Total Time CD Description 29 Final Plumbing mments Comments/Notices/Holds Requested By JIM Entered By BINSPECT Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments EsGil Corporation In (Partnership with government for (BuiUing Safety DATE 1O/6/08 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 08-1364 SET III PROJECT ADDRESS 2725 Chestnut Ave. PROJECT NAME Domestic Roof Mounted Solar Water Heater XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fa< # Mail Telephone Fax In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC 9/29/08 9320 Chesapeake Drive, Suite 208 * San Diego. California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (Buihfing Safety DATE 8/18/08 O^PPIJTAMT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 08-1364 SET II PROJECT ADDRESS 2725 Chestnut Ave. PROJECT NAME Domestic Roof Mounted Solar Water Heater The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to David Baca 120 N Pacific, Suite #6, San Marcos, CA 92069 Esgil Corporation staff did not advise the applicant that the plan check has been completed Al Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted, David Baca Telephone # (619)384-3275 Date contacte Jy /^ /^<>(by^$ Fax # (760)891-9094 MaiL/ Telephone FaxiX^ln Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC 8/14/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 ^ (858)560-1468 * Fax (858) 560-1576 Carlsbad OS-1364 ,8/18/OS Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 Provide complete framing plan of the existing garage roof on which you intend to install the Suntrek Solar Collector The design engineering provided covers a multitude of different conditions I have no way to determine what applies to this project Along with the framing plan of the garage roof clearly indicate in the engineering information which condition applies to the proposed A full structural review will be completed when the requested information is provided This correction still applies. Provide complete roof framing plan of the actual building that is to receive the solar tank. The framing plans must be stamped and signed by the design engineer assuming responsibility for the project The design calc's and construction details apply to generic condition and not to the project conditions. END OF REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation Thank you EsGil Corporation In Partnership -with government for <Buififing Safety DATE 7/25/08 JURISDICTION Carlsbad r-ptAN REVIEWER Q FILE PLAN CHECK NO 08-1364 SET I PROJECT ADDRESS 2725 Chestnut Ave. PROJECT NAME Domestic Roof Mounted Solar Water Heater The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to David Baca 120 N Pacific, Suite #6, San Marcos, CA 92069 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted. Dayid Baca Telephone # (619) 384-3275 Date contactea^/^To^Tby^^ Fax # (760)891-9094 Maill(/ Telephone Fav' In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC 6/17/08 9320 Chesapeake Drue, Suite 208 4 San Diego, California 92123 ^ (858)560-1468 ^ Fax (858) 560-1576 Carlsbad O8-1364 7/25/O8 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O8-1364 JURISDICTION Carlsbad PROJECT ADDRESS 2725 Chestnut Ave. FLOOR AREA NA REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 7/25/08 STORIES one HEIGHT no change DATE PLANS RECEIVED BY ESGIL CORPORATION 6/17/08 PLAN REVIEWER Chuck Mendenhall FOREWORD (PLEASE READ). This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC _ The above regulations apply, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 105 4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e., plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad 08-1364 7/25/O8 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 Provide complete framing plan of the existing garage roof on which you intend to install the Suntrek Solar Collector The design engineering provided covers a multitude of different conditions I have no way to determine what applies to this project Along with the framing plan of the garage roof clearly indicate in the engineering information which condition applies to the proposed A full structural review will be completed when the requested information is provided END OF REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation Thank you Carlsbad 08-1364 7/25/08 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Chuck Mendenhall BUILDING ADDRESS 2725 Chestnut Ave. PLAN CHECK NO 08-1364 DATE 7/25/08 BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VB BUILDING PORTION Solar WH Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) NA cb Valuation Multiplier Hrly By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance _^ Type of Review F" Complete Review $12000 F" Repetitive Fee -, Repeats F" Other P Hourly Esgil Plan Review Fee Structural Only Hour $9600 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc ~h f S S & to < ^^ h» OCT142008 City of CARLSBAD BUILDING DEPT OBOE THEf IT SERIES INTEGRAL COLLECTOR STORAGE SYSTEM SPECIFICATION SHEET SIMPLE, DURABLE, AND RELIABLE The CopperHeart Integral Collector Storage System • Low Iron Tempered Glass 'Secondary Silicons Glazing Seal • Primary EPDM Glazing Seal Moderately Selective Absorber Coating Stainless Steel Fasteners Seamless Copper Storage Cylinders • Aluminum Backsheet • Extruded Anodized Aluminum Casing and CapstripRiveted Corners Integral Mounting Channel '» 15% Silver Brazed Manifolds Rigid Foam Insulation PROTECTING OUR ENVIRONMENT-SINCE 1978 I. COPPERHEART ICS SPECIFICATIONS /.J> / £ <ir / # Cr ^/cJ^//^ CP-20 CP30 CP40 1 ;.2o;-. 32 40 154 210 .264 321 477 597 36 1/2 36 1/2 36 1 /2 50 1/4 ' 78 1/4 98 1/4 67/8 6 7/8 6 7/8 1390 21 10 2460 . Vl090 17 40 21 91 12O •;•'•. 120 • -'120. 3/4 ;•',• 3/4 '.'3/4 ' ' "•..•29". ; 29 .29 1 For systems where two individual CopperHeart ICS units drc required or preferred the model numbers are CP 40 2 (two CP 20) CP 60 (two CP 30) and CP 80 (two CP 40) THERMAL PERFORMANCE RATINGS* • ;. • ' Btu/Day/Unit Output ' • •• •> : , ; Model CP20 CP30 • CP-40 CLEAR DAY 2000 Btu/ft2/Doy 18,675 31 730 35 810 MILDLY CLOUDY DAY 1500 Btu/ft2/Day : 11 900 - 21 690 24 750 CLOUDY DAY 1 000 Btu/ft2/Day •V •,•'•' -9 940 .-•• ..• 16 465 18,505 . ' Performance results are for the Solar Rating ynd Certification Corporation (SRCCI rating day and are derived from TRNSYS simulation in conjunction with SRCC OG 2OO system test results OG 200 tosts were independently conducted by DSET Laboratories Inc Phoenix AZ ENGINEERING SPECIFICATIONS (Perforrrkince specifications subject to testing error of +/ 3%) The solar water heating system shall be of the integral collector stor age (ICS) type, and shall require no pumps controls, or parasitic energy consumption for its normal operation The ICS unit shall be the SunEarth CopperHeart ICS model number The CopperHeart ICS unit shall be tested in conformance with SRCC Standard OG 200 by an independent testing laboratory certified by the SRCC under system standard OG 300 and also by the Florida Solar Energy Center (FSEC) GENERAL The dimensions of the CopperHeart ICS model number shall be inches in length 36 1/2 inches in width, and 6 7/8 inches total depth to the top of the glazing cap strip and be rated at a nominal capacity of U S gallons The casing shall be an anodized aluminum extrusion (alloy 6063 T5), a minimum 1/8 inch in thick ness with an architectural dark bronze finish Sheet metal fasten ers shall be stainless steel (18 8 #10 X 1/2) The framewall shall be secured by four exterior anodized aluminum corner brackets attached with 8 each AD54BS aluminum rivets per corner The cas ing backsheet shall be textured aluminum of not less than 014 inches in thickness GLAZING The glazing shall be one sheet of low iron tempered glass of not less than 1/8 inch thickness and have a minimum transmissivity of 91% The glazing shall be thermally isolated from the casing by a continuous EPDM gasket There shall be a secondary silicone seal between the glass and the aluminum capstrip to minimize the intru sion of moisture into the casing INSULATION The backing insulation shall be a foil faced polyisocyanurate foam sheathing boarc with a minimum thickness of 1 1/2 inches and shall be siliconed in place to the aluminum backsheet Aged ther mal resistance R value of the backing and side wall insulation shall be not less than R 12 at 75° F mean temperature The ends of the ICS shall be insulated with 1 inch polyisocyanurate foam sheathing board with an aged thermal resistance R Value of no (ess than 7 2 ABSORBER/STORAGE CYLINDERS The CopperHeart ICS shall combine the collector and storage tank as one unit The all copper storage cylinders shall be seamless drawn 4 125 inch O D copper tubing with a minimum wall thick ness of 058 inches and have machine spun ends to accept 7/8 inch O D Type L copper internal manifolds Eight storage cylinders shall be manifolded in series to form a storage vessel The rated internal working pressure shall be 120 PSIG at 200° F All internal manifold braze joints shall be joined utilizing a copper phosphorous brazing alloy with no less than 15% silver content and conforming to the American Welding Societys BCuP 5 classification EPDM grommets shall isolate the manifolds from the aluminum casing ABSORBER COATING The absorber coating shall be a moderately selective paint with a minimum absorptivity of 94 percent and a maximum emissivity of 56 percent Due to SunEarth s policy of continuous product improvement specifications are subject to change without notice MANUFACTURED BY 4315 Sania Ana St •Onlano,CA9I761 (909)605-5610 • Fax (909) 605-5613 www sunearthinc com AVAILABLE FROM o o 05 RECYCLED PAPER- SOY BASED INK KRISTOPHER COLLINS, P.E.JOB SUN EARTH. INC LOCATION 4315 SANTA ANA ST ONTARIO, CA. 91761 601 S MILUKEN AVE SUITE H ONTARIO, CA 91761 (909) 605-6865 PHONE {o~r> 605-6870 FAX STAMP DATE 5/15/2001 JOB NO DWG FILE MODa No IPTION-ALTERNATE FRAMING FOR SOLAR UNIT WHERE EXISTING ROOF FRAMING EXCEEDS THE ALLOWABLE LOAD SPANS. REFER TO LOAD SPAN TABLE FOR SPECIFIC MODEL USE (4) \bd NAILS TYP USE (3) I6d NAILS TYP BEARING HM.L SUN EARTH, INC ^^___ SUPPORT SI ) S 1 < )<(• ROOF FRAMIN6- . KICKERS MATCf- FRAMIN6 SPACI USE 2X4 KICKEP USE 2X6 KICKEF BEARING WALL NOT TO SCALE CONVENTIONAL FRAMING w/ BEARING HALL PARALLEL TO SOLAR UNIT COLLINS, P.E.JUB SUN EARTH, INC LOCATION 4315 SANTA ANA ST ONTARIO. CA. 91761 601 S MILUKEN AVE. SUITE H ONTARIO, CA 91761 (909) 605-6865 PHONE (909) 605-6870 FAX DATE 5/15/2001 MODEL No JOB NO DWG RLE BIPTION ALTERNATE FRAMING FOR SOLAR UNIT WHERE EXISTING ROOF FRAMING EXCEEDS THE ALLOWABLE LOAD SPANS REFER TO LOAD SPAN TABLE FOR SPECIFIC MODEL STAMP MUST BE 45° OR LESS USE (4) \bd NAILS TCP (USE OF SIMPSON STRAP BOTH SIDES IS AN ACCEPTABLE ALTERNATIVE) USE (3) \bd NAILS TYP BEARING WALL SUN EARTH; INC SUPPORT STRUTS IT ROOF FRAM1N6 KICKERS MATCHING. ROOF FRAMING SPACIN6 USE 2X4 KICKER UP TO 6'-O" LENGTH USE 2X6 KICKER OVER 6'-O" LENGTH BEARING- HALL NOT TO 5CALF CONVENTIONAL FRAMING w/ BEARING HALL PERPENDICULAR TO SOLAR UNIT •l , CL O oz a:<01 o:LUa.a.oo f oz i" OL<LUz a. UJ LL O O Ui Hi g LU cco UJa. OTz_i Oocr UJ a.O oTao in £ LU Q.Q_ OO O ILU Z w Lil Q. CO OotrLU Q.o coor Q.oo OLIII COo: LU J2. u.OOtrLU CO o. Serrated base grips the roof deck to prevent the base from moving while installing the lag bolt USED FOR MOUNTING: • Photovoltaic Solar Panels n Solar Thermal Panels • Communication Equipment 1 Virtually anything needing structural attachment to a roof! professional SOLAR products^ (805) 486-4700 (805) 486-4799-fax 1551 S. Rose Ave. Oxnard, CA 93033 View more info on our website at: www.prosolar.com FastJack • Laboratory Jested -:.t "^^——"———^^—^-———^—Patent #6,360,491 Flashable Roof Stanchion The patented design of the FastJack® can be easily expressed as the most innovative, efficient and cost-effective tool of it's kind* Between the precision CNC machined base and stanchion along with strict engineering and material standards, the FastJack® has been laboratory tested to provide 2,359 pounds of strength using only a single lag bolt (included)! Four Sizes Available' FastJack® FJ-300-18 For Ooley® style flashings 3" High Part* FJ-300-18 For low profile installations using Ootey® flashings (for composition shingle roof-tops) 4-1/2" High Part#FJ-450-18 For installations using standard flashings (for composition & Hal rooftops) 6" High Part* FJ-600-18 For standard flashings (for flotlile rooftops) 7-1/2" High Part* FJ-750-18 For standard flashings (sized for S-curve tile roofs and/or double flashed installations) FastJack® FJ-450-18 For standard height flashings The Fast Jock® design is covered under Pat #6,360,491 Using Ira 5/16" x 3-1/2" lag Bolt Commercial FastJack® also available (rated at 4,250 Ibs.) Benefits of the FastJack® • Removable post mokes installation on existing roofs/retrofit quick and easy (refer to the illustration to the right) • Patented design locates the lag bolt directly under the stanchion providing superior strength values Easy installation of flashings on existing roof-tops 3/8" x 3/4" SS Hex Bolt Fast & easy to install saves time ond labor costs • Precision machined from extruded aluminum, there are no welds to corrode or break • Significantly lighter than steel for installer convenience and reduced shipping costs • Integrated drill guide insures perfect pilot holes every time minimizes the possibility of splitting roof rafters • Base design allows virtually ony roof flashing to install flat on the roof deck Email us foi more information prosolar@prosolar. com Standard & Oatey® Flashings slip over the base and under the delicate shingle 3/8 SSFlat Washer The post can be installed through the top of the flashing FASTJACKJayoutS indd 1 4/20/06 33919PM Lm^3 /7 / mS^^^iS* ""'k P^OPO means easier stocking abilities, less packaging waste and quicker, more convenient /IQr^^ £ ^/Cl^^l\ installation Everything in the photo below is shipped in a recloseable box for storage of extra parts —^^^^^—•—••••••••••••i^—^—•Pa-Jin #6.360«91 Easy Installation: The Fast Jack® is available in four convenient sizes All sizes are packaged in quantities of 18 per box 18-1" Round Posts (3", 4-1/2", 6" or 7-1/2" tall) 18 - Threaded bases 18 - 3/8" x 3/4" SS Hex Bolts 18 - 3/8" SS Flat washers 18 - 5/16" x 3" SS Lag bolts 18 - 5/16" SS Flat Washers ® Professional Soldi Products Inc Monh 2006 Flashing Template Available for Oatey (Pictured) and standard flashings Makes cutting in a perfect flashing easy and painless1 Kit includes Fast Jack post threader with knob FASTJACKJayoutS indd 2 4/20/06 33923PM Quality Solar Energy Product* TEN-YEAR LIMITED PRODUCT WARRANTY This warranty- only applies to the following SunEarth products (hereinafter SunEarth Products) COLLECTORS Empire, Imperial, SunWise, and Custom Collectors ABSORBERS SunBurst and Custom Absorber Plates used in any glazed application ICS AND DRAINBACK CopperHeart ICS, CopperHeart Tanks, and CopperStor DramBack Tanks Under conditions of normal use and service the above SunEarth Producls are warranted to the original, or subsequent users, for a period of 10 years from the date of sale to the end user SunEarth's liability for these products shall be limited to repairing or replacing at SunEarth's option, without charge, FOB SunEarth's factory or an authorized SunEarth distributor or service center SunEarth will not be liable for any costs of transportation, inspection, removal, remstallation, or any other labor or freight charges that may arise in connection with a warranty claim, except as expressly set forth in this warranty "• The use of ANY ot the above SunEarth Products for pool or spa heating is NOT covered by this warranty, UNLESS the pool or spa water is isolated from the above SunEarth Products through the use of a heat exchanger FIELD LABOR Field labor to repair or replace any detective SunEarth Product is reunbmsable as lollows Yeart Year 2-5 Year 6 ~ 10 $100/coIIector $75/collector $50/collector FREIGHT AN& SHIPPING EXPENSED In. the. event of a valid warranty claim, approved by SunEarth, SunEarth will pay for freight and shipping, expenses as follows Year 1 of Warranty SunEarth will pay the freight and shipping costs for the new or repaired SunEarth Product between SunEarth and the nearest local distributor, dealer, authorized service center, city, or shipping terminal After Year 1 of Warranty Freight and shipping costs are the responsibility of the owner THIS WARRANTY DOE&NOT APPLY This warranty does not apply to the following (1) conditions resulting from a failed component or part that is not part of the above listed SunEarth Products, (2) to damage caused by freezing conditions, (3) to conditions resulting from misuse, abuse, neglect, accident, or alteration, (4) to cosmetic discoloration of the collector framewall, absorber plate, or glazing over time, (5) to glass breakage, (6) to conditions resulting from the introduction of harmful chemicals, caustic fluids, or liquids deleterious to copper tubing, including improperly applied or maintained heat transfer fluids or chlorinated pool or spa water, (7) to SunEarth Products in which heat transfer fluids other than potable water or propylene glycol (DowFrost HD recommended) was used, (8) to propylene glycol pH levels above 10 or below 8, (9) to periods of Effective 3/31/06 Protecting Our Environment - Since 1978 www sunearthinc coin ITJ I stagnation in excess of 30 daysr (10) to excessive pressure, (11) to erosion corrosion of the copper tubing resulting from excessive flow rates, (12) to improper plumbing configurations that do not conform to SunEarth's manifolding requirements, (13) to clouding or condensation naturally resulting from temporary intrusions of moisture into the collector, (14) to conditions resulting from floods, earthquakes, winds, fire, lightning, or circumstances beyond SunEarth's control, (15) to damage caused by installation methods, including mounting, that do not conform to relevant national, state or local codes and ordinances, good industry practices, or to current applicable SunEarth manuals, diagrams, technical bulletins, or written installation instructions, (16) or to applications other than medium temperature (110 - 160F) domestic water heating If one of the above SunEarth Products is purchased outside the continental United States certain conditions of this warranty may NOT apply Please contact your local SunEarth distributor or dealer for details LIMITED WARRANTY EXCEPT AS EXPRESSLY PROVIDED IN THIS WARRANTY, THE ABOVE SUNEARTH PRODUCTS ARE PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED^ INCLUDING^ RUT NOT LIMITED TQr THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE OR ANY WARRANTY OR NON-INFRINGEMENT. SOME. STATES DO NOT ALLOW THE EXCLUSION OF IMPLIED WARRANTIES, SO THE ABOVE EXCLUSION MAY NOT APPLY TO YOU LIMITATIONS OF REMEDIES IN NO EVENT SHALL SUNEARTH BE LIABLE FOR ANY DAMAGES FOR LOST PROFITS, LOST SAVINGS OR OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES, ARISING OUT OF THE USE OR INABILITY TO USE THE ABOVE SUNEARTH PRODUCTS, OR FOR ANY CLAIM BY A THIRD PARTY SOME STATES DO NOT ALLOW THE LIMITATION OR EXCLUSION OF LIABILITY FOR INCIDENTAL OR CONSEQUENTIAL DAMAGES, SO THE ABOVE LIMITATION MAY NOT APPLY TO YOU EXCLUSIVE AGREEMENT THIS WARRANTY CONSTITUTES THE ENTIRE, COMPLETE, FINAL, AND EXCLUSIVE AGREEMENT FOR THE SUNEARTH PRODUCTS LISTED ABOVE THIS WARRANTY SUPERSEDES ANY PROPOSAL, AGREEMENT, OR REPSRESENTATION, OR ANY OTHER COMMUNICATION, EITHER WRITTEN OR ORAL, MADE BETWEEN SUNEARTH AND SUNEARTH'S DISTRIBUTORS OR DEALERS, OR BETWEEN SUNEARTH AND THE END CONSUMER HOW TO MAKE A CLAIM To obtain service under tins warranty, the product in question must be returned to the distributor or dealer of SunEarth products nearest you, or an authorized SunEarth service center Each claim must be accompanied by documentation providing the following Owner's name, address, email address, and phone number Installation contractor's name, email address, and phone number Original sales receipt Product model and serial number(s) Date of installation Date of failure Reason for failure Pictures of the suspected manufacturing defect - digital pictures of the suspected manufacturing defect also need to be submitted If you have any warranty questions, contact your installation contractoT or SunEarth at (909) 4^4'- Protecting Our Environment - Since 1978 www sunearthinc com 0 3£ o Q*—^ ^ IAPMO RESEARCH AND TESTING, INC. 5001 E Philadelphia St Ontario CA 91761-2816 (909) 472-4100 Fax (909)472-4244 www lapmo org IAPMO ANSI ANSI Accredited Program PRODUCT CERTIFICATION CERTIFICATE OF LISTING IAPMO Rut.iirt.li and IcMing Inc is a product i.eriitication hods \tluch ti.il-. ind mspccU samples taken Iri.m ihc supplier s slock or Irom the market nr j combination ol both to \<.nt\ complianee m Ilic requirements of .ipplieahlc eotics anil standards This .i>.Ii\ H\ is coupled with pcrKidic surveillance ol the supplic! . factory and warehouses as \M.!| ;LS the assi.SMiit.nt ol the supplier s (Jualiix A.xsuranec Ssstcm I his listing i, subiccl ui the conditions sit torlh in tin. characicrisiiLs below and is not to hi t.onstrut,d j.s am rn-tiniincnddlion awiranci or guarunti.i. In lAPMf) Kisi.art.li and Icstinc Int. ol Ihc product aitLplanci h\ >iuthorii]i.'s Date IDENTIFICATION Augusr 2006 Integral Collector Storage (1CS) Suntiarth, Iiic 8425 AJtt.eria Ave Fontana, CA 3,?33b Void After August 200? File No ^-2^5 Product s •Supplier' •Collector certifica s /stem, a cumulativ •Storage t capacity •Method of exchange^, applicabl •Pump(s) ri •Controlle -y'here app •System di hall be marked permanently and legibly with s model name or number for the system name and rroael number tion number, number of SFCC collertoi collectors used in the d ccllectci or system perforraap.ee rating, ior all collectoi in the system ank • s) r.ame and model 'iunb<:->i. , and volumetric heat transfer to tank dj rect or through a hea'.. and model and type of heat exchange! where o arrso ana model number and jating where applicable r name and model r.u-n'oer, tjnd operational type licable agram showing components and their interconnection Product sh=il!. also bear the US EC* C ertii icat ion Mark M I his inline i.s !or iht pt,rintl ind!c.,ilcd hcriin jnd is mid -ilUr Ilic dnit. slnntn aho\c An\ ihjiigi in nui>.n il niiuiulat-luriiig pruckss inarkmi.' or dcs'iui til' ,iu' havinu: first (ihlaiiKd (hi. appnua] i)f tin Pnuluct Kiscinh Comirmttx or ,in\ nidt-iKi. nt iion-coinpliiUiiL \iiih applicable codes ,uid standaid' or ot interior workman.-,hip ma\ hi, dt-tnitd sullicii.nl causi. lor rcvocatitm ot this listing Reproduction til or rctircm*. lo this lorm for ddvcrtisMis! purpobcs ma\ be made onlv b> spculic written permission of lAI'MO Research and Tcsnnf Im. . - An\ alteralion ollhts ce could bt. lirountb tor ri.voi.a!ii>n ot thi. lisiini; 7\ic * « C ^ dk Chairman Product Research Committee'1 MI.UIINX IAPMO RESEARCH AND TESTING, INC. CERTIFICATE OF LISTING '•;rcauct Issued To Page 2 Effective-- Date August 20C6 v/Gici After August 200 / Integra! Collector Storage !ICS) Suneart.'j, Inc CHARACTERISTICS Domestic sclar water neating systems for small coaunercial buildings, including conventional active systems, integral-ccllectcr-stcrage- systems (ICS) ana thermosyf..'1'o--! systems Size, ivoiqh! and capacity are as shown Cor each l:sted mode] To b* provided winh a listed pressure relief valve at the sola;- collector ana a listed temperature i, fjressure relief valve on aux: lary tar'<« To be installed in accoraance with the manufacturer's ir;st rucnior.s and che provisions of the latest edition of the Uniform Solar Energy Code Products comply with the applicable sections of the latent editic-r- of the Uniform Solar Energy Code Manufactured to the requirements of OG 300-2001 COPPfc.K HEART ICS CP-20, CP-3C, CP-4C Sponsor of the Uniform Plumbing Code™, Uniform Mechanical Code™, Uniform Swimming Pool, Spa, and Hoi Tub Code™, and Uniform Solar Energy Code™ Solar Valving at hot water heater Insulated Hot Return from Solar Dram Valve Solar Bypass Valve Hot Supply Hot Water Heater Dram Valve Cold Supply to Solar Cold Supply Shut-Off ROOF SLOPE < 4:12 TILE ROOF (REG. WT.) - NO CEILING LOAD FRAMING SPACED @ 12" 0/C coDL = (DLT+DLF) 12 IN coDL=16PLF coLL = LL2 12 IN coLL = 20PLF TOTAL ROOF DEAD LOAD TO MEMBERS TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 16" 0/C coDL = (DLT + DLF) 16 IN o>DL = 213PLF TOTAL ROOF DEAD LOAD TO MEMBERS co LL = LL2 16 IN <D LL = 26 7 PLF TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 24" O/C coDL = (DLT + DLF) 24 IN coDL = 32PLF coLL =LL224 IN coLL = 40PLF TOTAL ROOF DEAD LOAD TO MEMBERS TOTAL ROOF LIVE LOAD TO MEMBERS TELE ROOF (REG. WT.) WITH CEILING LOAD FRAMING SPACED @ 12" O/C coDL = (DLT+DLF + DLC) 12 IN o>DL=185PLF coLL =LL2 12 IN coLL = 20PLF TOTAL ROOF DEAD LOAD TO MEMBERS TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 16" O/C coDL = (DLT + DLF + DLC) 16 IN coDL = 24 7 PLF TOTAL ROOF DEAD LOAD TO MEMBERS coLL = LL2 16 IN coLL = 26 7 PLF TOTAL ROOF LIVE LOAD TO MEMBERS L~ FRAMING SPACED @ 24" 0/C coDL = (DLT + DLF + DLC) 24 IN coDL = 37 PLF coLL = LL224 IN coLL = 40PLF TOTAL ROOF DEAD LOAD TO MEMBERS TOTAL ROOF LIVE LOAD TO MEMBERS R.T VYHARTQN & ASSOCIATES, INC 601 S Milliken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32(c)198399ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kns\sunearth\CD 40t ecw CP 40 Description single 2x4 member - roof slope 412- regular wt tile (MODEL No CP-40) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements jj Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c • no cl 2x4 1500 3500 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c - no cl 24" o/c - no cl 12" o/c - w/ cl 16" o/e - w/ cl 24" o/c - w/ cl 2x4 1 500 3500 000 2x4 1500 3500 000 2x4 1 500 3500 000 2x4 1500 3500 000 2x4 1500 3500 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch Douglas Fir Larch,Douglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive Center Span Data j|| Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 650 1600 1600 19900 3000 Ratio = 0 9860 in-k ft psi psi psi psi r~™— 586 299 1,9134 1,9406 Bending OK 577 1188Shear OK 600 2130 21 30 19900 3000 09898 588 300 1 ,920 8 1,9406 Bending OK 61 4 1188 Shear OK 525 3200 3200 19900 3000 09519 566 300 1,8473 1 ,940 6 Bending OK 755 1188Shear OK 600 1850 1600 199 00 3000 09162 544 300 1,7780 1,9406 Bending OK 552 1188Shear OK 550 2470 21 30 19900 3000 08949 532 299 1,7367 1 ,940 6 Bending OK 634 1188Shear OK 525 3700 3200 19900 3000 0 9860 j| 586 300 1,9134 1,9406 Bending OK 789 1188Shear OK Reactions Jj @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 15915 5200 211 15 14385 5200 19585 16340 6390 22730 16340 6390 22730 16929 8400 25329 19771 8400 281 71 15500 4800 203 00 155 00 4800 203 00 15838 5857 21695 17647 5857 23505 18241 8400 26641 21084 8400 29484 Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0303 2578 -0075 1,0408 -0377 3198 2067 -0253 2847 -0072 994 1 -0325 3000 2213 -0181 3474 -0064 9877 -0245 2688 2571 -0243 2959 -0054 1 ,323 3 -0 298 3000 241 8 -0197 3355 -0051 1,2906 -0248 2794 2663 -0191 3293 -0064 9877 -0255 2688 2470 R T WHARTQN & ASSOCIATES, INC. 601 S Milhken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343, Ver SI 3, 21 Jun 1999 Win32(c)I98399ENERCALC Timber Beam & Joist Page 1 c \jobs2001 \kns\sunearth\cp40t ecw CP 40 Description single 2x4 member - roof slope less than 412- regular wt tile - (MODEL No CP-40) [Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi ps i ksi 12" o/c - no cl 2x4 1500 3500 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c ouglas Fir 1, - nocl 2x4 1 500 3500 000 24" o/c - no cl 2x4 1 500 3500 000 12" o/c Larchpouglas Fir Larch Douglas Fir 9000 950 6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 1, - w/ cl 2:<4 1 500 3500 000 16" o/c Larch Douglas Fir 9000 950 6000 1250 Sawn Repetitive 1, -w/cl 2x4 1 500 3500 000 24" o/c Larch Douglas Fir 9000 950 6000 1 250 Sawn Repetitive 1, -w/cl 2x4 1 500 3500 000 Larch 9000 950 6000 1 250 Sawn Repetitive Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 625 1600 2000 19900 3000 Ratio = 09812 in-k ft psi psi psi psi 583 300 1 ,904 1 1 ,940 6 Bending OK 589 1188Shear OK 575 2130 2670 19900 3000 09745 579 299 1,891 1 1,9406 Bending OK 653 1188Shear OK 500 3200 4000 19900 3000 09183 546 300 1,7821 1,9406 Bending OK 798 1188Shear OK 575 1850 2000 19900 3000 08953 532 299 1,7375 1,9406 Bending OK 583 1188Shear OK 550 2470 2670 19900 3000 09358 556 299 1,8161 1,9406 Bending OK 672 1188Shear OK 500 3700 4000 19900 3000 09486 J 564 300 1,8408 1 ,940 6 Bending OK 830 1188Shear OK Reactions Deflections @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs ^^15348 6250 21598 14552 6250 20802 15641 7676 23317 16506 7676 241 83 15960 10000 25960 19940 10000 29940 148 36 5750 205 86 15701 5750 21451 15838 7342 231 80 17647 7342 24990 17210 10000 27210 211 90 10000 311 90 1 Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0268 2803 -0080 9366 -0348 3100 2157 -0220 3143 -0077 901 0 -0296 2898 2330 -0151 3964 -0066 9147 -0217 2560 2767 -0211 3260 -0057 1.202& -0 269 2898 2567 -0197 3355 -0064 1 ,029 5 -0261 2794 2530 -0160 376 1 -0066 9147 -0225 2560 2666 R.T WHARTON & ASSOCIATES, INC 601' S Milliken Ave., Suite H Ontario, California 91761 'Phone (909) 605-6865 Fax (909) 605-6870 Title • Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32(0198399ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kns\sunearth\cp 40t ecw CP 40 Description double 2x4 member - roof slope 412- regular wt tile (MODEL No CP-40) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c • no cl 2-2x4 3000 3500 000 ouglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 16" o/c • no cl 2-2x4 3000 3500 000 24" o/c - no cl 2-2x4 3000 3500 000 12" o/c - w/ cl 2-2x4 3000 3500 000 16" o/c - w/ cl 2-2x4 3000 3500 000 24" o/c - w/ cl 2-2x4 3000 3500 000 ouglas Fir LarchDouglas Fir Larch Douglas Fir Larch Douglas Fir Larch Douglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive Center Span Data jj Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 925 1600 1600 19900 3000 Ratio = 0 7097 in-k ft psi psi psi psi 844 303 1 ,377 2 1 ,940 6 Bending OK 392 1188Shear OK 875 2130 21 30 19900 3000 07669 912 301 1,4883 1,9406 Bending OK 436 1188Shear OK 775 3200 3200 19900 3000 08296 986 301 1,6100 1 ,940 6 Bending OK 503 1188Shear OK 800 1850 1850 19900 3000 0 656') 780 30! 1,274 ! 1 ,940 b Bending OK 374 1188Shear OK 750 2470 2470 19900 3000 06983 830 300 1 ,355 1 1 ,940 6 Bending OK 41 6 1188Shear OK 675 3700 3700 19900 3000 0 7546 jf 897 300 1,4645 1 ,940 6 Bending OK 486 1188Shear OK •- 1 Reactions Deflections @ Left End DL LL Max DL-t-LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 20846 7400 28246 13854 7400 21254 22396 9319 31715 161 42 93 19 25460 24597 12400 36997 201 03 12400 32503 19837 7400 27237 14862 7400 22262 21202 9262 30465 17222 9262 26485 23543 12487 36031 21332 12487 33819 Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0432 2569 -0 154 7223 -0585 4403 1897 -0408 2575 -0164 641 0 -0571 4200 1838 -0333 2795 -0151 6141 -0484 3782 1922 -0296 3246 -0099 9657 -0395 3840 2431 -0269 3341 -0 103 8778 -0372 3 660 2421 -0227 3567 -0101 8038 -0328 3321 2471 R.T V/HARTOH & ASSOCIATES, INC 601* S. Milhken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title • Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope • Rev 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\CD 40t ecw CP 40 Description double 2x4 member - roof slope less than 4 12 - regular wt tile - (MODEL No. CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps ps ks 12" o/c - no cl 2-2x4 3000 3500 000 ouglas Fir Larch, 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c - no cl 2-2x4 3000 3500 000 Calculations are designed to 1997 NDS 24" o/c • no cl 2-2x4 3000 3500 000 12" o/c - w/ cl 2-2x4 3000 3500 000 16" o/c - w/ cl 2-2x4 3000 3500 000 and 1 997 UBC Requirements jf 24" o/c - w/ cl 2-2x4 3000 3500 000 ouglas Fir LarchDouglas Fir Larch Douglas Fir LarchDouglas Fir Larch Douglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive Center Span Data | Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center ©X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft Wft Ibs Ibs ft 900 1600 2000 19900 3000 Ratio = 0 7286 m-k ft psi psi psi psi 866 302 1,4139 1,9406 Bending OK 406 1188 Shear OK 850 21 30 2670 19900 3000 07895 938 303 1,5321 1,9406 Bending OK 457 1188 Shear OK 750 3200 4000 19900 3000 08523 1013 300 1,6539 1 ,940 6 Bending OK 529 1188 Shear OK 775 1850 2000 19900 3000 06460 763 301 1,2537 1,9406 Bending OK 372 1183 Shear OK 725 2470 2670 19900 3000 06833 812 302 1 ,326 0 1,9406 Bending OK 41 2 1188 Shear OK 675 3700 4000 19900 3000 07717 | 917 300 1 ,497 5 1,9406 Bending OK 499 1188 Shear OK_ — . — . _ . @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 20467 9000 29467 13833 9000 22833 in in in ft -0399 2708 -0 172 6274 -0570 4320 1893 21929 11347 33276 16076 11347 27424 -0374 2731 -0183 5578 -0556 4114 1835 23940 15000 38940 19960 15000 34960 -0300 3004 -0166 5420 -0466 3660 1933 19366 7750 271 1(> 148 7? 7750 226 22 -0 269 3458 -0 095 9825 -0363 3751 2559 206 19 9679 30298 171 88 9679 26867 -0242 3590 -0097 8990 -0339 3538 2566 23543 13500 37043 21332 13500 34832 1 -0227 3567 -0109 7435 -0336 3321 241 1 R.T WHARTON & ASSOCIATES, INC. 601 S Milhken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title • Sun Earth Inc Job # Dsgnr Kristopher Collins Date. 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343, Ver 5 1 3 22 Jun 1999 Win32 (0198399ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\CD 40t ecw CP 40 Description double 2x6 member - roof slope 412- regular wt tile - (MODEL No CP-40) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c • no cl 2-2x6 3000 5500 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c - no cl 2-2x6 3000 5500 000 24" o/c - no cl 2-2x6 3000 5500 000 12"o/c-w'cl 2-2x6 3000 5500 000 16" o/c - w/ cl 2-2x6 3000 5500 000 24" o/c - w/ cl 2-2x6 3000 5500 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch.Douglas Fir LarchPouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 1675 1600 1600 19900 3000 Ratio = 0 6796 in-k ft psi psi psi psi 1729 724 1,1429 1 ,681 9 Bending OK 380 1188Shear OK 1525 21 30 21 30 19900 3000 07335 1866 671 1,2336 1,681 9 Bending OK 424 1188Shear OK 1350 3200 3200 19900 3000 08358 21 26 605 1,4057 1,681 9 Bending OK 508 1188Shear OK 1425 18 50 1850 19900 3000 05950 15 14 598 1 ,000 8 1,681 9 Bending OK 367 1188Shear OK 1300 2470 2470 19900 3000 06432 1636 556 1,081 7 1,681 9 Bending OK 41 2 1188Shear OK 11 50 3700 3700 19900 3000 0 7265 1848 506 1,221 8 1,681 9 Bending OK 493 1188 Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 29736 13400 431 36 16964 13400 30364 32226 16241 48468 201 56 16241 36397 37078 21600 58678 26022 21600 47622 268 92 131 81 420 73 173 M 131 81 305 '52 31363 16055 47418 20647 16055 36702 35984 21275 57259 26466 21275 47741 [Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0688 2922 -0426 4721 -1 113 8 107 1806 -0605 3027 -0389 4699 -0993 7442 1842 -0525 3085 -0359 4508 -0884 6588 1832 -0444 384 8 -0 2'58 6630 -0 702 6897 243.7 -0392 3983 -0239 654 1 -0630 6292 2477 -0336 4108 -0219 6308 -0554 5612 2489 R T. WHARTON & ASSOCIATES, INC 601' S Milliken Ave, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 43PM, 21 MAY 01 Description . Conventional framing load spans Scope Rev 510300 U«r KW 0601343 Ver 5 1 3 22 Ian 1999 Win32 (0198399ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kns\sunearth\cD 40t ecw CP 40 Description double 2x6 member - roof slope less than 412- regular wt tile - (MODEL No CP-40) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c - no cl 2-2x6 3000 5500 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c - no cl 2-2x6 3000 5500 000 24" o/c • no cl 2-2x6 3000 5500 000 12" o/c - w/ cl 2-2x6 3000 5500 000 16" o/c • w/ cl 2-2x6 3000 5500 000 24" o/c - w/ cl 2-2x6 3000 5500 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch Douglas Fir Larchflouglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive Center Span Data \ Span Dead Load Live Load Point #1 DL LL @X ft Wft #/ft Ibs Ibs ft r 1600 1600 2000 19900 3000 1475 21 30 2670 19900 3000 1300 3200 4000 19900 3000 1400 1850 2000 19900 3000 1300 2470 2670 19900 3000 1150 3700 4000 19900 3000 Results Ratio =06934 07646 08652 0 5969 06627 07495 Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable m-k ft psi psi psi psi 1764 698 1,166 1 1,681 9 Bending OK 394 1188Shear OK 1945 655 1,2860 1,681 9 Bending OK 448 1188Shear OK 2201 588 1,4552 1,681 9 Bending OK 537 1188 Shear OK 15 18 588 1,0039 1,681 9 Bending OK 371 1188 Shear OK 1686 562 1,1146 1,681 9 Bending OK 423 1188Shear OK 1907 506 1,2606 1 ,681 9 Bending OK 507 1188Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 28969 16000 44969 16531 16000 32531 31561 19691 51253 19756 19691 39447 361 08 26000 621 08 25392 26000 51392 285 86 14000 425 86 17214 14000 31214 31363 17355 48718 20647 17355 38002 35984 23000 58984 26466 23000 49466 Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0593 3239 -0443 4333 -1 035 7744 1855 -0541 3269 -0427 4143 -0968 7198 1828 -0462 3377 -0386 4039 -0848 6344 1840 -0 4?0 4001 -0 260 6468 -0 679 6776 2474 -0392 3983 -0258 6051 -0649 6292 2404 -0336 4108 -0237 5835 -0572 5612 241 2 R.T W.HARTOM & ASSOCIATES, INC. 601'S.MillikenAve, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job* Dsgnr Knstopher Collins Date. 543PM, 21 MAY 01 Description . Conventional framing load spans Scope Rev 510300User KW 0601343 Ver513 22Junl999 Win32(c)198399ENERCALC Timber Beam & Joist c \jobs2001\kris\sunearth\cj Page 1 i 40t ecw CP 40 Description single 2x8 member - roof slope 4 12 - regular wt tile - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c • no cl 2x8 1500 7250 000 ouglas Fir Larch 9000 950 1,6000 1250 Sawn Repetitive 16" o/c - no cl 2x8 1500 7250 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements j| 24" o/c • no cl 2x8 1500 7250 000 12" o/c - w/ cl 2)8 1 500 7250 000 16" o/c - w/ cl 2x8 1500 7250 000 24" o/c - w/ cl 2x8 1 500 7250 000 ouglas Fir LarchDouglas Fir Larch Douglas Fir Larch.Douglas Fir Larch Douglas Fir Larch 9000 950 1 ,600 0 1250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1250 Sawn Repetitive Center Span Data | Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft ft/ft Ibs Ibs ft 1750 1600 1600 19900 3000 Ratio = 0 9068 in-k ft psi psi psi psi 1850 770 1,4079 1,5525 Bending OK 589 1188Shear OK 1600 21 30 21 30 19900 3000 09870 20 14 710 1 ,532 4 1 ,552 5 Bending OK 659 1188 Shear OK 1300 3200 3200 19900 3000 09805 2000 577 1,5223 1,5525 Bending OK 734 1188 Shear OK 15?5 1850 1600 19900 3000 07786 1588 647 1 ,208 7 1,5525 Bending OK 557 1188 Shear OK 1400 2470 21 30 19900 3000 08501 1734 605 1,3198 1,5525 Bending OK 624 1188Shear OK 1250 3700 3200 19900 3000 0 9780 j| 1995 555 1,5184 1,5525 Bending OK 746 1188 Shear OK Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 30489 14000 44489 17411 14000 31411 in in in ft -0694 3027 -0443 4740 -1 136 8470 1849 33209 17040 50249 20771 17040 37811 -0620 3098 -0412 4659 -1 031 7808 1862 361 08 20800 56908 25392 20800 461 92 -0403 3867 -0270 5782 -0673 6344 231 8 30091 12200 42291 18021 12200 30221 -0483 3786 -0255 7163 -0738 7381 2479 32926 14910 47836 21554 14910 36464 -0437 3846 -0242 6955 -0678 6776 2478 38249 20000 58249 27901 20000 47901 ™™J -0389 3853 -0231 6504 -0620 6 100 2420 R.T WHARTON & ASSOCIATES, INC 601' S. Milhken Ave , Suite H Ontario, California 91761 'Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope DRev 510300 User KW 0601343 Ver 5 ] 3 22 Jun 1999 Win32(c)J9B399ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kns\sunearthNcp40t ecw CP 40 Description single 2x8 member - roof slope less than 4 12 - regular wt tile - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL4LL @ Right End DL LL Max DL+LL in in ft psi psi ksi 12" o/c - no cl 2x8 1 500 7250 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive ft m #/ft Ibs Ibs ft 1700 1600 2000 19900 3000 Ratio = 0 9506 in-k ft psi psi psi psi 1939 755 1,4758 1 ,552 5 Bending OK 621 1188Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 29988 17000 46988 171 12 17000 341 12 Calculations are designed to 1997 NDS and 1997 UBC Requirements jf 16" o/c- no cl 24" o/c- no cl 12"o/c-w/cl 16"o/c-w/cl 24"o/c-w/cJ 2x8 1 500 7250 000 2x8 1 500 7250 000 2x8 1 500 7250 000 2x8 1 500 7250 000 2x8 1500 7250 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Lan hJJouglas Fir Larch Douglas Fir Larch, 9000 950 1,6000 1250 Sawn Repetitive 1500 21 30 2670 19900 3000 09794 1998 666 1,5205 1 ,552 5 Bending OK 676 1188Shear OK 31895 20025 51920 19955 20025 39980 9000 950 1,6000 1250 Sawn Repetitive 1225 3200 4000 19900 3000 09797 1999 544 1,521 0 1,5525 Bending OK 757 1188 Shear OK 34627 24500 591 27 24473 24500 48973 9000 950 1,6000 1 250 Sawn Repetitive 1475 1850 2000 19900 3000 0 8040 1640 63! 1,248? 1 ,552 5> Bending OK 579 1188 Shear OK 29496 14750 44246 17691 14750 32441 9000 950 1,6000 1 250 Sawn Repetitive 1350 2470 2670 19900 3000 08755 1786 589 1,3593 1,5525 Bending OK 650 1188 Shear OK 321 50 18022 501 73 21095 18022 391 17 9000 950 1 ,600 0 1 250 Sawn Repetitive 1175 3700 4000 19900 3000 09671 1973 522 1,5014 1,5525 Bending OK 768 1188 Shear OK 36557 23500 60057 26818 23500 50318 \ ;OTMiOTJjj I Deflections 1 Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0631 3235 -0493 4137 -1 123 8296 181 7 -0500 3602 -0399 451 1 -0898 7320 2004 -0330 4452 -0266 5528 -0596 5978 2467 -0434 408 1 -0279 6334 -0713 7139 2484 -0387 4184 -0262 6188 -0649 6588 2498 -0315 4470 -0225 6264 -0540 5734 261 0 R.T WHARTON & ASSOCIATES, INC. 601' S Milhken Ave , Suite H Onfano, California 91761 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date. 5 43PM, 21 MAY 01 Description Conventional framing load spans Fax (909) 605-6870 Rev 510300 User KW 0601343 V« 5 1 3 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Scope • Timber Beam & Joist Page 1 | Description double 2x8 member - roof slope 412- regular wt tile (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c - no cl 2-2x8 3000 7250 000 ouglas Fir Larch 9000 950 1 ,600 0 1250 Sawn Repetitive Calculations are designed to 1997 NDS and 1997 UBC Requirements j| 16" o/c - no cl 24" o/c - no cl 12" o/c - w/ cl 16" o/c - w/ cl 24" o/c - w/ cl 2-2x8 3000 7250 000 2-2x8 3000 7250 000 ouglas Fir LarchDouglas Fir Larch Doug 9000 950 1 ,600 0 1250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 2-2x8 3000 7250 000 2-2x8 3000 7250 000 2-2x8 3000 7250 000 las Fir Lan h.Douglas Fir LarchJDouglas Fir Larch, 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1250 Sawn Repetitive Center Span Data j| Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 2275 1600 1600 19900 3000 Ratio = 0 6998 in-k ft psi psi psi psi 2855 1056 1,0865 1 ,552 5 Bending OK 358 1188Shear OK 2075 21 30 21 30 19900 3000 07650 31 21 971 1,1876 1,5525 Bending OK 405 1188Shear OK 1825 3200 3200 19900 3000 08739 3566 861 1 ,356 7 1 ,552 5 Bending OK 492 1188Shear OK 1950 1850 1850 19900 3000 06087 248* 889 9451 1,5525 Bending OK 35 1 1183Shear OK 1800 2470 2470 19900 3000 06795 2772 835 1 ,054 9 1 ,552 5 Bending OK 401 1188Shear OK 1575 3700 3700 19900 3000 0 7655 £ 31 23 737 1,1884 1 ,552 5 Bending OK 484 1188Shear OK Reactions ____j| @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 35476 18200 53676 20824 18200 39024 in in in ft -0848 3221 -0633 431 5 -1 480 11 193 1845 391 22 22099 61220 24976 22099 47075 -0761 3273 -0583 4272 -1343 10209 1854 45829 29200 75029 32471 29200 61671 -0660 331 7 -0524 4180 -1 184 8979 1850 348 76 1803,' 52913 210 99 18037 391 3,' -0 552 424 J -0 39!> 592,' -0 94(> 951(5 2474 38813 22230 61043 25547 22230 47777 -0515 4191 -0383 5644 -0898 8856 2406 45247 29137 74385 32928 291 37 62065 ^^^^--J-0436 4331 -0336 5624 -0772 7749 2447 R.T WHARTON& ASSOCIATES, INC. 601 S. Milliken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope Rev- 510300 User KW 0601343, Ver 5 1 3, 22 Jun 1999 Win32 <c)198399EWERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\cD-40t ecw CP 40 Description double 2x8 member - roof slope less than 412- regular wt tile - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psipsi ksi 12" o/c - no cl 2-2x8 3000 7250 000 ouglas Fir Larch, 9000 950 1,6000 1 250 Sawn Repetitive 16" o/c • no cl 2-2x8 3000 7250 000 Calculations are designed to 1997 NDS 24" o/c - no cl 2-2x8 3000 7250 000 12" o/c - v»Y cl 2-2x8 3000 7250 000 16" o/c - w/ cl 2-2x8 3000 7250 000 and 1997 UBC Requirements Jj 24" o/c - w/ cl 2-2x8 3000 7250 000 ouglas Fir UrchDouglas Fir Larch.Douglas Fir Urch.Douglas Fir Larch,Douglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive [Center Span Data Span Dead Load Live Load Point #1 DL LL @X ft #/ft #/ft Ibs Ibs ft 2200 1600 2000 19900 3000 2000 2130 2670 19900 3000 1775 3200 4000 19900 3000 19 25 1860 2000 19900 3000 1775 2470 2670 19900 3000 1550 3700 4000 19900 3000 [Results Ratio =07314 07964 09240 061&9 06864 07707 Reactions Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable m-k ft psi psi psi psi 2984 1021 1,1354 1,5525 Bending OK 379 1188Shear OK 3249 936 1 ,236 4 1,5525 Bending OK 429 1188Shear OK 3770 838 1,4346 1,5525 Bending OK 527 1188Shear OK 2513 885 9563 1,5525 Bending OK 357 1188 Shear OK 2801 824 1,0656 1,5525 Bending OK 409 1188Shear OK 31 45 725 1,1965 1 ,552 5 Bending OK 493 1188Shear OK_ • — — . — - @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 34786 22000 56786 20314 22000 423 14 38215 26700 64915 24285 26700 50985 44937 35500 80437 31763 35500 67263 34605 19250 53855 209 OB 19250 401 53 38458 23696 621 54 25285 23696 48981 44723 31000 75723 32527 31000 63527 Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location U/Defl Ratio in in in ft r^ -0754 3501 -0692 381 8 -1 445 10824 1827 -0668 3593 -0631 3806 -1 298 9840 1849 -0598 3564 -0586 3634 -1 183 8733 1800 -0 523 4379 -0405 5699 -0933 9394 247 r -0491 4340 -0391 5445 -0882 8733 241 6 -0412 451 2 -0341 5458 -0753 7626 2471 R.T. WHARTON & ASSOCIATES, INC 601 S Milliken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope. Rev 510300 User KW0601343, VerS 1 3 22 Jim 1999 Win32(c) 1963 99 ENERCALC Timber Beam & Joist r \inhs?001\kn«;\';unparth\rn Page 1 Description single 2x10 member - roof slope 4.12- regular wt tile - (MODEL No CP-40) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps psi ksi 12" o/c - no cl 2x10 1500 9250 000 ouglas Fir Larch 9000 950 1,6000 1250 Sawn Repetitive 16" o/c - no cl 2x10 1 500 9250 000 24" o/c - no cl 2x10 1 500 9250 000 12" o/c - w/ cl 2x10 1 500 9250 000 16"o/c-w/cl 24' 2x10 1 500 9250 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch.Douglas Fir Larchpougl 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive o/c - w/ cl 2x10 1500 9250 000 as Fir Larch, 9000 950 1 ,600 0 1250 Sawn Repetitive Center Span Data \ Span Dead Load Live Load Point #1 DL LL @X ft #/ft #/ft Ibs Ibs ft 2325 1600 1600 19900 3000 2025 21 30 21 30 19900 3000 1650 3200 3200 19900 3000 2025 1850 1600 19900 3000 1850 2470 2130 19900 3000 1600 3700 3200 19900 3000 Results Ratio =09741 09824 09803 08197 08979 09920 [Reactions Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in-k ft psi psi psi psi 2965 1079 1,3862 1,4231 Bending OK 564 1188Shear OK 2991 940 1,3981 1 ,423 1 Bending OK 61 6 1188 Shear OK 2984 766 1 ,395 0 1,4231 Bending OK 697 1188Shear OK 2495 923 1,1666 1,4231 Bend ing OK 534 1188 Shear OK 2733 858 1,2778 1,4231 Bending OK 603 1188 Shear OK 3020 749 1,411 8 1 ,423 1 Bending OK 71 4 1188Shear OK @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 18600 54532 211 68 18600 39768 38518 21566 60084 245 14 21566 46081 42682 26400 69082 30018 26400 56418 35683 16200 51883 21679 16200 378 79 39520 19702 59223 26075 19702 45777 45769 25600 71369 33331 25600 58931 Deflections | Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0881 3167 -0665 4198 -1 545 11 439 1806 -0672 361 6 -0509 4773 -1 181 9963 2058 -0444 4463 -0337 5873 -0781 8118 2537 -0605 401 5 -0382 6354 -0987 9882 246 1 -0546 4063 -0355 6260 -0901 9102 2465 -0444 4320 -0298 6441 -0742 7872 2586 R.T. WHARTON & ASSOCIATES, INC 601 'S. Milhken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date. 5 43PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3, 22 Jun 1999 Win32 (c)198399ENERCAt.C Timber Beam & Joist Page 1 c \ipbs2001\kns\sunearth\cp 40t ecw CP 40 Description single 2x10 member - roof slope less than 4 12 - regular wt tile - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb • Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps ps ks 12" o/c - no cl 2x10 1 500 9250 000 ouglas Fir Larch, 9000 950 1 ,600 0 1250 Sawn Repetitive Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 16" o/c - no cl 24" o/c - no cl 12" o/c - w/ cl 16" o/c - w/ cl 24" o/c - w/ cl 2x10 1 500 9250 000 2x10 1 500 9250 000 2x10 1 500 9250 000 2x10 1500 9250 000 2x10 1 500 9250 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch, Douglas Fir Larch,Douglas Fir Larch, 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive Center Span Data j| Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #/ft #/ft Ibs Ibs ft 2225 1600 2000 19900 3000 Ratio = 0 9998 in-k ft psi psi psi psi 3044 1041 1,4228 1 ,423 1 Bending OK 591 1188 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 35017 22250 57267 20483 22250 42733 in in in ft -0755 3535 -0697 3832 -1 451 10947 1840 1925 21 30 2670 19900 3000 09981 3038 901 1,4204 1,423 1 Bending OK 641 1188 Shear OK 37300 25699 62999 23603 25699 49301 -0563 4106 -0521 4433 -1 083 9471 2132 1550 3200 4000 19900 3000 09741 2965 719 1,3862 1,4231 Bending OK 71 9 1188 Shear OK 40848 31000 71848 28652 31000 59652 -0356 5225 -0328 5668 -0684 7626 2720 1975 1850 2000 19900 3000 0 8623 262!) 908 1,227? 1,423 I Bending OK 564 1188 Shear OK 351 46 197 50 548 96 212 92 197 50 41042 -0 555 4270 -0 433 5479 -0987 9636 2401 1800 2470 2670 19900 3000 09425 2869 835 1 ,341 3 1,4231 Bending OK 639 1188 Shear OK 388 13 24030 62843 25547 24030 49577 -0496 4352 -0398 5422 -0894 8856 241 5 1500 3700 4000 19900 3000 09754 2969 696 1,3881 1,4231 Bending OK 736 1188 Shear OK 43670 30000 73670 31730 30000 61730 -0353 5093 -0288 6254 -0641 7380 2808 H^wnJf jj § R.T. WHARTON & ASSOCIATES, INC 601 S. Milhken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 43PM, 21 MAY 01 Description conventional framing load spans Scope Rev 510300Ustr KW 0601343 Ver 5 1 3 22 Jun 1999 Win32(c) 1983 99 ENERCN.C Timber Beam & Joist c \jQbs2001\kris\sunearth\c] Description double 2x10 member - roof slope 4 12 - regular wt tile - (MODEL No CP-40) Page 1 140t ecw CP 40 Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber GradeFb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c • no cl 2-2x10 3000 9250 000 ouglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 16" o/c • no cl 2-2x10 3000 9250 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements | 24" o/c - no cl 2-2x10 3000 9250 000 12" o/c - w/ cl 2-2x LO 3000 92'50 000 16" o/c - w/ cl 2-2x10 3000 9250 000 24" o/c - w/ cl 2-2x10 3000 9250 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Lai ch Douglas Fir Larch Douglas Fir Larch, 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 2'50 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive Center Span Data J| Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft it/ft Ibs Ibs ft 2975 1600 1600 19900 3000 Ratio = 0 7579 m-k ft psi psi psi psi 4614 1428 1,0785 1 ,423 1 Bending OK 342 1188 Shear OK 2725 21 30 21 30 19900 3000 08393 51 10 1308 1,1944 1,423 1 Bending OK 392 1188Shear OK 2375 3200 3200 19900 3000 09492 5779 1149 1,3509 1,4231 Bending OK 478 1188 Shear OK 25 /5 1850 18&0 19900 3000 06647 4047 1226 9460 1,4231 Bending OK 338 1188 Shear OK 2325 2470 2470 19900 3000 07181 4372 11 07 1,021 9 1,423 1 Bending OK 384 1188Shear OK 2050 3700 3700 19900 3000 0 8261 | 5030 984 1,1757 1,423 1 Bending OK 472 1188 Shear OK Reactions k @ Lett End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 41693 23800 65493 25807 23800 49607 46730 29021 75752 31212 29021 60233 55386 38000 93386 40514 38000 78514 41400 23819 65219 261 37 238 19 49956 46046 28714 74760 31281 28714 59995 54913 37925 92838 40837 37925 78762 Deflections if Center DL Defi L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -1 069 3339 -0891 4008 -1 960 14637 1822 -0984 3323 -0835 391 8 -1 818 13516 1798 -0836 3408 -0724 3939 -1 560 11780 1827 -0711 4345 -0 573 5346 -1 289 12669 239 7 -0621 4493 -0513 5439 -1 134 11 439 2461 -0548 449 1 -0464 5297 -1 012 10 168 243 1 R T. WHARTON-& ASSOCIATES, INC 601 S. Milhken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 43PM, 21 MAY 01 Description • Conventional framing load spans Scope Rev 510300 User KW0601343 VcrS 1 3 22 Jim 1999 Win32(c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\cp 40t ecw CP 40 Description double 2x10 member - roof slope less than 4 12 - regular wt tile - (MODEL No CP-40) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL@X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi 12" o/c • no cl 2-2x10 3000 9250 000 ouglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive ft #/fttf/ft Ibs Ibsft 2875 1600 2000 19900 3000 Ratio = 0 7931 in-k ft psi psi psi psi 4829 1380 1,1287 1 ,423 1 Bending OK 363 1188 Shear OK 16" o/c- no cl 24" o/c- no cl 12"o/c-w/U 16" o/c - w/ cl 24" o/c • w/ cl 2-2x10 3000 9250 000 2-2x10 3000 9250 000 2-2x10 3000 9250 000 2-2x10 3000 9250 000 2-2x10 3000 9250 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch Douglas Fir Larch Douglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 2600 21 30 2670 19900 3000 08593 5232 1248 1,2230 1,423 1 Bending OK 41 4 1188Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive 2300 3200 4000 19900 3000 09981 6077 11 13 1 ,420 5 1 ,423 1 Bending OK 51 2 1188 Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 2525 1850 2000 19900 3000 0 6650 4049 1202 9464 1,423 1 Bending OK 343 1186 Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive 2300 2470 2670 19900 3000 07300 4445 11 04 1 ,038 9 1 ,423 1 Bending OK 393 1188 Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 2025 3700 4000 19900 3000 08379 51 01 972 1,1924 1,4231 Bending OK 483 1188Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 40823 28750 69573 25077 28750 53827 45294 34710 80004 29986 34710 64696 541 04 46000 1,001 04 39396 46000 85396 40892 25250 661 42 25721 25250 50971 45709 30705 76414 31001 30705 61706 54414 40500 94914 40411 40500 80911 Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0943 3657 -0971 3553 -1 914 14260 1802 -0827 3770 -0867 3598 -1 694 12896 184 1 -0742 3720 -0796 3469 -1 537 11 408 1795 -0662 4574 -0578 5244 -1 240 12423 2444 -0597 4624 -0531 5198 -1 128 11 316 2447 -0523 4642 -0478 5083 -1 001 10044 2427 R.T. WHARTON-& ASSOCIATES, INC 601 S Milliken Ave, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job* Dsgnr. Knstopher Collins Date 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32 (c)198399ENERCALC Timber Beam & Joist Page 1 Description single 2x4 member;- roof slope 4 12 - asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps ps ksi 12" o/c - no cl 2x4 1 500 3500 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c • no cl 2x4 1 500 3500 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements j| 5 12" o/c - w/ 1 1 16" o/c - w/ cl 24" o/c - w/ cl 2x4 1500 3500 000 2x4 1 500 3500 000 2x4 1 500 3500 000 2x4 1 500 3500 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch Douglas Fir Larch Douglas Fir Larch, 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive Center Span Data jl Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 675 1200 1600 19900 3000 Ratio = 0 9870 m-k ft psi psi psi psi 587 300 1,9153 1 ,940 6 Bending OK 564 1188 Shear OK 625 1600 21 30 19900 3000 09940 591 300 1,9289 1,9406 Bending OK 599 1188 Shear OK 550 2400 3200 19900 3000 09707 577 299 1,8838 1,9406 Bending OK 704 1188 Shear OK 600 1450 1600 19900 3000 08798 523 300 1,7074 1,9406 Bending OK 521 118S Shear OK 575 1930 21 30 19900 3000 09128 543 299 1,771 5 1,9406 Bending OK 598 1188 Shear OK 525 2900 3200 19900 3000 09315 jlflf 554 300 1 ,807 6 1 ,940 6 Bending OK 735 1188 Shear OK Reactions J| @ Left End DL LL Max DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 151 06 5400 20506 12894 5400 18294 in in in ft -0318 2547 -0087 9294 -0405 3294 1999 15348 6656 22004 14552 6656 21208 -0268 i 2803 ' -0 085 8795 -0353 3100 2126 15645 8800 24445 17455 8800 26255 0195 3384 -0077 8590 -0272 2794 2428 14300 4800 191 00 14300 48 00 191 00 -0230 3134 -0054 1,3233 -0284 3000 2534 15066 61 24 211 90 15931 61 24 22055 -0214 3228 -0061 1,1294 -0275 2898 251 0 161 41 8400 24541 18984 8400 27384 ^^^^n^Ji -0175 3592 -0064 9877 -0239 2688 2635 R.T. WHARTON & ASSOCIATES, INC 601 'S. Milhken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job# Dsgnr Knslopher Collins Date 547PM, 21 MAY 01 Description • Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32(c)198399ENERCALC Timber Beam & Joist Page 1 c \jobs2001\kns\sunearth\cp 4Qa ecw CP 40 Description single 2x4 member - roof slope less than 4 12 - asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duraton Factor Member Type Repetitive Status in in ft psi ps ksi 12" o/c - no cl 2x4 1 500 3500 000 ouglas Fir Larch, 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c - no cl 2x4 Calculations are designed to 1997 NDS 24" o/c nocl 12 2x4 1 500 1 500 3 500 3 500 0 00 0 00 ouglas Fir Larchpouglas Fir Larch, DOUJ 900 0 900 0 95 0 95 0 1,6000 1,6000 1250 Sawn Repetitive 1250 Sawn Repetitive " o/c - w/ cl 2x4 16" o/c - w/ cl 2x4 and 1997 UBC Requirements 24" o/c - w/ cl 2x4 1 500 1 500 1 500 3 500 3 500 3 500 0 00 0 00 0 00 las Fir Larch.Douglas Fir Larch Douglas Fir Larch 900 0 900 0 900 0 95 0 95 0 95 0 1,6000 1,6000 1,6000 1 250 Sawn Repetitive 1 250 Sawn Repetitive 1 250 Sawn Repetitive Center Span Data Span Dead Load bve Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 650 1200 2000 19900 3000 Ratio = 0 9860 in-k ft psi psi psi psi 586 299 1,9134 1,9406 Bending OK 577 1188 Shear OK 600 1600 2670 19900 3000 09907 589 300 1,9225 1,9406 Bending OK 61 5 1188 Shear OK 525 2400 4000 19900 3000 09519 566 300 1 ,847 3 1,9406 Bending OK 755 1188 Shear OK 600 1450 2000 19900 3000 09162 544 300 1,7780 1,9406 Bending OK 552 11813 Shear OK 550 1930 2670 19900 3000 08949 532 299 1,7367 1 ,940 6 Bending OK 634 1188 Shear OK 525 2900 4000 19900 3000 0 9860 586 300 1,9134 1 ,940 6 Bending OK 789 1188 Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 14615 6500 211 15 13085 6500 19585 14750 8010 22760 14750 8010 22760 14829 10500 25329 17671 10500 281 71 14300 6000 203 00 143 00 6000 203 00 14353 7342 21695 161 62 7342 23505 161 41 10500 26641 18984 10500 29484 Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0284 2748 -0094 8327 -0377 3198 2067 -0235 3066 -0091 7930 -0326 3000 221 1 -0165 3808 -0080 790 1 -0245 2688 2571 -0 230 3134 -0 068 1 ,058 7 -0 298 3000 241 8 -0 184 3591 -0064 1,0295 -0248 2794 2663 -0 175 3592 -0080 790 1 -0255 2688 2470 R.T. WHARTON-& ASSOCIATES, INC 601 S. Milhken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev- 510300 User KW0601343 VerS 1 3 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \jobs2001\kns\sunearth\cp 40a ecw CP 40 Description double 2x4 member - roof slope 4 12 - asphaul shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c - no cl 2-2x4 3000 3500 000 ouglas Fir Larch, 9000 950 1,6000 1250 Sawn Repetitive 16" o/c - no cl 2-2x4 3000 3500 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements I 24" o/c ouglas Fir LarchDouglas Fir 9000 950 1 ,600 0 1250 Sawn Repetitive 1 nocl 2-2x4 3000 3500 000 12" o/c Larch Douglas Fir 9000 950 6000 1250 Sawn Repetitive 1 -W/ Cl 2-2x4 3000 3500 000 16" o/c • w/ cl 2-2x4 3000 3500 000 24" o/c - w/ cl 2-2x4 3000 3500 000 Larch,Douglas Fir LarchPouglas Fir Larch 9000 950 6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive [ Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 975 1200 1600 19900 3000 Ratio = 0 7034 m-k ft psi psi psi psi 836 300 1,365 1 1,9406 Bending OK 38 1 1188Shear OK 900 1600 21 30 19900 3000 07405 880 302 1,4369 1 ,940 6 Bending OK 41 4 1188Shear OK 800 2400 3200 19900 3000 08006 952 301 1,5536 1 ,940 6 Bending OK 475 1188Shear OK 825 1450 1850 199 00 3000 0 6453 763 300 1,2532 1 ,940 6 Bending OK 363 1188Shear OK 750 1930 2470 19900 3000 06615 786 300 1,2837 1,9406 Bending OK 389 1188Shear OK 700 2900 3700 19900 3000 0 7436 1 884 300 1,4430 1 ,940 6 Bending OK 466 1188Shear OK Reactions ll @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 19627 7800 27427 11973 7800 19773 in in in ft -0457 2560 -0 190 6168 -0646 4641 181 1 20467 9585 30052 13833 9585 234 18 -0399 2708 -0183 5891 -0582 4320 1857 22037 12800 34837 17062 12800 29862 -0325 2952 -0172 5583 -0497 3872 1932 18645 7631 26276 132 18 7631 208 49 -0300 3300 -0112 880 5 -0412 3960 2402 191 77 9262 28440 151 97 9262 24460 -0247 3644 -0103 8778 -0349 3630 2576 21521 12950 34471 18679 12950 31629 ^.....^^^^-0231 3642 -0117 7207 -0347 3444 2420 R.T. WHARTON.& ASSOCIATES, INC. 601 S. Milliken Ave, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title • Sun Earth Inc Job # Dsgnr Kristopher Collins Date- 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300User KW 060)343 V«r 5 1 3 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\cp 40a ecw CP 40 Description double 2x4 member - roof slope less than 4 12 - asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable tv Actual Fv Allowable in in ft psi psi ksi 12" o/c - no cl 2-2x4 3000 3500 000 ouglas Fir Larch, 9000 950 1,6000 1 250 Sawn Repetitive ft m #/ft Ibs Ibs ft 925 1200 2000 19900 3000 Ratio = 0 7097 in-k ft psi psi psi psi 844 303 1,3772 1,9406 Bending OK 392 1188Shear OK Calculations are designed to 1 997 NDS and 1 997 UBC Requirements ] 16" o/c - no cl 24" o/c - no cl 12" o/c • w/ < 1 16" o/c - w/ cl 24" o/c - w/ cl 2-2x4 3000 3500 000 2-2x4 3000 3500 000 2-2x4 3000 3500 000 2-2x4 3000 3500 000 2-2x4 3000 3500 000 ouglas Fir Larchpouglas Fir Larch, Douglas Fir Larch,Douglas Fir Larch Douglas Fir Larch, 9000 950 1,6000 1 250 Sawn Repetitive 875 1600 2670 19900 3000 07678 913 301 1,4900 1,9406 Bending OK 437 1188 Shear OK 9000 950 1,6000 1250 Sawn Repetitive 775 2400 4000 19900 3000 08296 986 301 1,6100 1 ,940 6 Bending OK 503 1188 Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 800 1450 2000 19900 3000 0 6376 758 30! 1,2373 1,9406 Bending OK 36 I 1188 Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 750 1930 2670 19900 3000 06751 802 300 1,3101 1 ,940 6 Bending OK 399 1188Shear OK 9000 950 1,6000 1 250 Sawn Repetitive «Kasmaa^^«^^asJ 675 2900 4000 19900 3000 07263 | 863 300 1,4094 1,9406 Bending OK 464 1188Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 18996 9250 28246 12004 9250 21254 in in in ft -0394 281 8 -0192 5779 -0585 4403 1897 20077 11681 31758 13823 11681 25504 -0367 2859 -0205 511 4 -0572 4200 1836 21497 15500 36997 17003 15500 32503 -0295 3154 -0189 4913 -0484 3782 1922 18237 8000 262 37 1326? 8000 2126? -0 274 3500 -0 107 8933 -0 38? 3840 251 6 191 77 10012 291 90 151 97 10012 252 10 -0247 3644 -0111 8120 -0358 3630 251 6 20843 13500 34343 18632 13500 321 32 ! -0205 3946 -0109 7435 -0314 3321 2578 R.T. WHARTOM& ASSOCIATES, INC. 601 S. Milhken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3, 22 Jun 1999 Win32(O19B399ENERCALC Timber Beam & Joist c \iobs2001\kris\sunearth\cj Page 1 i 40a ecw CP 40 Description single 2x6 member - roof slope 412- asphault shingle (3) layers - (MODEL No CP-40) | Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps psi ksi 12" o/c - no cl 2x6 1 500 5500 000 ouglas Fir Larch, 9000 950 1 ,600 0 1 250 Sawn Repetitive 16" o/c • no cl 2x6 1 500 5500 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements | 24" o/c • no cl 2x6 1500 5500 000 12" o/c • w/ cl 2x6 1 500 5500 000 16" o/c - w/ cl 2x6 1 500 5500 000 24" o/c - w/ cl 2x6 1 500 5500 000 ouglas Fir Larchpouglas Fir Larch, Douglas Fir Larch Douglas Ftr Larch Douglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sav/n Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive Center Span Data jj Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #ffi #/ft Ibs Ibs ft 1300 1200 1600 19900 3000 Ratio = 0 8752 in-k ft psi psi psi psi 11 13 484 1 ,472 0 1,681 9 Bending OK 588 1188Shear OK 1200 1600 21 30 19900 3000 09464 1204 466 1 ,591 7 1,681 9 Bending OK 649 1188 Shear OK 1000 2400 3200 19900 3000 09721 1236 392 1,6349 1,681 9 Bending OK 71 8 1188Shear OK 1125 145Q 1600 19900 3000 07804 993 387 1,3126 1,681 9 Bending OK 552 1188Shear OK 1050 1930 21 30 19900 3000 08471 1077 386 1 ,424 7 1,681 9 Bending OK 61 5 1188Shear OK 925 2900 3200 19900 3000 0 9294 \ 11 82 355 1 ,563 1 1,681 9 Bending OK 708 1188Shear OK Reactions Jj @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 231 08 10400 33508 12392 10400 22792 24525 12780 37305 14575 12780 27355 25930 16000 41930 17970 16000 33970 22750 9000 31750 13463 9000 22463 24347 111 82 35529 15818 111 82 27001 26858 14800 41658 19867 14800 34667 Deflections jj Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0539 2894 -0309 5049 -0847 6240 1842 -0482 2986 -0299 4822 -0780 5760 1846 -0334 3594 -0216 5546 -0550 4840 2183 -0381 3544 -0173 7790 -0554 5355 2438 -0350 3596 -0175 7197 -0525 5040 2400 -0287 3870 -0158 7007 -0445 4477 2494 R.T WHARTON & ASSOCIATES, INC 6011 S Milhken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 47PM, 21 MAY 01 Description . Conventional framing load spans Scope. Rev- 510300 User KW060)343 Vw 5 1 3 22 Jim 1999 Win32 (O198399ENERCALC Timber Beam & Joist c \jobs2001\kns\sunearth\cj Page 1 i 40a ecw CP 40 Description single 2x6 member - roof slope less than 412- asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL@x Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft ps psi ksi 12" o/c - no cl 2x6 1 500 5500 000 ouglas Fir Larch, 9000 950 1 ,600 0 1 250 Sawn Repetitive ft #/ft #/ft Ibs Ibs ft 1250 1200 2000 19900 3000 Ratio = 0 9049 m-k ft psi psi psi psi 11 51 475 1 ,521 9 1,681 9 Bending OK 612 1188 Shear OK 16" o/c • no cl 2x6 1500 5500 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements b 24" o/c • no cl 2x6 1 500 5500 000 12" o/c - w/ cl 2x6 1 500 5500 000 16" o/c - w/ cl 2x6 1 500 5500 000 24" o/c - w/ cl 2x6 1 500 5500 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch Douglas Fir Larch.Douglas Fir Larch 9000 950 1,6000 1250 Sawn Repetitive 1150 1600 2670 19900 3000 09774 1243 455 1,6438 1,681 9 Bending OK 682 1188 Shear OK 9000 950 1,6000 1250 Sawn Repetitive 950 2400 4000 19900 3000 09919 1262 376 1,6683 1,6819 Bending OK 747 1188 Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive 1075 14 '50 2000 19900 3000 0 7940 10 10 3 78 1,3354 1,681 9 Bending OK 571 1188 Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 1000 1930 2670 19900 3000 08607 1095 372 1,4475 1,681 9 Bending OK 635 1188 Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive ^^^^^900 2900 4000 19900 3000 0 9708 ji 1235 353 1,6328 1,681 9 Bending OK 752 1188 Shear OK Reactions jj @ Left End DL LL Max DLtLL @ Right End DL LL Max DL-t-LL Ibs Ibs Ibs Ibs Ibs Ibs 22624 12500 351 24 12276 12500 24776 23909 15352 39261 14391 15352 29744 25016 19000 44016 17684 19000 36684 221 40 10750 328 90 13347 10750 240 97 23580 13350 36930 15620 13350 289 70 263 17 18000 443 17 19683 18000 37683 Deflections | Center DL Deft L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0480 3123 -0330 4543 -0809 6000 1853 -0424 3253 -0316 4370 -0739 5566 1867 -0285 4004 -0220 5175 -0505 4598 2259 -0 333 3870 -0181 7143 -0513 5160 251 3 -0302 3971 -0 181 6647 -0482 4800 2488 -0263 4106 -0 177 6086 -0440 4392 2453 R.T. WHARTOM & ASSOCIATES, INC. 601 S. Milliken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 060] 343 Ver 5 1 3 22 Jun 1999 Win32(c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\cp 40a ecw CP 40 Description double 2x6 member - roof slope 412- asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ks 12" o/c • no cl 2-2x6 3000 5500 000 ouglas Fir Larch 9000 950 1 ,600 0 1250 Sawn Repetitive Calculations are designed to 1997 NDS and 1997 UBC Requirements k 16" o/c • no cl 24" o/c • no cl 12" o/c - w/ cl 16" o/c - w/ cl 24" o/c - w/ cl 2-2x6 3000 5500 000 2-2x6 3000 5500 000 2-2x6 3000 5500 000 2-2x6 3000 5500 000 2-2x6 3000 5500 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch Douglas Fir LarchOouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1250 Sawn Repetitive Center Span Data jf Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL ft #/ft #/ft Ibs Ibs ft 1725 1200 1600 19900 3000 Ratio = 0 6422 in-kft psi psi psi psi 1634 738 1,0801 1,681 9 Bending OK 358 1188 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 26789 13800 40589 13811 13800 276 11 1600 1600 21 30 19900 3000 07127 1813 698 1,1986 1,681 9 Bending OK 403 1188Shear OK 28969 17040 46009 16531 17040 33571 1400 2400 3200 19900 3000 07957 2024 622 1 ,338 2 1,681 9 Bending OK 476 1188Shear OK 32436 22400 54836 21064 22400 43464 1475 1450 1850 19900 30CO 05759 1465 614 9685 1 ,681 9 Bending OK 353 1188Shear OK 265 46 13644 401 90 147 4t 13644 283 8'5 1350 1930 2470 19900 3000 06241 1588 572 1,0497 1,681 9 Bending OK 393 1188Shear OK 28505 16672 451 78 17450 16672 341 22 1200 2900 3700 19900 3000 07101 1806 523 1,1942 1,6819 Bending OK 470 1188Shear OK 32325 22200 54525 22375 22200 44575 ll I Deflections Jl Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0638 3243 -0479 4322 -1 116 8349 1854 -0593 3239 -0472 4068 -1 064 7744 1805 -0491 3421 -0416 4042 -0906 6832 1854 -0433 4088 -0 296 5979 -0 728 713') 2430 -0383 4231 -0277 5841 -0660 6534 2455 -0332 4338 -0259 5552 -0591 5856 2437 R.T. WHARTOH & ASSOCIATES, INC. 601 3 Milliken Ave, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32(c)198399ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\cp 40a ecw CP 40 Description double 2x6 member - roof slope less than 412- asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber GradeFb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c - no cl 2-2x6 3000 5500 000 ouglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 16" o/c - no cl 2-2x6 Calculations are designed to 1997 NDS 24" o/c - no cl 2-2x6 12" o/c - w/ cl 2-2x() 16" o/c - w/ cl 2-2x6 and 1997 UBC Requirements | 24" o/c - w/ cl 2-2x6 3 000 3 000 3 000 3 000 3 000 5500 5500 5500 5500 5500 0 00 0 00 0 00 0 00 0 00 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larcli Douglas Fir Larch Douglas Fir Larch, 900 0 900 0 900 0 900 0 900 0 950 950 950 950 950 1,6000 1,6000 1,6000 1,6000 1,6000 1 250 Sawn Repetitive 1250 Sawn Repetitive 1 250 Sawn Repetitive 1 250 Sawn Repetitive 1 250 Sawn Repetitive Center Span Data | Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft m It/ft Ibs Ibs ft 1675 1200 2000 19900 3000 Ratio = 0 6796 in-k ft psi psi psi psi 1729 724 1,1429 1,681 9 Bending OK 380 1188 Shear OK 1525 1600 2670 19900 3000 07348 1869 671 1 ,235 9 1,681 9 Bending OK 425 1188 Shear OK 1350 2400 4000 19900 3000 08358 21 26 605 1,4057 1,681 9 Bending OK 508 1188 Shear OK 1450 1450 2000 199 00 3000 05801 1476 603 9757 1,681 9 Bending OK 358 1188 Shear OK 1325 1930 2670 19900 3000 06274 1596 567 1 ,055 2 1,681 9 Bending OK 399 1188Shear OK 11 75 2900 4000 19900 3000 07114 J 1810 512 1,1964 1,681 9 Bending OK 477 1188 Shear OK Reactions J @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 26386 16750 431 36 136 14 16750 30364 281 85 20359 48544 161 15 20359 36473 31678 27000 58678 20622 27000 47622 26295 14500 40795 14630 14500 291 30 281 81 17689 45869 17292 17689 34981 31857 23500 55357 221 18 23500 456 18 Deflections jj Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0582 3454 -0532 3776 -1 113 8107 1806 -0508 3602 -0488 3748 -0995 7442 1839 -0436 371 9 -0449 3607 -0884 6588 1832 -0410 4239 -0299 5821 -0709 7018 2455 -0361 4407 -0278 571 5 -0638 6413 2490 -0310 4552 -0258 5470 -0567 5734 2486 R.T. WHARTOM & ASSOCIATES, INC. 601 S. Milhken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job 0 Dsgnr Kristopher Collins Date 5 47PM, 21 MAY 01 Description . Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3, 22 Jun 1999 Win32(C)I9B399ENERCALC Timber Beam & Joist c \jobs2001\kris\sunearth\c_ Page 1 40a ecw CP 40 Description single 2x8 member - roof slope 4 12 - asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft ps ps ks 12" o/c - no cl 2x8 1 500 7250 000 ouglas Fir Larch 9000 950 1,6000 1250 Sawn Repetitive ft #/ft #/ft Ibs Ibs ft 1825 1200 1600 19900 3000 Ratio = 0 8725 in-k ft psi ps psi psi 1780 796 1,3546 1,5525 Bending OK 559 1188 Shear OK 16" o/c - no cl 2x8 1500 7250 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements 24" o/c • no cl 2x8 1 500 7250 000 12" o/c - w/ cl 2x8 1500 7250 000 16" o/c • w/ cl 2x8 1 500 7250 000 24" o/c - w/ cl 2x8 1500 7250 000 ouglas Fir LarchDouglas Fir Larch Douglas Fir Larch Douglas Fir Larch Douglas Fir Larch 9000 950 1,6000 1250 Sawn Repetitive 1675 1600 21 30 19900 3000 09550 1948 744 1,4827 1,5525 Bending OK 625 1188 Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive 1400 2400 3200 19900 3000 09921 2024 622 1,5403 1 ,552 5 Bending OK 71 3 1188 Shear OK 9000 950 1 ,600 0 1250 Sawn Repetitive 1600 1450 1600 19900 3000 0 7631 1557 678 1,1847 1,5525 Bending OK 535 1188Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive 1450 1930 21 30 19900 3000 08155 1664 626 1 ,266 0 1 ,552 5 Bending OK 59 1 1188 Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive ^^^^^^1300 2900 3200 19900 3000 09437 1925 577 1,465 1 1,5525 Bending OK 71 0 1188 Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 27579 14600 421 79 14221 14600 28821 in in in ft -0667 3284 -0524 4180 -1 190 8833 1841 29736 17839 47575 16964 17839 34803 -0601 3346 -0495 4061 -1 095 8174 1836 32436 22400 54836 21064 22400 43464 -0429 391 7 -0363 4629 -0791 6832 2123 27769 12800 40569 15331 12800 281 31 -0489 3929 -0310 6203 -0798 7744 2407 29775 15442 45218 181 10 15442 33552 -0421 4135 -0278 6260 -0698 7018 2492 341 58 20800 54958 23442 20800 44242 -0378 4126 -0270 5782 -0648 6344 2409 R.T. WHARTON & ASSOCIATES, INC. 601 S Milliken Ave, Suite H Ontario, California 91761 'Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr. Knstopher Collins Date. 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 Us»r KW-0601343 Ver 5 1 3 22 Jim 1999. Win32 (C) 1983 99 ENERCALC Timber Beam & Joist Page 1 Dl\kris\sunearth\cp 40a ecw CP 40 Description single 2x8 member - roof slope less than 412- asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps psi ksi 12" o/c - no cl 2x8 1500 7250 000 ouglas Fir Larch 9000 950 1 ,600 0 1250 Sawn Repetitive 16" o/c - no cl 2x8 1 500 7250 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements i 24" o/c - no cl 2x8 1 500 7250 000 12" o/c - w/ cl 2'x8 1 500 7250 000 16"o/c-w/cl 24' 2x8 1 500 7250 000 ouglas Fir LarchDouglas Fir Larch Douglas Fir Larch Douglas Fir Larch Doug 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1250 Sawn Repetitive 9000 9&0 1 ,600 0 1250 Seiwn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive ' o/c - w/ cl 2x8 1 500 7250 000 as Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive Center Span Data if Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 1750 1200 2000 19900 3000 Ratio = 0 9068 in-k ft psi psi psi psi 1850 770 1,4079 1 ,552 5 Bending OK 589 1188Shear OK 1600 1600 2670 19900 3000 09889 2017 710 1,5353 1 ,552 5 Bending OK 660 1188Shear OK 1300 2400 4000 19900 3000 09805 2000 577 1 ,522 3 1 ,552 5 Bending OK 734 1188Shear OK 1525 1450 2000 19900 3000 07786 1588 647 1,2087 1,55? 5 Bending OK 557 1188Shear OK 1400 1930 2670 19900 3000 08501 1734 605 1,3198 1 ,552 5 Bend ing OK 624 1188Shear OK 1250 2900 4000 19900 3000 0 9780 | 1995 555 1,5184 1 ,552 5 Bending OK 746 1188Shear OK Reactions ji @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 26989 17500 44489 13911 17500 314 11 in in in ft -0583 3600 -0554 3792 -1 136 8470 1849 28969 21360 50329 16531 21360 37891 -0518 371 0 -0517 371 7 -1 033 7808 1858 30908 26000 56908 20192 26000 461 92 -0336 4642 -0337 4626 -0673 6344 231 8 270 41 152 '50 422 91 149 n 152 '50 302 21 -0 420 4360 -03I9 573 1 -0 738 7381 2479 291 46 18690 47836 17774 18690 36464 -0376 4472 -0303 5548 -0678 6776 2478 33249 25000 58249 22901 25000 47901 ™_*«™^ -0332 4521 -0288 5203 -0620 6100 2420 R.T.WHARTON-& ASSOCIATES, INC. 601 S Milhken Ave, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev 510300 User KW 0601343. Ver 5 1 3 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearth\cp 40a ecw CP 40 Description double 2x8 member - roof slope 4 12 - asphault shingle (3) layers - (MODEL No CP-40) [Timber Member^Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X in in ft psi psi ksi 12" o/c • no cl 2-2x8 3000 7250 000 ouglas Fir Larch. 9000 950 1 ,600 0 1 250 Sawn Repetitive ft #/ft #/ft Ibs Ibs ft 2375 1200 1600 19900 3000 16" o/c - no cl 24" o/c - no cl 12" o/c - w/ cl 16" o/c • w/ cl 24" o/c - w/ cl 2-2x8 3000 7250 000 2-2x8 3000 7250 000 2-2x8 3000 7250 000 2-2x8 3000 7250 000 2-2x8 3000 7250 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Lank Douglas Fir LarchPouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive 21 75 1600 2130 19900 3000 9000 950 1,6000 1 250 Sawn Repetitive 1900 2400 3200 19900 3000 9000 950 1 ,600 0 1 250 Sawn Repetitive 2025 1450 1850 19900 3000 9000 950 1,6000 1 250 SawnRepetitive 1850 1930 2470 19900 3000 9000 950 1 ,600 0 1 250 Sawn Repetitive 1625 2900 3700 19900 3000 \ Results Ratio =06717 07394 08336 05891 06449 07315 Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in-k ft psi psi psi psi 2741 11 02 1,0429 1,5525 Bending OK 338 1188Shear OK 3017 1018 1,1480 1,5525 Bending OK 385 1188Shear OK 3401 897 1,2941 1,5525 Bending OK 462 1188 Shear OK 2404 923 9146 1 ,552 5 Bending OK 334 1183 Shear OK 2631 851 1,0012 1,5525 Bending OK 378 1188Shear OK 2985 754 1,1357 1 ,552 5 Bending OK 455 1188 Shear OK Reactions @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 3163619000 50636 1676419000 35764 34555 231 64 57719 201 45 231 64 43309 39558 30400 69958 25942 30400 56342 31633 18731 503 64 17629 18731 36361 34525 22847 57373 21080 22847 43927 39789 30062 69851 27236 30062 57299 Deflections Center DL Deft L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0799 3569 -0751 3793 -1549 11 590 1840 -0725 3602 -0704 371 0 -1428 10701 1828 -0610 3738 -0616 3704 -1225 9348 1861 -0 529 4590 -0 459 529? -0 988 988? 2459 -0474 4681 -0427 5198 -0901 9028 2464 -0406 4807 -0381 512 1 -0786 7995 2480 R.T. WHARTON & ASSOCIATES, INC. 601' S. Milliken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr. Kristopher Collins Date. 547PM, 21 MAY 01 Description . Conventional framing load spans Scope Rev 510300User KW0601343 V«513 22 Jim 1999 Win32 (c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kris\sunearthNcp 40a ecw CP 40 Description double 2x8 member - roof slope less than 4 12 - asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c - no cl 2-2x8 3000 7250 000 ouglas Fir Larch 9000 950 1 ,600 0 1250 Sawn Repetitive Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 16" o/c - no cl 24" o/c - no cl 12" o/c - w/ cl 16" o/c - w/ cl 24" o/c - w/ cl 2-2x8 3000 7250 000 2-2x8 3000 7250 000 ouglas Fir Larchpouglas Fir Larch Doug 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 2-2x8 3000 7250 000 2-2x8 3000 7250 000 2-2x8 3000 7250 000 las Fir Larch Douglas Fir Larch,0ouglas Fir Larch 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive Center Span Data | Span Dead Load Uve Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #m#/ft Ibs Ibs ft 2275 1200 2000 19900 3000 Ratio = 0 6998 in-k ft psi psi psi psi 2855 1056 1 ,086 5 1,5525 Bending OK 358 1188Shear OK 2075 1600 2670 19900 3000 07665 31 28 971 1,1900 1,5525 Bending OK 406 1188Shear OK 1825 2400 4000 19900 3000 08739 3566 861 1,3567 1,5525 Bending OK 492 1188Shear OK 2000 1450 20 CO 19900 3000 05989 2444 912 9298 1,5525 Bending OK 341 1188Shear OK 1825 1930 2670 19900 3000 06545 2670 839 1,0160 1 ,552 5 Bending OK 386 1188 Shear OK 1600 2900 4000 19900 3000 0 7401 jj 3020 749 1,1491 1,5525 Bending OK 465 1188Shear OK Reactions jj @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 30926 22750 53676 16274 22750 39024 33623 27701 61324 19477 27701 471 78 38529 36500 75029 251 71 36500 61671 31415 200 00 514 1'j 17485 200 00 374 8'J 34240 24364 58604 20882 24364 45246 39369 32000 71369 26931 32000 58931 Deflections \ Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0690 3958 -0791 3452 -1480 11 193 1845 -0616 4043 -0731 3408 -1346 10209 1850 -0529 4136 -0655 3344 -1 184 8979 1850 -0 508 4727 -0 47? 508 I -0 979 9760 2450 -0453 4838 -0437 5009 -0889 8906 2462 -0384 4996 -0387 4962 -0771 7872 2490 , R T WHARTON & ASSOCIATES, INC 601 S. Milliken Ave., Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job* Dsgnr Kristcpher Collins Date. 5 47PM, 21 MAY 01 Description Convenlional framing load spans Scope Rev 510300 User KW 0601343, Ver 5 1 3, 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Timber Beam & Joist Page 1 c \iQ.bs2001 \kris\sunearth\cp_40a ecw CP 40 Description single 2x10 member - roof slope 4 12 - asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c • no cl 2x10 1 500 9250 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive Calculations are designed to 1997 NDS and 1997 UBC Requirements | 16" o/c- no cl 24"o/c-nocl 12"o/c-w/cl 16"o/c-w/cl 24"o/c-w/cl 2x10 1 500 9250 000 2x10 1500 9250 000 2x10 1 500 9250 000 2x10 1 500 9250 000 2x10 1 500 9250 000 ouglas Fir Larchpouglas Fir Larch.Douglas Fir Laich Douglas Fir Larchflouglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive Center Span Data j| Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #/ft #/ft Ibs IDS ft 2425 1200 1600 19900 3000 Ratio = 0 9333 m-k ft psi psi psi psi 2841 11 25 1,3282 1,4231 Bending OK 535 1188Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 31988 19400 51388 17012 19400 36412 in in in ft -0826 3523 -0786 3700 -1 612 11 931 1806 21 75 1600 21 30 19900 3000 09911 3017 1018 1,4105 1,423 1 Bending OK 596 1188 Shear OK 34555 231 64 57719 201 45 231 64 43309 -0698 3740 -0678 3852 -1375 10701 1898 1775 2400 3200 19900 3000 09910 3017 831 1,4103 1,4231 Bending OK 673 1188Shear OK 37837 28400 66237 24663 28400 53063 -0463 4603 -0452 471 8 -0914 8733 2331 21 25 1450 1600 19900 3000 08014 2440 969 1,1405 1,4231 Bending OK 51 0 1188Shear OK 32497 17000 49497 182 16 17000 352 16 -0 600 424 7 -0 464 5499 -1 064 10370 239 1 1925 1930 21 30 19900 3000 08637 2629 885 1,2291 1 ,423 1 Bending OK 570 1188Shear OK 35375 20501 55876 21678 20501 421 79 -0524 441 2 -0416 5556 -0939 9394 2460 1700 2900 3200 19900 3000 09903 3015 796 1 ,409 3 1 ,423 1 Bending OK 688 1188Shear OK 41038 27200 68238 281 62 27200 55362 -0458 4457 -0380 5370 -0837 8364 2436 || jj \ VR.T. WHARTON & ASSOCIATES, INC. 601 S. Milliken Ave , Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 47PM, 21 MAY 01 Description Conventional framing load spans Scope Rev- 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32(O198399ENERCALC Timber Beam & Joist Page 1 c \iobs2001\kns\sunearth\cp 40a ecw CP 40 Description single 2x10 member - roof slope less than 4 12 - asphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi 12" o/c • no cl 2x10 1 500 9250 000 ouglas Fir Larch, 9000 950 1 ,600 0 1 250 Sawn Repetitive ft #/ft #/ft Ibs Ibs ft 2325 1200 2000 19900 3000 Ratio = 0 9741 m-k ft psi psi psi psi 2965 1079 1,3862 1,423 1 Bending OK 564 1188 Shear OK 16" o/c - no cl 2x10 1 500 9250 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements 24" o/c - no cl 2x10 1 500 9250 000 12" o/c - w/ cl 2x10 1 500 9250 000 16" o/c - w/ cl 2x10 1 500 9250 000 24" o/c - w/ cl 2x10 1 500 9250 000 ouglas Fir Larchpouglas Fir Larch Douglas Fir Larch Douglas Fir Larch Douglas Fir Larch, 9000 950 1 ,600 0 1 250 Sawn Repetitive 2025 1600 2670 19900 3000 09845 2997 940 1,401 0 1,4231 Bending OK 61 7 1188 Shear OK 9000 950 1,6000 1250 Sawn Repetitive 1650 2400 4000 19900 3000 09803 2984 766 1,3950 1,4231 Bending OK 697 1188 Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive 2025 14 50 2000 19900 3000 08197 2495 923 1,1666 1,4231 Bending OK 534 1188 Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 1850 1930 2670 19900 3000 08979 2733 858 1,2778 1,4231 Bend ing OK 603 1188 Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 1600 2900 4000 19900 3000 0 9920 I 3020 749 1,411 8 1,4231 Bending OK 71 4 1188 Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 31282 23250 54532 16518 23250 39768 331 52 27034 601 86 191 48 27034 461 82 36082 33000 69082 23418 33000 56418 31633 202 50 51883 17629 202 50 378 79 34525 24697 59223 21080 24697 45777 39369 32000 71369 26931 32000 58931 Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0715 390 1 -0831 3359 -1 545 11 439 1806 -0546 4454 -0638 3808 -1 183 9963 2054 -0359 5508 -0421 4698 -0781 8118 2537 -0510 4767 -0 478 5083 -0 987 9882 2461 -0457 486 1 -0445 4994 -0901 9102 2465 -0370 5189 -0373 5153 -0742 7872 2586 .R.T. WHARTON & ASSOCIATES, INC. 601 S Milhken Ave, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Kristopher Collins Date 5 47PM, 21 MAY 01 Description . Conventional framing load spans Scope Rev 510300 User KW 0601343 Ver 5 1 3 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Timber Beam & Joist Page c \iobs2001\kns\sunearth\cp 40a ecw CP 40J Description double 2x10 member - roof slope 4 12 - asphault shingle (3) layers - (CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi 12" o/c - no cl 2-2x10 3000 9250 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive ft #/ft #/ft Ibs Ibs ft 31 00 1200 1600 19900 3000 Ratio = 0 7231 m-k ft psi psi ps psi 4402 1476 1 ,029 0 1 ,423 1 Bending OK 320 1188Shear OK 16" o/c • no cl 2-2x10 3000 9250 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements 24" o/c - no cl 2-2x10 3000 9250 000 12" o/c - w/ cl 2-2»10 3000 9250 000 16" o/c • w/ cl 2-2x10 3000 9250 000 24" o/c - w/ cl 2-2x10 3000 9250 000 ouglas Fir LarchDouglas Fir Larch Douglas Fir L.irch Douglas Fir Larch,Douglas Fir Larch 9000 950 1,6000 1 250 Sawn Repetitive 2825 1600 21 30 19900 3000 07934 4831 1356 1,1291 1,4231 Bending OK 367 1188Shear OK 9000 950 1,6000 1 250 Sawn Repetitive 2475 2400 3200 19900 3000 09050 5510 11 98 1,2879 1,4231 Bending OK 448 1188 Shear OK 9000 950 1,6000 1250 Sawn Repetitive 2650 1450 1850 19900 3000 06313 3844 1261 8984 1,4231 Bending' OK 31 9 1188Shear OK 9000 950 1 ,600 0 1 250 Sawn Repetitive 2425 1930 2470 19900 3000 06977 4248 11 54 9929 1,4231 Bending OK 366 1188Shear OK 9000 950 1,6000 1 250 Sawn Repetitive BSBBBB_B^^ 21 25 2900 3700 19900 3000 07943 4836 1020 1,1304 1,4231 Bending OK 444 1188 Shear OK Reactions j @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 36574 24800 61374 20526 24800 45326 40387 30086 70473 24713 30086 54800 471 88 39600 86788 321 12 39600 71712 368 60 245 12 613 72 21465 245 12 459 78 40839 29949 70788 25863 29949 558 12 47903 39312 87216 33622 393 12 72934 Deflections ] Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0982 3789 -1 050 3542 -2031 15252 1831 -0885 383 1 -0964 351 6 -1 849 14012 1834 -0763 3894 -0853 3480 -1 616 12276 1838 -0 649 4896 -0 648 4904 -1 298 13038 245 1 -0592 491 4 -0607 4794 -1 199 11 931 2427 -0510 4999 -0536 4756 -1 046 10540 2438 ', ,R.T WHARTON & ASSOCIATES, INC 601 S Milliken Ave, Suite H Ontario, California 91761 Phone (909) 605-6865 Fax (909) 605-6870 Title Sun Earth Inc Job # Dsgnr Knstopher Collins Date 547PM, 21 MAY 01 Description . Conventional framing load spans Scope Rev- 510300 User KW 0*013*3 Vw 5 1 3 22 Jjn 1999 Win32(c) 198399ENERCALC Timber Beam & Joist Page 1 c \jobs2001\kns\sunearth\cp 40a ecw CP 40 Description double 2x10 member - roof slope less than 4 12 - ahphault shingle (3) layers - (MODEL No CP-40) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 12" o/c - no cl 2-2x10 3000 9250 000 ouglas Fir Larch 9000 950 1 ,600 0 1 250 Sawn Repetitive Calculations are designed to 1997 NDS and 1997 UBC Requirements 16" o/c - no cl 24" o/c - no cl 12" o/c - w/ cl 16" o/c - w/ cl 24" o/c - w/ cl 2-2x10 3000 9250 000 2-2x10 3000 9250 000 2-2x10 3000 9250 000 2-2x10 3000 9250 000 2-2x10 3000 9250 000 ouglas Fir Larchpouglas Fir Larch, Douglas Fir Larch, Douglas Fir Larch Douglas Fir Larch, 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitive 9000 950 1 ,600 0 1 250 Sawn Repetitve 9000 950 1,6000 1 250 Sawn Repetitive 9000 950 1,6000 1 250 Sawn Repetitive Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft Ibs Ibs ft 2975 1200 2000 19900 3000 Ratio = 0 7579 in-k ft psi psi psi psi 4614 1428 1 ,078 5 1 ,423 1 Bending OK 342 1188Shear OK 2700 1600 2670 19900 3000 08269 5034 1296 1,1768 1,4231 Bending OK 390 1188Shear OK 2375 2400 4000 19900 3000 09492 5779 11 49 1,3509 1,4231 Bending OK 478 1188Shear OK 2625 1450 2000 19900 3000 06460 39 33 12 49 9193 1 ,423 1 Bending OK 326 1188Shear OK 2400 1930 2670 19900 3000 07129 4341 11 42 1,0146 1,4231 Bending OK 373 1188Shear OK 21 00 2900 4000 19900 3000 08097 4930 1008 1,1523 1,4231 Bending OK 456 1188Shear OK Reactions j @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 35743 29750 65493 19857 29750 49607 39289 36045 75334 23811 36045 59856 45886 47500 93386 31014 47500 785 14 366 57 262 50 629 07 21306 262 50 475 66 40572 32040 72612 25647 32040 576 87 47507 42000 89507 33293 42000 75293 Deflections Center DL Defl L/Defl Ratio Center LL Defi L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0847 421 6 -1 113 3206 -1 960 14637 1822 -0751 4314 -1 008 3213 -1 759 13392 1842 -0656 4348 -0904 3151 -1 560 11 780 1827 -0 628 501 7 , -0675 .' 4667 -1 302 12915 241 9 -0570 5049 -0630 4575 -1 200 11 808 2401 -0489 5158 -0553 4558 -1 041 10416 2420 Company Wharton & Associates Designer KRISTOPHER COLLINS, P.E. Job Number SUN EARTH, INC. - COPPERHEART No. CP-40 May 21,2001 921 PM Checked By _ Boundary Conditions Joint Label X Translation Y Translation Rotation (K/m) (K/in) (K-ft/rad) N1 N5 Reaction Reaction Reaction Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Kffi, F) (K/ft, F) (Ft or %) (Ft or %) LIVE DEAD CEILING Y Y Y -032 -037 -005 -032 -037 -005 0 0 0 0 0 0 Joint Coordinates Joint Label X Coordinate (Ft) Y Coordinate (Ft) Joint Temperature (F) N1 N2 N3 N4 N5 N6 N7 N8 0 6 12 18 24 6 12 18 0 0 0 0 0 2 4 2 0 0 0 0 0 0 0 0 Joint Displacements. LC 1: LIVE+DEAD Joint Label X Translation Y Translation Rotation (In) (In) (radians) N1 N2 N3 N4 N5 N6 N7 N8 0000 0022 0045 0066 0086 0057 0042 0031 0000 -025 -0259 -0238 0000 -025 -0256 -0238 -0009 -0002 0 0002 0011 -0003 0003 -0001 Load Combinations Mum Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 LIVE+DEAD III M 1 1 2 1 Member Section Forces. LC 1: LIVE+DEAD Member Label Section Axial Shear Moment (K) (K) (K-ft) I M1 I M2 I M3 I M4 M5 1 2 1 2 1 2 1 2 1 -2617 -2617 -2617 -2617 -2408 -2408 -2408 -2408 2811 0021 -0009 0004 -0026 0026 -0004 001 -002 0157 0 -0035 -0035 0033 0033 -003 -003 0 0 RISA-2D Version 5 1e [C \Jobs2001\KRIS\SunEarth\RISA\EPGCP-40T R2D]Page 39 Company Wharton & Associates Designer KRISTOPHER COLLINS, P.E. Job Number SUN EARTH, INC. - COPPERHEART No CP-40 May 21, 2001 921 PM Checked By _ Member Section Forces, LC 1: LIVE+DEAD. (continued) Member Label M6 M7 M8 M9 M10 M11 M12 M13 Section Axial Shear Moment (K) (K) (K-ft) 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2673 1 898 1697 1 721 1 859 2596 2458 -0013 -0013 0963 0963 -0591 -0591 0743 0743 -0014 -0014 -0257 0309 -0294 0222 -0192 -0174 024 0 0 0 0 0 0 0 0 0 0 0318 0318 0303 0303 0209 0 -0209 0 0 0 0 0 0 0 0 0 0 Member Point Loads, Category: None, BLC 1: LIVE Member Label I Joint J Joint Direction Magnitude . K-ft) Location (Ft or %) M6 N6 N7 Y -199 Member NDS Code Checks. LC 1: LIVE+DEAD Member Label CodeChk Loc Shear Chk Loc Fc1 Ft' Fb' Fv' Eqn (Ft) (Ft) (Ksi) (Ksi) (Ksi) (Ksi) M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 0688 067 0614 0633 093 0868 082 0697 0003 0015 0131 0009 0003 4105 0789 0 2053 6325 0 0 2663 0 0 0 0 0 005 0063 0061 0048 0619 0742 0534 0577 0 0 0 0 0 0 6 0 6 6325 0 0 6325 0 0 0 0 0 0202 0202 0202 0202 1 48 148 148 148 1 167 148 0435 148 1 167 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 39-1 39-1 39-1 39-1 39-3 39-3 39-3 39-3 39-1 39-3 39-1 39-3 39-1 Wood Material Parameters Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef Density (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Cm Cr E mod Ratio (10*5 F) (K/ftA3) 2X4 2X6 DFLARNO2 2X4 DFLARN02 2X6 9 9 575 575 095 095 1 35 1 35 1600 1600 y Y 1 1 3 3 3 3 035 035 Member Distributed Loads. Category: None. BLC 1 • LIVE Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M6 M5 M7 M8 M6 N6 N1 N7 N5 N6 N7 N6 N8 N8 N7 LIVE LIVE LIVE LIVE DEAD 1 1 1 1 1 RISA-2D Version 5 1e [C \Jobs2001\KRIS\SunEarth\RISA\EPGCP-40T R2D]Page 40 Company Wharton & Associates Designer KRISTOPHER COLLINS, P.E. Job Number SUN EARTH, INC. - COPPERHEART No. CP-40 May 21, 2001 921 PM Checked By _ Member Distributed Loads, Category: None, BLC 1 (continued) Member Label I Joint J Joint Load F'attern Label Pattern Multiplier M5 M7 M8 Ml M2 M3 M4 N1 N7 N5 N1 N2 N3 N4 N6 N8 N8 N2 N3 N4 N5 DEAD DEAD DEAD CEILING CEILING CEILING CEILING 1 1 1 1 1 1 1 RISA-2D Version 5 1e [C \Jobs2001\KRIS\SunEarth\RISA\EPGCP-40T R2D]Page 41 Company Wharton & Associates Designer KRISTOPHER COLLINS, P.E. Job Number SUN EARTH, INC. - COPPERHEART No. CP-40 May 21,2001 922PM Checked By _ Boundary Conditions Joint Label X Translation Y Translation Rotation (Kim) (K/in) (K-ft/rad) N1 N5 Reaction Reaction Reaction Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft, F) (K/ft, F) (Ft or %) (Ft or %) LIVE DEAD CEILING Y Y Y -032 -029 -005 -032 -029 -005 0 0 0 0 0 0 Joint Coordinates Joint Label X Coordinate (Ft) Y Coordinate (Ft) Joint Temperature (F) N1 N2 N3 N4 N5 N6 N7 N8 0 65 13 195 26 65 13 195 0 0 0 0 0 2 4 2 0 0 0 0 0 0 0 0 Joint Displacements. LC 1: LIVE+DEAD Joint Label X Translation Y Translation Rotation (In) (In) (radians) N1 N2 N3 N4 N5 N6 N7 N8 0000 0025 0051 0074 0098 0064 0047 0035 0000 -0303 -0313 -0288 0000 -0303 -031 -0288 -001 -0002 0 0002 0012 -0004 0003 -0001 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 I LIVE+DEAD I I I 1 1 1 2 1 Member Section Forces, LC 1: LIVE+DEAD Member Label Section Axial Shear Moment (K) (K) (K-ft) M1 M2 M3 M4 I M5 1 2 1 2 1 2 1 2 1 -2744 -2744 -2744 -2744 -2507 -2507 -2507 -2507 2917 0022 -0011 0005 -0027 0026 -0006 0012 -0021 0149 0 -0034 -0034 0036 0036 -0029 -0029 0 0 RISA-2D Version 5 1e [C \Jobs2001\KRIS\SunEarth\RISA\EPGCP-40A R2D]Page 42 , Company Wharton & Associates •Designer KRISTOPHER COLLINS, P.E. Job Number SUN EARTH, INC. - COPPERHEART No. CP-40 May 21, 2001 922PM Checked By _ Member Section Forces, LC 1: LIVE+DEAD. (continued) Member Label I M6 I M7 ! M8 M9 M10 M11 M12 M13 Section Axial Shear Moment (K) (K) (K-ft) 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2795 1 951 1 77 1 79 1 912 2674 2552 -0016 -0016 1 015 1 015 -0577 -0577 0767 0767 -0018 -0018 -0247 0308 -0279 0213 -0184 -0167 023 0 0 0 0 0 0 0 0 0 0 0334 0334 0312 0312 0215 0 -0215 0 0 0 0 0 0 0 0 0 0 Member Point Loads, Category: None, BLC 1: LIVE Member Label I Joint J Joint Direction Magnitude (K, K-ft) Location (Ft or %) M6 N6 N7 Y -199 Member NDS Code Checks. LC 1: LIVE+DEAD Member Label CodeChk Loc Shear Chk Loc Fc1 Ft1 Fb1 Fv' Eqn(Ft) (Ft) (KsO (Ksi) (Ksi) (Ksi) M1 M2 M3 M4 M5 M6 M7 MS M9 M10 M11 M12 M13 0723 07 0644 0662 0983 0913 0847 0723 0004 0017 0128 001 0004 4276 1 026 0 2395 6801 0 0 2863 0 0 0 0 0 0052 0065 0063 005 0595 074 0511 0553 0 0 0 0 0 0 65 0 65 6801 0 0 6801 0 0 0 0 0 0173 0173 0173 0173 148 148 148 148 1 167 148 0435 148 1 167 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 0862 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 1 552 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 0095 39-1 39-1 39-1 39-1 39-3 39-3 39-3 39-3 39-1 39-3 39-1 39-3 39-1 Wood Material Parameters Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef Density (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Cm Cr E mod Ratio (10A5 F) (K/ftA3) 2X4 2X6 DFLARN02 2X4 DFLARN02 2X6 9 9 575 575 095 095 1 35 1 35 1600 1600 Y y 1 1 3 3 3 3 035 035 Member Distributed Loads, Category: None. BLC 1: LIVE Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M6 M5 M7 M8 M6 N6 N1 N7 N5 L_ N6 j N7 N6 N8 N8 N7 LIVE LIVE LIVE LIVE DEAD 1 1 1 1 1 RISA-2D Version 5 1e [C VJobs2001\KRISYSunEarth\RISA\EPGCP-40A R2D]Page 43 I i \\ \\ KRISTOPHER COLLINS, P E 605 S M3LLKEN AVE, SUITE H ONTARIO, CA 91761 (909)605-6865 FAX (909)605-6870 STRUCTURAL CALCULATIONS FOR SUN EARTH, INC. LOAD SPAN TABLES FOR SOLAR SYSTEM MODEL No. CP-40 MAY 22 2001 DESIGN LOADS (PER '97 U B C ) ROOFLIVELOAD>4 12 LL = 16 PSF ROOF LIVE LOAD < 4 12 CEILING DEAD LOAD LL2 = 20 PSF DLT = 10 PSF DLA = 6 PSF DLF = 6 PSF DLC = 2 5 PSF REDUCED FOR SLOPE FULL LIVE LOAD REGULAR WEIGHT TILE (3) LAYERS OF ASPHALT SHINGLE FRAMING/SHEATHING/FELT AT CATHEDRAL CEILING OR TRUSSES WIND AT 90 MPH Ce = 1 13 P = Cq Ce QS qs = 20.8 PSF (PRESSURE) (EXPOSURE C UPTO 20 FT ) Cq = 1 3 (SHAPE FACTOR) P = 30 56 PSF P = 16 45 PSF HORIZONTAL UPLIFTP = 0 7 Ce qs VERTICAL PROJECTION OF THE HOUSE IS UNCHANGED WIND LOAD REMAINS AS ORIGINALLY DESIGNED SEISMIC ZONE 4 SEISMIC SOURCE TYPE A TABLE 16-S TABLE 16-Q Na = 1 5 Ca = 0 44 Na NEED NOT TO EXCEED 25Ca IV, =R V2 = 0 367 TABLE 16-N R =45 30-5 USE TABLE 16-K I =10 TABLE 16-J SOIL TYPE = Sd THE FOLLOWING MATERIAL SPECIFICATIONS ARE UNFACTORED THE ATTACHED STRUCTURAL CALCULATIONS FACTOR ALL LOADS PER 1997 NDS SPECIFICATIONS MATERIAL SPECIFICATIONS WOOD DOUGLAS FIR 2X4 (RAFTERS) 2X6 (RAFTERS) 2X8 (RAFTERS) 2X10 (RAFTERS) F-b = 900 PSI, FT? = 900 PSI, FT? = 900 PSI, F'b = 900 PSI, F'v = 95PSI, F'v = 95PSI, F'v = 95PSI, F'v = 95PSI, £=1600000 PSI £=1600000 PSI £=1600000 PSI £=1600000 PSI *THIS REPORT ASSUMES THAT THE EXISTING ROOF DIAPHRAGM IS ADEQUATE TO SUPPORT ADDITIONAL LOADS FROM SOLAR UNITS THE ADDITIONAL LATERAL LOADS DUE TO SEISMIC ACTIVITY ARE VERY, VERY SMALL COMPARED TO THE OVERALL ROOF DEAD LOAD OF THE STRUCTURE THE ATTACHED DRAWINGS SHOW THE ROOF FRAMING CONFIGURATION FOR THE SUN EARTH SOLAR SYSTEMS FOR FRAMING CONFIGURATIONS OF 12" O/C, 16" 0/C, AND 24" 0/C THE ATTACHED "TIMBER BEAM AND JOIST DESIGN" CALCULATIONS SUPERIMPOSES THE FULL WEIGHT OF THE SOLAR UNITS ONTO MEMBERS LOADED WITH FULL ROOF LIVE AND DEAD LOADS. THE WEIGHT OF THE SOLAR UNIT IS APPLIED AS A POINT POINT LOAD TO EACH ROOF MEMBER. THESE CALCULATIONS ARE USED TO COMPILE LOAD SPAN TABLES BASED ON THE MAXIMUM ALLOWABLE SPAN OF MEMBERS MAXIMUM ALLOWABLE SPAN ARE GOVERNED BY A STRESS RATIO OF LESS THAN ONE OR A COMBINED LOAD DEFLECTION CRITERIA OF L/240 AND L/180 FOR FRAMING WITH AND WITHOUT FINISHED CEILING RESPECTIVELY NOTE: 1. ALL PURUN AND KI IX,E BRACES SHALL BE BRACED TO BEARING WAULS WITH A 2x4 STRUT SUCH THAT THE ANGLE FORMED BETWEEN THE BRACE AND A HORIZONTAL PLANE SHALL BE BETWEEN 45° AND 90°. ALL STRUTS GREATER THAN 8'-0" LENGTH SHALL BE 2x6 MEMBERS. 2. EXISTING ROOF FRAMING IS ASSUMED TO BE IN GOOD CONDITION. CONTRACTOR IS TO REPORT ANY SUBSTANDARD CONDITIONS OR DEFICIENCIES TO THE ENGINEER PRIOR TO COVERING ROOF. FRAMING MEMBERS THAT ARE SPANNING GREATER THAN ALLOWED BY THE LOAD SPAN TABLES MAY BE BRACED WITH A STRUT TO A LOAD BEARING WALL OR DOUBLED FRAMING MEMBERS THAT ARE DOUBLE MUST NOT SPAN GREATER THAN SHOWN IN THE LOAD SPAN TABLES FOR DOUBLE MEMBERS FRAMING MEMBERS THAT ARE BRACED TO A LOAD BEARING WALL MUST BE BRACED IN SUCH A MANNER TO COMPLY WITH THE 1997 UBC AND MUST BE BRACED FAR ENOUGH IN FROM A SUPPORT END TO COMPLY WITH THE LOAD SPAN TABLES FOR SINGLE MEMBERS THE ATTACHED DRAWINGS SHOW THE ROOF FRAMING CONFIGURATION FOR THE SUN EARTH SOLAR SYSTEMS FOR FRAMING CONFIGURATIONS OF 12" O/C, 16" 0/C, AND 24" 0/C THE ATTACHED "TIMBER BEAM AND JOIST DESIGN" CALCULATIONS SUPERIMPOSES THE FULL WEIGHT OF THE SOLAR UNITS ONTO MEMBERS LOADED WITH FULL ROOF LIVE AND DEAD LOADS. THE WEIGHT OF THE SOLAR UNIT IS APPLIED AS A POINT POINT LOAD TO EACH ROOF MEMBER. THESE CALCULATIONS ARE USED TO COMPILE LOAD SPAN TABLES BASED ON THE MAXIMUM ALLOWABLE SPAN OF MEMBERS MAXIMUM ALLOWABLE SPAN ARE GOVERNED BY A STRESS RATIO OF LESS THAN ONE OR A COMBINED LOAD DEFLECTION CRITERIA OF L/240 AND L/180 FOR FRAMING WITH AND WITHOUT FINISHED CEILING RESPECTIVELY NOTE: 1. ALL PURLIN AND RIDGE BRACES SHALL BE BRACED TO BEARING WALLS WITH A 2x4 STRUT SUCH THAT THE ANGLE FORMED BETWEEN THE BRACE AND A HORIZONTAL PLANE SHALL BE BETWEEN 45° AND 90°. ALL STRUTS GREATER THAN 8'-0" LENGTH SHALL BE 2x6 MEMBERS. 2. EXISTING ROOF FRAMTVG IS ASSUMED TO BE IN GOOD CONDITION. CONTRACTOR IS TO REPORT ANY SUBSTANDARD CONDITIONS OR DEFICIENCIES TO THE ENGINEER PRIOR TO COVERING ROOF. FRAMING MEMBERS THAT ARE SPANNING GREATER THAN ALLOWED BY THE LOAD SPAN TABLES MAY BE BRACED WITH A STRUT TO A LOAD BEARING WALL OR DOUBLED FRAMING MEMBERS THAT ARE DOUBLE MUST NOT SPAN GREATER THAN SHOWN IN THE LOAD SPAN TABLES FOR DOUBLE MEMBERS FRAMING MEMBERS THAT ARE BRACED TO A LOAD BEARING WALL MUST BE BRACED IN SUCH A MANNER TO COMPLY WITH THE 1997 UBC AND MUST BE BRACED FAR ENOUGH IN FROM A SUPPORT END TO COMPLY WITH THE LOAD SPAN TABLES FOR SINGLE MEMBERS r.tt. LOCATION 4315 SANTA ANA ST ONTARIO, CA. 91761 501 S MILLIKEN AVE, SUITE H DNTARIO. CA 91761 '909) 605-6865 PHONE 605-6870 FAX SUN EARTH. INC DATE 5/15/2001 JOB NO DWG FILE MODEL No COPPERHEART CP-40 °T10N SUPERIMPOSED LOAD TO ROOF MEMBERS FROM SYSTEM MAX WET WEIGHT APPLIED COPPERHEART MODEL No CP-40. ROOF FRAMING e 12" OtO TCP. . IV ANODIZED ALUMINUM SOLAR STRUT TYP FASTEN TO FRAMING PER MANUFACTURER SPECS WET WEIGHT = 541 LBS SYSTEM WIDTH = 36>4 IN SYSTEM LENGTH = «&!* IN WEIGHT PER ROOF SUPPORT = I'M LBS COPPERHEART MODEL No CP-40 ROOF FRAMING O 16" O/C TYP. ANODIZED ALUMINUM SOLAR STRUT TYP FASTEN TO FRAMINS PERMANUFACTURER SPECS WET WEI6HT = 5=11 LBS SYSTEM WIDTH = 36% IN SYSTEM LENGTH = <\&4 IN WEI6HT PER ROOF SUPPORT LBS COPPERHEART MODEL No CP-4O _LL ROOF FRAMINS 0 24' O/C TYP. I9fc" ANODIZED ALUMINUM SOLAR STRUT TYPFASTEN TO FRAMIN6 PER MANUFACTURER SPECS IV ANODIZED ALUMINUM SOLAR STRUT TYP SPANNING O) MEMBERS TYP WET WEIGHT = 5<n LBS SYSTEM WIDTH = 36^ IN SYSTEM LENGTH = 16i4 IN WEIGHT PER ROOF SUPPORT = HI LBS 6P-4O NOT TO SCALE ASPHALT SHINGLE ROOF (3-LAYER MAX) - NO CEILING LOAD FRAMING SPACED @ 12" O/C coDL = (DLA-f DLF) 12 IN coDL= 12PLF TOTAL ROOF DEAD LOAD TO MEMBERS ooLL = LL1 12 IN oaLL = 16 PLF TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 16" O/C coDL =(DLA + DLF) 16 IN coDL=16PLF coLL = LL1 16 IN coLL = 213PLF TOTAL ROOF DEAD LOAD TO MEMBERS TOTAL ROOF LIVE LOAD TO MEMBERS ' @ 24" O/C eoDL = (DLA + DLF) 24 IN aDL = 24 PLF TOTAL ROOF DEAD LOAD TO MEMBERS oLL = LL1 24 IN coLL = 32 PLF TOTAL ROOF LIVE LOAD TO MEMBERS ASPHALT SHINGLE ROOF (3-LAYER MAX) - WITH CEILING LOAD FRAMING SPACED @ 12" O/C coDL = (DLA+ DLF+ DLC) 12 IN coDL = 14 5PLF TOTAL ROOF DEAD LOAD TO MEMBERS oLL = LL1 12 IN coLL = 16 PLF TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 16" O/C coDL = (DLA + DLF + DLC) 16 IN oDL = 193PLF TOTAL ROOF DEAD LOAD TO MEMBERS coLL = LL1 16 IN coLL = 21 3 PLF TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 24" O/C oDL = (DLA + DLF + DLC) 24 IN coDL = 29 PLF coLL = LL1 24 IN wLL = 32PLF TOTAL ROOF DEAD LOAD TO MEMBERS TOTAL ROOF LIVE LOAD TO MEMBERS . KRI3TOPHER COLLINS, P.E. 601 S. MILLIKEN AVE., SUITE H ONTARIO, CA 91761 (909) 605-6865 FAX: (909)605-6870 ALLOWABLE LOAD SPAN TABLES FOR:SUN EARTH, INC.ROOF MOUNTED SOLAR SYSTEMS Model No. CP-40 DESIGN CRITERIA- (1997 UBC.) LIVE LOAD 20 psf Pitch less than 4 12 16 psf Pitch 4.12 and greater DEAD LOAD-6 psf 3 psf 15 psf 15 psf Asphalt Shingle (3) Layers Framing and Sheathing New 1/2" CDX Plywood Miscellaneous & Felt 12 psf 2 5 psf Total Dead Load w/o CIg. 1/2" Gyp Brd 14.5 psf Total Dead Load w/ Clg. CALCULATIONS The maximum allowable span of a member shall be determined by the lowest value of two methods of calculation: Maximum allowable bending stress and maximum allowable deflection (L/180 w/out clg.; L/240 w/ clg.). All allowable spans listed in the table below are extracted directly from the "Timber Beam & Joist" calculations attached TABULATED VALUES. MAXIMUM ALLOWABLE RAFTER SPANS Rafter Size 2x4 I = 5 36 in* S = 3 06 in3 2x6 I = 20 8 in* S = 7 56 m3 2x8 I = 47 6 m4 S = 13 14 in3 2x10 I = 98 9 in4 S = 21 4 in3 Rafter Spacing 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" Pitch < 4 12 (No Clg ) yjSftlgrev CU5'-6!L/' <?3r 5 '-3" 12'-6" 11 '-6" 9'-6" 17'-6" 16'-0" 13 '-0" 23 '-3" 20'-3" 16'-6" Double 9 '-3" 8 '-9" 7'-9", 16'-9" 15 '-3" 13'-6" 22'-9" 20'-9" 18'-3" 29'-9" 27'-0" 23 '-9" Pitch > 4 12 (No Clg) Single 6'-9" 6'-3" 5 '-6" 13 '-0" 12'-0" lO'-O" 18'-3" 16'-9" 14'-0" 24 '-3" 21'-9" 17'-9" Double 9'-9" 9'-0" 8'-0" 17'-3" 16'-0" 14'-0" 23'-9" 21 '-9" 19'-0" 31'-0" 28'-3" 24'-9" Pitch > 4 12 (w/ Clg ) Single 6'-0" 5'-9" 5 '-3" 11 '-3" 10 '-6" 9 '-3" 16'-0" 14'-6" 13'-0" 21 '-3" 19'-3" 17'-0" Double 8'-3" 7'-6" 7'-0" 14'-9" 13'-6" 12'-0" 20'-3" 18'-6" 16'-3" 26'-6" 24'-3" 21 '-3" ENGINEER'S COMMENTS The maximum span values are for vertical gravity loading only All framing shall comply with the Uniform Building Code Cosmetic cracking of walls and ceiling can occur during and after installation Furthermore, visible deflection of the roof can occur, especially for i afters approaching maximum allowable spans Cracking and deflections do not affect the structural integrity of the roof framing This form is provided as a convenience to homeowners and contractors Sun Earth, Inc and the Architect or Engineer assume no responsibility for the accuracy of the information supplied by others Tl 10 iou* a men m a 73 -o73 O ma m p O O Co 0> CD 01 70nn O O•n §sq 033TJ m o o m m z73 O £s coc•< coto co CO TJTJo73 03 73 O> 01 CO CO CO O H ! co 5 co y Omz O mco INLAND ENGINEERING & CONSULTING, INC. Structural & Civil Engineering 4883 EAST LA PALMA AVENUE - SUITE 501-A ANAHEIM. CA92807 Tel (714)777-7700 FAX (714)777-7773 SHT # I JOB* & DATE ^- OF STRUCTURAL CALCULATIONS PREPARED FOR PROJECT .129 £«CX>,uT +W, C.fip.Lie^O, <"A , - ' .'- . • T. -' .-'-/ •* ;•«••( ?"> r• •\ ,, \ ' N , - \V'^~ •V^^xL-- — "4- ^^c^?^/ •,.., •'^-^f \^ '-X •'"'•^-- .1,; **K - V V iv. .- v^ .^'V\"-'XV A'°\A qrgp ]>•;}0 -' jo ,-^ AJ^ ' /]•^f r - -/=5^ •-.,' 1 - ,x'. •••*" INLAND ENGINEERING DATE BY SUBJECT 5oi_A.i2- UJ V-U SHEET NO CHKD GLNLRAL INI-ORMATION BUILDING CODE 2007 C13C MATERIAL PROPKRTIES LUMBER (STRUC LUMBER DOUGLAS FIR LARCH) 2x AND 4x JOIST AND BEAM 6x BEAMS & THICKER 6x POS FS GLU-LAMINATED BEAMS PSL-PARALLAM OR EQ CONC SLAB ON GRADE FOOTING MASONRY CONC BLOCK REFNF STEEL GRADE No 2 No 1 SELECT No 1 No 1 24-F-V4 (c 2500 psi 2500 psi Fh Ft 875 575 1000 575 1450 575 95 1350 675 1350 825 2400 1100 165 2800 1850 285 wt ISOpcf ISOpcf :7V 95 95 95 85 85 165 285 E 1 6x1 0A6 1 7x1 0A6 1 9x1 0A6 1 6x1 0A6 1 6x1 0A6 1 8x1 0A6 20xlOA6 Fc 1300 1300 1300 925 1000 1600 2700 STRUC STEEL STRUC PLATES PIPE COLS STL TUBES 1500 psi # 4 BAR AND SMALLER #5 BAR AND LARGER Fy = 36 ksi Fy = 35 ksi Fy = 46 ksi GR 40 GR 60 INLAND ENGINEERING DATE BY CHKD SUBJECT ? £>>SHEET NO JOB NO ~>' 6Y ii 15-72- .Y||s—iz. 4- -056kffi . - 056k/fti -15k - 056k/ft • i : : • k ' i •' 'j ' V i'l •'i ! i nm^i^ -,056k/ftli ! Loads LC1.DL+LL I Results for LC1.DL+LL ; INLAND ENGINEERING ! shawn nikjooI [ 81358 J SUNTREK Sept 12, 2008 at 4.58PM SUMTREK-81358-R f2d Company INLAND ENGINEERING Designer shawn nikjoo Job Number 81358 SUNTREK Checked By Global .P-!sPjay.Sectionsfor Member_Calc_s LMaxJnterrjaJJjectons^^^ Include Shear De^rmatipn ! MejQe Tolerancejin) ~ P-Delta Analysis Tolerance Hot Rolled Steel Code _5 97" "Yes"12" 0 50% L_ i AISC ASP 9th ._._. --.iWppdjfemjserature Concrete Code 9 ASD_ "NDSJ1797 "ASiJT <jgOF __ 2 I ACi 1999 .Nymbsr °L.Sliear_Regjp_ns [Region Spaqng !ncrernenT|in^ C^ncrete^Stress jBlpck "_ J__ _ [Use Cracked_Sectign_s_' 4 4 R_ec[angu\ar Np Yes Wood Material Properties Label Species W1 Douglas Fir-Larch Grade No 2 Cm Emod Nu Therm (ME Dens[k/ftA3] 1 3 3 035 Wood Section Sets I •I 1 2 Label WOOD1 WOOD2 Shape 3X4 2X4 Type Beam Beam Design List None None Material W1 W1 Design Rules lypicaj typical A [in2] 875 525 I (90,270) [i 4557 984 KO,180)[m4] 8932 5359 Member Primary Data 1 2 3 4 5 6 7 8 9 Label M1 M2 M3 M4 M5 M6 M7 M8 M9 I Joint N1 N2 N3 N4 N5 N1 N2 N3 N6 J Joint Rotate(deg) N2 N3 N4 N5 N6 N6 N6 N6 N4 Section/Shape WOOD1 3x4 3x4 3x4 2X4 2X4 2X4 2X4 2X4 Type Beam Beam Beam Beam Beam Beam Beam Beam Beam Design List None Rectangu Rectangu Rectangu Rectangu Rectangu Rectangu Rectangu Rectangu Material W1 W1 W1 W1 W1 W1 W1 W1 W1 Design Rules Typical Typical Typical Typical Typical Typical Typical Typical Typical Joint Coordinates and Temperatures 1 2 3 4 5 6 Label N1 N2 N3 N4 N5 N6 X[ft] 0 6 12 18 24 12 Y[ft] 0 2 4 2 0 0 Temp [F] 0 0 ] 0 ..._Q ! 0 ~~6 "~ 1 RISA-2D Version 7006 [C \RISA\SUNTREK-81358-R r2d]Pagel Company Designer Job Number INLAND ENGINEERING shawn nikjoo81358 SUNTREK Checked Bv Joint Boundary Conditions ri Joint Label N_1 N5 X [k/m] Reaction Y [k/in] -Reaction Reaction Rotation[k-ft/rad]Footing Wood Desiqn Parameters 1 2 3 4 5 6 7 8 9 Label M1 M2 M3 M4 M5 M6 M7 M8 M9 Shape Length[ft] Le-out[ft] WOOD1 6325 0 3x4 6 325 0 3x4 6 325 0 3x4 6 325 0 2X4 12 0 2X4 12 0 2X4 6 325 0 2X4 4 0 2X4 6 325 0 Le-m[ft] le-bend to le-bend bo K-out K-m CH Cr Out sway In sway Seqment Segment Seqment Segment Seqment Segment Seqment Segment Segment Joint Loads and Enforced Displacements Joint Label LD,M No Data to Print Direction Magmtude[k,k-ft in.rad k*sA2/ft] Member Point Loads (BLC 1 DL) Member Label M3 Direction Y Magmtude[k,k-ft] -15 Location[ft,%] 3 Member Distributed Loads (BLC 1 • DLL 1 ! 2 3 ! 4 5 I 6 Member Label M1 M2 M3 M4 M6 M5 Direction Y Y Y Y Y Y Start Magnitude[k/ft,d -024 -024 -024 -024 -01 -01 End Magnitude[k/ft,d -024 -024 -024 -024 -01 -01 Start Location[ft,%] 0 0 0 0 0 0 End Location[ft %] 0o ! 0 0 \ 0 0 I Member Distributed Loads {BLC 2 • LL) Member Label 1 M1I "2 ' "" " 3: 4 M2 M3 M4 Direction Start Magnitude[k/ft,d End Magnitude[k/ft,d Start Location[ft, Y -032 -032 0 Y Y Y -032 -032 -032 - 032 -.032 - 032 0 0 0 %] End Location[ft,%] 0_o_ _..Ho_ _ Basic Load Cases 1 2 BLC Description DL LL Category DL LL X Gravity Y Gravity -1 Joint Point 1 Distributed 6 4 Load Combinations Description Solve PD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor DL+LL Yes DL 1 LL 1 RISA-2D Version 7006 [C \RISA\SUNTREK-81358-R r2d]Page 2 Company INLAND ENGINEERING Designer shawn nikjoo Job Number 81358 SUNTREK 7 Checked By Joint Deflections LC 1 1 2 1 3 1 4 1 5 1 __6 1 Joint Reactions Joint Label N1 N2 N3 N4 N5 N6 LC Joint Label 1 1 N1 2 1 N5 3 1 Totals 4 .. 1 . COG (ft).. Member Section Forces LC _1 1 3 4 5 6 1 __7 "9r:io;~~'i.~:ji 1..._^_ Ll 4 . 15 16 1 _..17_ ~~19r20 21 1 22 23 ...24 _ 25 26 1 27 28 29 30 ,__3_1 _1 33 ,,34 35 36 1 37 38 Member Label Ml M2 rj~M3~ir.zz — .— M4 . M5 M6 — _M7_._ M8 Sec 1 2 3 4 5 1 2 3 4 ~5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 "1 2 3 X[m] 0 044 037 02~8 072 _Q_35 X[k] 0 0 0 X 12223 Axial[k] 223 2201~ 2 172 2143 2 114 1 643 1 614 1 585 1 556 1 526 1 502 1 531 1 607 1 636 1 665 2227 2256 2285 2314 2343 -2 168 -2 168 -2 168 -2 168 -2 168 -2061 -2061 -2061 -2061 -2 061 586 587 588 588 589 - 556 -554 -553 Y[m] 0 - 169 -174 -174 0 :.177 Y[k] 938 974 1 912 Y 1 791 Shear[k] 174 087 0 -087 -174 174 087 6 -087 -174 249 162 -068 -155 -242 174 087 0 -087 - 174 -068 -034 0 034 068 068 034 0 -034 -068 004 002 0 -002 -004 0 0 0 Rotation [rad] 0 0 0b 0 ..._0_ MZ [k-ft] 0 0 Moment[k-ft] 0 -207 -276 -207 0 0 -207 -276 - 207 0 0 -325 -489 -314 b 0 -207 -276 -207 0 0 152 203 152 0 0 -152 -203 -152 0 0 -005 -006 -005 0 0 0 6 RISA-2D Version 7006 [C \RISA\SUNTREK-81358-R r2d]Page3 Company INLAND ENGINEERINGDesigner shawn nikjooJob Number 81358 SUNTREK Checked By ^ Member Section Forces (Continued) LC Member Label 39 I 40 41 1 M9 i 42 4344" "" " " "" ~ "" 45 Member Section Stresses LC Member Label Sec 1 1 M1 ! 2 3 i 4 5 161 M2 7 8 9 I 10 111 M3 i 12 ' ' ' 13 14 15 i 16 1 M4 17 I 18 19 I 20 21 1 M5 22 23 24 25 26 1 M6 27 28 29 :' 30 31 1 M7 32 33 ! 34 35 36 1 M8 37 ! 38 39 ! 40 41 1 M9 i 42 43 I 44 45 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 Sec 4 5 1 2 3 4 5 Axial[ksi] 255 252 248 245 242 188 184 181 178 174 172 175 184 187 19 254 258 261 264 268 -413 -413 -413 -413 -413 -393 -393 -393 -393 -393 112 112 112 112 112 -106 -106 - 105 -105 -105 134 133 133 133 133 Axial[k] -552 -551 701 701 7 7 699 Shear[kst] 03 015 0 -015 -03 03 015 0 -015 -03 043 028 -012 -027 -041 03 015 0 -015 -03 -019 -01 0 01 019 019 01 0 -01 -019 001 0 0 0 001 0 0 0 0 0 001 0 0 0 -001 Shearfk] 0 0 004 002 0 -002 -004 Top Bend:ng[ksi] 0 486 648 486 0 0 486 648 486 0 0 764 1 15 737 0 0 486 648 486 0 0 -596 -795 -596 0 0 596 795 596 0 0 018 024 018 0 0 0 0 0 0 0 018 024 018 0 Moment[k-ft] 0 0 0 -005 - 006 -005 0 Bot Bending[ksi] 0 -486 -648 -486 0 0 -486 -648 -486 0 0 -764 -1 15 -737 0 0 -486 -648 -486 0 0 596 795 596 0 0 -596 -795 -596 0 0 -018 -024 -018 0 0 0 0 0 0 0 -018 -024 -018 0 RISA-2D Version 7006 [C \RISA\SUNTREK-81358-R r2d]Page 4 Company INLAND ENGINEERING Designer shawn nikjoo Job Number 81358 SUNTREK Checked By ' Member Section Deflections 1 i 2 3 r 4 5 i 6 7 ! 8 9 I..1Q_.11 I 12 13 ! 14 15 ! 16 17 i 18 19 I 20 21 [ 22 23 i 24 25 i 26 27 L.281 29 i 30 31 i 32 33 ! 34 35 i 36 37 ! 38 39 i 40 41 I 42 43 i 44 45 LC1 1 . 1 1 1 1 rni~_~."_~_~ir. - — — — 1— Member Label M1 M2 M3 M4 M5 M6 — M7 rz.."ZM8.r.r_~i M9 Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 i 2 3 4 5 1 2 3 4 5 x[m] 0 -003 -006 -009 -012 -012 -014 -016 - 018 -02 09 088 085 083 081 081 078 075 072 069 -072 -063 -054 -045 - 035 0 009 018 026 035 095 094 092 091 09 174 175 176 176 177 -023 -024 - 026 -027 -029 y[m] 0 -142 -226 -229 -174 -174 -274 i3J4 -275 -177 -154 -316 -384 -316 -156 - 156 -21 -206 -121 . 023 0 481 702 57 177 0 -481 -702 -57 -177 -146 -152 -157 -158 -157 037 036 036 036 035 -179 -182 - 182 -179 -174 (n) L/y Ratio NC 766 848 54638 766 848 NC NC 766 848 546 38 766 848 NC NC 468 474 331 078 473 557 NC NC 766 848 546 38 766 848 NC NC 329418 23471 329418 NC NC 329418 23471 329418 NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC Member Wood Code Checks (By Combination) 1 ! 2 3 i 4 5 ! 6 7 LC 1 1 1 1 1 1 1 Member M1 M2 M3 M4 M5 M6 M7 Shape 3X4 3x4 3x4 3x4 2X4 2X4 2X4 DC Max Loc[ft] Shear 588 3 162 252 510 3 162 252 889 3 031 360 605 3 162 252 854 6 163 835 6 163 128 6325 009 Loc[ft] Fc'[ksi] 0 876 0 876 0 876 6 325 876 0 275 0 275 0 876 Ft'[ksi] 1 078 1 078 1 078 1 078 1 078 1 078 1 078 Fb'[ksi] 1 688 1 688 1 688 1688 1 688 1 588 1688 Fv'[ksi] 119 119 119 119 119 119 119 RB 0 0 0 0 14967 0 10865 CL 1 1 1 1 1 1 1 CP 452 452 452 452 141 141 452 Eqn 39-3 39-3 39-3 39-3 39-1 39-1 363 RISA-2D Version 7006 [C \RISA\SUNTREK-81358-R r2d]Page5 Company INLAND ENGINEERING Designer shawn nikjoo Job Number 81358 SUNTREK Checked By. Member Wood Code Checks (Bv Combination) (Continued) 1C Member _ _Shape_ UC.jyiax LqcfftL Shear _ Locfft] Fc'fksil Ft'fksil Fblfksi] Fv'fksi] RB _ _CL CP JEqn 8 1 M8 _ 2X4 098. _ 0 000 0 _1507_ 1078 1688_ 119 8641_ _ 1 _776_ 39-1 9 1 M9 2X4 152" 0 009 6325 876 "l 078 1688 119 10865 1 452 363 RISA-2D Version 7 0 0 6 [C \RISA\SUNTREK-81358-R r2d] Page 6 KRJSTOPHER COLLINS, P E 605 S MELIKEN AVE, SUITE H ONTARIO, CA 91761 (909)605-6865 FAX (909)605-6870 STRUCTURAL CALCULATIONS FOR SUN EARTH, INC. LOAD SPAN TABLES FOR SOLAR SYSTEM MODEL No. CP-40 222001 DESIGN LOADS (PER '97 U B C ) ROOF LIVE LOAD> 4 12 |_L = 16 PSF ROOF LIVE LOAD < 4 12 LL2 = 20 PSF DLT = 10 PSF DLA = 6 PSF DLF = 6 PSF DLC = 2 5 PSF REDUCED FOR SLOPE FULL LIVE LOAD REGULAR WEIGHT TILE (3) LAYERS OF ASPHALT SHINGLE FRAMNG/SffiiATHING/FELT CEILING DEAD LOAD AT CATHEDRAL CEILING OR TRUSSES WINDAT90MPH qs = 20.8 PSF (PRESSURE) Ce=113 (EXPOSURE CUPTO 20 FT) Cq = 13 P = Cq Ce Ck (SHAPE FACTOR) P = 30 56 PSF HORIZONTAL P = 16 45 PSF UPLIFTP = 0 7 Ce qs VERTICAL PROJECTION OF THE HOUSE IS UNCHANGED WIND LOAD REMAINS AS ORIGINALLY DESIGNED SEISMIC ZONE 4 SEISMIC SOURCE TYPE A TABLE 16-S TABLE 16-Q Na=1.5 Ca=044Na NEED NOT TO EXCEED 25Ca IV, = R V2 = 0 367 TABLE 16-N R =45 30-5 USE TABLE 16-K 1=10 TABLE 16-J SOIL TYPE = Sd THE FOLLOWING MATERIAL SPECIFICATIONS ARE UNFACTORED THE ATTACHED STRUCTURAL CALCULATIONS FACTOR ALL LOADS PER 1997 NDS SPECIFICATIONS MATERIAL SPECIFICATIONS WOOD DOUGLAS FIR 2X4 (RAFTERS) 2X6 (RAFTERS) 2X8 (RAFTERS) 2X10 (RAFTERS) Fb = 900PSI, F-b = 900 PSI, Fb = 900 PSI, F'b = 900 PSI, F'v = 95PSI, F'v = 95PSI, Fv = 95PSI, F'v = 95 PSI, £=1600000 PSI £=1600000 PSI £ = 1600000 PSI £=1600000 PSI THIS REPORT ASSUMES THAT THE EXISTING ROOF DIAPHRAGM IS ADEQUATE TO SUPPORT ADDITIONAL LOADS FROM SOLAR UNITS THE ADDITIONAL LATERAL LOADS DUE TO SEISMIC ACTIVITY ARE VERY, VERY SMALL COMPARED TO THE OVERALL ROOF DEAD LOAD OF THE STRUCTURE THE ATTACHED DRAWINGS SHOW THE ROOF FRAMING CONFIGURATION FOR THE SUN EARTH SOLAR SYSTEMS FOR FRAMING CONFIGURATIONS OF 12" 0/C, 16" 0/C, AND 24" 0/C THE ATTACHED "TIMBER BEAM AND JOIST DESIGN" CALCULATIONS SUPERIMPOSES THE FULL WEIGHT OF THE SOLAR UNITS ONTO MEMBERS LOADED WITH FULL ROOF LIVE AND DEAD LOADS. THE WEIGHT OF THE SOLAR UNIT IS APPLIED AS A POINT POINT LOAD TO EACH ROOF MEMBER. THESE CALCULATIONS ARE USED TO COMPILE LOAD SPAN TABLES BASED ON THE MAXIMUM ALLOWABLE SPAN OF MEMBERS MAXIMUM ALLOWABLE SPAN ARE GOVERNED BY A STRESS RATIO OF LESS THAN ONE OR A COMBINED LOAD DEFLECTION CRITERIA OF L/240 AND L/180 FOR FRAMING WTTH AND WITHOUT FINISHED CEILING RESPECTIVELY NOTE: 1. ALL PURLIN AND RIDGE BRACES SHALL BE BRACED TO BEARING WAULS WITH A 2x4 STRUT SUCH THAT THE ANGLE FORMED BETWEEN THE BRACE AND A HORIZONTAL PLANE SHALL BE BETWEEN 45° AND 90°. ALL STRUTS GREATER THAN 8'-0" LENGTH SHALL BE 2x6 MEMBERS. Z. EXISTING ROOF FRAMING IS ASSUMED TO BE IN GOOD CONDITION. CO]VTRACTOR IS TO REPORT ANY SUBSTANDARD CONDITIONS OR DEFICIENCIES TO THE ENGINEER PRIOR TO COVERING ROOF, FRAMING MEMBERS THAT ARE SPANNING GREATER THAN ALLOWED BY THE LOAD SPAN TABLES MAY BE BRACED WITH A STRUT TO A LOAD BEARING WALL OR DOUBLED FRAMING MEMBERS THAT ARE DOUBLE MUST NOT SPAN GREATER THAN SHOWN IN THE LOAD SPAN TABLES FOR DOUBLE MEMBERS FRAMING MEMBERS THAT ARE BRACED TO A LOAD BEARING WALL MUST BE BRACED IN SUCH A MANNER TO COMPLY WITH THE 1997 UBC AND MUST BE BRACED FAR ENOUGH IN FROM A SUPPORT END TO COMPLY WITH THE LOAD SPAN TABLES FOR SINGLE MEMBERS LOCATION 4315 SANTA ANA ST ONTARIO, CA. 91761 301 S MILUKEN AVE, SUITE H DNTARIO. CA 91761 '909) 605-6865 PHONE *909) 605-6870 FAX SUN EARTH. INC DATE 5/15/2001 JOB NO MODEL No COPPERHEART CP-40 DWG FILE 'TION SUPERIMPOSED LOAD TO ROOF MEMBERS FROM SYSTEM MAX WET WEIGHT APPLIED COPPERHEART MODEL No CP-40ii ii 11^ ANODIZED ALUMINUM SOLAR STRUT TYP FASTEN TO FRAMING PER MANUFACTURER SPECS ROOF FRAMING a 12* O/C TYP. WET WEIGHT = 5^1 LBS SYSTEM WIDTH = 36^ INSYSTEM LENGTH = ISt* IN WEIGHT PER ROOF SUPPORT LBS COPPERHEART MODEL No CP-40 ROOF FRAMING O 16" QIC TYP. ANODIZED ALUMINUM SOLAR STRUT TYP FASTEN TO FRAMING PER MANUFACTURER SPECS WET WEIGHT = 541 LBS SYSTEM WIDTH = 36!$ IN SYSTEM LENGTH = IBl* IN WEIGHT PER ROOF SUPPORT = \°A LBS COPPERHEART MODEL No CP-40 6" ANODIZED ALUMINUM - SOLAR STRUT TYP FASTEN TO FRAMING PER MANUFACTURER SPECS 1 ANODIZED ALUMINUM -SOLAR STRUT TYPSPANNING (3) MEMBERS TYP ROOF FRAMING a 24" QIC TYP. WET WEIGHT = 5<n LBS SYSTEM WIDTH = 36b IN SYSTEM LENGTH = <\&b IN WEIGHT PER ROOF SUPPORT LBS 6P-4O NOT TO SCALE ASPHALT SHINGLE ROOF (3-LAYER MAX) - NO CEILING LOAD FRAMING SPACED @ 12" O/C (DDL = (DLA + DLF) 12 IN coDL = 12 PLF TOTAL ROOF DEAD LOAD TO MEMBERS coLL = LL1 12 IN ooLL = 16 PLF TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 16" O/C coDL = (DLA + DLF) 16 IN c»DL=16PLF coLL =LL1 16 IN o>LL = 213P TOTAL ROOF DEAD LOAD TO MEMBERS LOAD TO MEMBERS FRAMING SPACED @ 24" O/C ooDL = (DLA + DLF) 24 IN coDL= 24PLF coLL = LL1 24 IN coLL = 32PLF TOTAL ROOF DEAD LOAD TO MEMBERS TOTAL ROOF LIVE LOAD TO MEMBERS ASPHALT SHINGLE ROOF (3-LAYER MAX 1 - WITH CEILING LOAD FRAMING SPACED @ 12" O/C coDL = (DLA + DLF + DLC) 12IN o>DL = 14 5 PLF TOTAL ROOF DEAD LOAD TO MEMBERS caLL = LL1 12 IN o>LL = 16 PLF TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 16" O/C coDL = (DLA + DLF + DLC) 16 IN coDL = 19 3 PLF TOTAL ROOF DEAD LOAD TO MEMBERS mLL = LL1 16 IN oLL = 21 3 PLF TOTAL ROOF LIVE LOAD TO MEMBERS FRAMING SPACED @ 24" O/C oDL = (DLA + DLF + DLC) 24 IN coDL = 29 PLF coLL = LL1 24 IN <oLL = 32PLF TOTAL, ROOF DEAD LOAD TO MEMBERS TOTAL, ROOF LIVE LOAD TO MEMBERS KRISTOPHER COLLINS, P.E. 601 S. MILLIKEN AVE., SUITE H ONTARIO, CA 91761 * (909) 605-6865 FAX: (909)605-6870 ALLOWABLE LOAD SPAN TABLES FOR: SUN EARTH, INC. ROOF MOUNTED SOLAR SYSTEMS Model No. CP-40 DESIGN CRITERIA- (1997 UBC.) LIVE LOAD 20 psf Pitch less than 4 12 16 psf Pitch 4 12 and greater DEAD LOAD 6 psf 3 psf 15 psf 15 psf 12 psf 2 5 psf 14 5 psf Asphalt Shingle (3) Layers Framing and Sheathing New 1/2" CDX Plywood Miscellaneous & Felt Total Dead Load w/o CIg. 1/2" Gyp Brd Total Dead Load w/ Clg. CALCULATIONS The maximum allowable span of a member shall be determined by the lowest value of two methods of calculation: Maximum allowable bending stress and maximum allowable deflection (L/180 w/out clg.; L/240 w/ clg.) All allowable spans listed in the table below are extracted directly from the "Timber Beam & Joist" calculations attached. TABULATED VALUES. MAXIMUM ALLOWABLE RAFTER SPANS Rafter Size 2x4 I = 5 36 in" S = 3 06 in3 2x6 I = 20 8 in4 S = 7 56 in3 2x8 I = 47 6 in4 S = 13 14 in3 2x10 I = 98 9 in4 S = 21 4 in3 Rafter Spacing 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" Pitch < 4 12 (No Clg ) >aftrgrPv 4V6'-6!l*r (T3r 5 '-3" 12'-6" 11 '-6" 9'-6" 17'-6" 16'-0" 13 '-0" 23 '-3" 20'-3" 16'-6" Double 9 '-3" 8 '-9" 7 '-9". 16'-9" 15 '-3" 13 '-6" 22'-9" 20'-9" 18'-3" 29'-9" 27'-0" 23 '-9" Pitch > 4 12 (No Clg) Single 6 '-9" 6'-3" 5'-6" 13'-0" 12'-0" lO'-O" 18'-3" 16'-9" 14'-0" 24'-3" 21 '-9" 17'-9" Double 9'-9" 9'-0" 8'-0" 17'-3" 16'-0" 14'-0" 23 '-9" 21 '-9" 19'-0" 31'-0" 28'-3" 24'-9" Pitch > 4 12 (w/ Clg) Single 6'-0" 5'-9" 5'-3" 11 '-3" 10'-6" 9 '-3" 16'-0" 14'-6" 13 '-0" 21 '-3" 19'-3" 17'-0" Double 8'-3" 7'-6" 7'-0" 14'-9" 13'-6" 12'-0" 20'-3" 18'-6" 16'-3" 26'-6" 24'-3" 21'-3" ENGINEER'S COMMENTS The maximum span values are for vertical gravity loading only. All framing shall comply with the Uniform Building Code Cosmetic cracking of walls and ceiling can occur during and after installation Furthermore, visible deflection of the roof can occur, especially for rafters approaching maximum allowable spans Cracking and deflections do not affect the structural integrity of the roof framing This form is provided as a convenience to homeowneis and contractors Sun Earth, Inc and the Architect or Engineer assume no responsibility for the accuracy of the information supplied by others CER FHOLDER COPY STATE INSURANCE F-LJFMD SG PO BOX 420807, SAN FRANCISCO,CA 94142-0807 CERTIFICATE OF WORKERS COMPENSATION INSURANCE ISSUE DATE 01-01-2008 GROUP POLICY NUMBER 1763718-7008 CERTIFICATE ID 29 CERTIFICATE CXPIBE5 01-01-2008 01-01-2008/01-01-2009 CONTRACTORS STATE LICENSE BOARDATTENTION WORKMAN: COMPENSATION UNIT P. O. BOX 26000 SACRAMENTO CA 85926 SO LIC PERMITS 8594flOINCEPTION DATE 01-01-2003 DO SO This is to certify thai w» h*ve is«ued » valid Worker* Compensation insurance policy in, a form approved by theCalifornia hcurmce Commissioner to the employer nimed below for the policy period indicated This policy it not subject to cjnceilation by the Fund except upon 30 diyj advance written notice to the employer Wo will alia glva you 30 d»ys adwice nulicw should this policy be cancelled prior to its normal expiration This certificate of insurance is not an Insurance policy and does not jrnsnd, extend or liter (ha covarsga afforded by Uie policy listed hsraln. Notwithstanding any requirement, term or condition of any contract or other documentwith r«»peet to which this certificate o) insurance may be uiuod or to which it may pertain the insurance afforded by the policy described herein is subject to all the terms, exclusion) end conditions of such policy *V*HORIZ6D REPRESENT ATI VfiO PRESIDENT EMPLOYER'S LIABILITY LIMIT INCLUDING) DEFENSE COSTS $1,000.000 PER OCCURRENCE ENDORSEMENT /ft600 - ROY HEINE. P,S,T,VP • EXCLUDED ENDORSEMENT f20as ENTITLED CERTIFICATE HOLDERS' NOTICE EFFECTIVE 01-01-2005 IS ATTACHED TO AND FORMS A PART OF THIS POLICY EMPLOYER SUNTREK INDUSTRIES INC. DBA. SUNTAEK INDUSTRIES G HOLLAND STE 215 IRVINE CA 82B18 *"<>,>-••, SG PHINTBO [B1J3G] Ot-07-100» CcAttain State Of California •ORS STATE LICEI ACTIVE LICENSE Q^CONTRACTORS STATE LICENSE BOARD 859460 Ea% CORP SUNTREK INDUSTRIES INC C46 05/31/2009 ACORD. CERTIFICATE OF LIABILITY INSURANCE °l^^2 PRODUCER RMI Insurance Services, Inc 220 Technology Drive, #110 Irvine CA 92618 Phone 949-701-4800 Fax 949-701-4801 INSURED Suntrek Industries. Inc5 Holland Drive - 6ldg 215Irvine CA 92618 DATE (MM/DD/YYYY) 03/03/08 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATICS ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATEHOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW INSURERS AFFORDING COVERAGE INSURER B state c.aapenaatlon Ins Fund INSURER c Safeco Insurance Company INSURER D INSURER E NAIC# 37257 24740 COVERAGES MAY PERTAIN THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THC TERMS EXCLUSIONS AND CONDITION? OF SUCH POLICIES AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS LTR A B C NSRC TYPE OF INSURANCE GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY | CLAIMS MADE | X | OCCUR GEN L AGGREGATE LIMIT APPLIES PER | POLICY | UgPf | |LOC AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON-OWNED AUTOS GARAGE LIABILITY ] ANY AUTO EXCESS/UMBRELLA LIABILITY | OCCUR 1 | CLAIMS MADE J DEDUCTIBLE | RETENTION $ WORKERS COMPENSATION AND EMPLOYERS LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVEOFFICER/MEMBER EXCLUDED? If yes describe under SPECIAL PROVISIONS below OTHER Property Section POLICY NUMBER S200000516 044-0026026-07 01CG512731410 POLICY EFFECTIVE DATE (MM/DD/YY) 03/01/08 01/01/08 03/01/08 POLICY EXPIRATIONDATE (MM/DD/YY) 03/01/09 01/01/09 03/01/09 LIMITS EACH OCCURRENCE PREMISES (Ea occurence) MED EXP (Any one person) PERSONAL & AOV INJURY GENERAL AGGREGATE PRODUCTS COMP/OPAGG COMBINED SINGLE LIMIT(Ea accident) BODILY INJURY(Per person) BODILY INJURY (Per accident) PROPERTY DAMAGE (Per accident) AUTO ONLY EA ACCIDENT OTHER THANAUTO ONLY EAACC AGG EACH OCCURRENCE AGGREGATE __ WC STATUX TORY LIMITS OTHER EL EACH ACCIDENT EL DISEASE EA EMPLOYEE E L DISEASE POLICY LIMIT $ 1000000 s 100000 *5000 t 1000000 J 2000000 $2000000 $ $ $ $ $ $ s s t % $ $ $1000000 t 1000000 $ 1000000 Proof of Insurance CERTIFICATE HOLDER CANCELLATION PROOFOF Proof Of Insurance SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER ITS AGENTS OR REPRESENTATIVES AUTHORIZED REPRESENTATIVE //C£_A *"J>*~¥ ACORD 25 (2001/08)ACORD CORPORATION 1988