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SFD (0105-184)78175 Masters Cir 0105-184 LICENSED CONTRACTOR DECLARATION I hereby affirm.under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date Date-" T' gnature of Contractor 21 ''" "' WEWBUIEDER-DEC ARATION r%f I here y affirm under penalty of perjury that I am exempt from the Contractor's LiceAse Law for the following reason: ( ) 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting"' -'with licensed contractors to construct the project (Sec. 7044, Business F& Professionals Code). () I am exempt under Section r , B&P& for this reason Date 'Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: (•) I have and will maintain a certificate of consent to self -insure for workers' compensation; as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( ) I have and will . maintain Workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier Policy No. PoTATRYUND (This section need not be completed if the. permit valuation is for $100.00.or less). O I. certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject .to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisioris. Date- Applicant -. ./' 4, / Warning. Failure to secure World rs' Compensatiofi coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety. for a, permit subject to the conditions and restrictions set forth on his application. . T. Each person upon whose behalf this application is made & each person at whose request and for whose'benefit work is performed under or pursuant to . ,any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta',` its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this. application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection urposes. Signature (Owner/Agent)' • w , Date'` BUILDING PERMIT PERMIT# { DATE %/ VALUATION LOT. 0106-184 TRACT V47SQ1.40 87 JOB SITE ^ --- ADDRESS APN M, I ?&A17 IMI3 (TU Z(I 'a B 7-70-3504199 OWNER . CONTRACTOR /DESIGNER /ENGINEER .. 8ER-i-XO riROPY,YIES ITU VIM, DrtlwrCy'YEH+CORP. 1s0 BOX J 144 77899WAY A QlARRA 4".& 21253 PAUX,owwr. 0,A 92260 (760)7'?Z-2626 CsLft 5393 USE OF PERMIT SIM) 9 FEAWT Df"3I'_S N0T'1NC'f.. DE E41=K:W.t IA, f?tsOL OR1:tff'LtiP'E't7O''c1Y CUSTOM CONSTRUC"TION SF POtcCUIP ANIC'i Sf►3.►3i1.SY LM— c0sr or C '9.) 1' u' °: R:UCb". Oil 447,9 1,30 err y p y( SUMMARY .P'Yl. d A.%Ai!`,'S' a?NE !'UA71'Y.tYI, ,.Y[Y - 4,C>NMIRUCTfONF'a 10)-000,-41 -000 PL 1 f;H.i.^CK FXX 101-000.439-318 FY.9 DEPOSIT 101-000-439-318 4IA".40 X00fA:4XZA 1, FRE 1 Cil-t?€1Ct 3• :l f) 3i) It h'.flti ELECTRIC'.AL l?M 103.000-420.000 £ p.,tY1 Ih1 8t1k F... 3Ci5- 3f i- A1?dtZ '3Q 3 i. i MOTION N'E9 • WID 101-000-241-000 $✓i , 1 GI?A.00410 WE 101-000-423-000 DEV.PLOPM IMPACT FEE efAT— IN PURILIC VLACES ,, PY-SIX 701-Ca190wry ,"J t @go . ""O 1'a i t77 AND PLAN Llf=X E _ _. p 1Y. r-.PfiAD'F1U.3 a 1000.W J U L 1 2 20W11 FUM DUE 140W CIT` OF LAQUII`TA FIR,V ,CE DEPY RECEIPT DATE BY DAT FINALED INSPECTOR INSPECTION RECORD OPERATION I DATE I INSPECTOR BUILDING APPROVALS Set Backs Forms & Footings ' Slab Grade Steel a%. B�kS _ 3• o / �?_ Roof Deck O.K. to Wrap �� -� . 0/_ Framing Equipment Location InsulationZl /J•I Fireplace P.L. _a S d t Fireplace T.O. Underground Plbg. Test Party Wall Insulation Party Wall Firewall Exterior Lath � �Q/ Drywall - Int. Lath 12-�2.6%.f! OPERATION DATE INSPECTOR MECHANICAL APPROVALS Underground Ducts Ducts Return Air Combustion Air Exhaust Fans F.A.U. Compressor Vents Grills Fans & Controls Condensate Lines POOLS - SPAS BLOCKWALZ APPROVALS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Water Piping v Q� �� Old �i (c Heater Final Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Sewer Connection r 7 _//0:; �A Pool Cover Fnmmulatinn Final ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility COMMENTS: 727,0," 7,3/,,0 z-- s p"'wts'"► '"il^-'x'r- ." °' 7Lt"ry '. /'wm;4i". y,A"{ ►", .,... , , - Building Address Z4 6 4 P.O. BOX 1504 78-495 CALLE TAMPICO WINTA, CALIFORNIA 92253 Mailing v?D I Address City cpu;-4,J-tc IZ/r d--3 ITel. L73 - a6 a I State Lic. City {. & Classif. . [ ( p Lic. # 5393 3 Arch., Engr.,, ..., Designer `' { W1AJA)e. IC11 I IC'# 5yr93 LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Divisiof•the usiness and Pfofdsslbns Code, and my license is in full force and effect. / SIGNATURE //! / ! DATE OWNER -BUILD R DECLARATION I hereby affirm that I am exempt fro N O'the Contractor's License Law for the following reason: (Sec. 7031.5,Susiness and Professions Code: Any city or county which requires a °" ;permil to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that.he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant .for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). I-! 1, as owner of the property, or my employees with wages.as their sole compensation, will do the work, and the structure is not Intended or offered for sale. (Sec. 7044, Buisness 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.) I'I 1, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) 17 1 am exempt under Sec. B. & P.C. for this reason Date Owner i WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Workes Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) P !/.,Xco' .s NCompany tiled with the city. ❑Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT., If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Coda, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY Ihereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above- mentioned property for inspection purposes. Signature of applicant _ Date - Mailing Address City, State, Zip APPLICATION ONLY BUILDING: TYPE'CONST..OCC. GRP. //) A.P. Number y / o- 3 - 00 g Legal Description QAG? 2?S67 Project Description CD ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property 'Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Sq. Ft. Size 5;32 No. Stories No. Dw. Units New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ C, Aa eft: Estimated.Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. infrastructure MAY TOTALAU Opp REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property 'Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Desert Sands Unified School District r 47-950 Dune Palms Road Notice: La Quinta, CA 92253 - Document Cannot Be Duplicated '760-771-8515 CERTIFICATE OF COMPLIANCE Date 7/11/01 APN# 770-350-009 No.' 22238 A Jurisdiction La Quinta' Owner NameNispero Properties h. Permit # 0105-184 No. 78-175 Street Masters Circle Log # City La Quinta ` zip' 92253 Study Area Tract # Lot # 87 Square Footage .5432 Type of Development Single Family Residence No. of Units 1 Comments At the present time,, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of 2.05 X 5,432 - or $ 11,135.60 the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued " c .7 ,' Fees Paid By CC/Canyon National Bk -John Capetz-Sun Vista Dev Telephone 760-772=2626 - Name on the check By Dr: Doris Wilson • 1 Superintendents Fee collected /exempted by Annette Barlow Payment Received $11,135.60 ` Check No.' 07668 n Signature NOTICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1998) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to collect them on the District('s)(s) behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy-Applicant/Receipt Copy - Accounting • k •` Aww AnHiTECTURAL DESIGN REVIEW June 26,L2001 Viafitst dans road and Mr. Rob Capetz SUN viSl7A DEWLOPMENT Post Office Box,1144 La Quinta, CA. 92253 R Hi11 Residence' Lot 87, Tract 28847, 78-1 n Masters Circle Conditions of AP roval .Construction Documents P _ af Dear Rob, . rThe ARRC of Traditio mi Go1fYClub>has reviewed7and7approv_ed the:W670 Yeferenc d submitrtal=to .i'' btain'a building petPlease provide the following iaforrriation on 8% x 11 sheets., Architectural Review 1. Ptovide door/window schedule. y ' 2: "Provide details showing how the side venting units will be screened from view. 3. Coordinate site/grading plans to reflect six .foot high side yard walls as six feet from approved pad of the higher lot. Plan shows wall lot at front corner, .117.4. A. The trellis located adjacent to Lot 88 may not extend further than 3U' as approved for an architectural projection. Landscape Review Approved as submitted. Other At this time you are required to provide a 85,004 construction compliance deposit Upon receipt of revised plans showing the above corrections and the construrtion.deposit, a letter of approval will be forwarded to the City of La Quinta: All materials/colors are subject to field review by the'AD C for approval prior to izis-rallation. The Commi#ee will conduct a site visit during the regularly scheduled ARRC meeting held the first and third Wednesday of the mouth. Notification must be received no later than the. Monday priorto the +, ,. meeting. Failure to receive approval of these items may result in removal and replacement of _these , 78505 Ota AvEwE 52 L4 QuitsiA CA 92253.1120 -- PxcNrE 760/564.3355 FaX 760/564-2356 SENT BY: HEGGE ELECTRICAL CONTRACTORS;, 760 771 1163; JUN-21-01 i1:57AM; PAGE 22 CUSTOMER SUNVISTA DEVELOPMENT LOT# 87 TRADITION DATE lJoe 21, 2001 SQUARE FEET , } 1a1'' 3 M1 / GD r yf DW SMALL APPLIANCESF 2 MICRO . n 1 OVEN" - ;" 1 COOKTOP-ELECTRIC *z •• ,u vY 0 COOKTOP-GAS WASHER DRYER-ELECTRIC it 1 DRYER GAS t'. 0 FAU 5 , POOL FUTURE LANDSCAPE FUTURE TOTAL-WATTS PERCENT WATTS 1 st 10,000 WATTS ` REMAINDER A/C COMPRESSORS 8.000 5,•: .,,'.... • TOTAL ....' DIVIDED BY 240 V AMPS USE M 11147 nbr G!31:M 71 10:20 7608363566 r •raon Hequeating Recording and To Whom FIRSTBANK. PAGE 01/08 :. rocument Should 8e Returned After Recordin,Llkg D0C+ !3 2999 -524 3 73-OooaTU a 12/81/199.9 08:00A Fee:71.0e 73-Qt10 gighway iii Page 1 of a Palm Desert, CA 92260 Recorded in Off' i SC al Records County of Riverside ~ Gary 1, , orso p_. Assessor, County Clerk. & Recorder jugV 1111111111 IN1111811111111 i M i S U VALE a2F OA I ' I i nroCOR SMF rtco►, U r ' A R = Coat/ ; Lo1Vc AEVUHa • DEED OF TRUST, ASSIGNMENT OF RENTS, "`"° ErAr,, ;SECURITY AGREEMENT AND FIXTURE FILING The Robert M Hill — Trus the R obert .. ::<. ;••.:.::;....,..;,.:.:'i— . > 311 'Trust d ted .Tanuary lti, 2991, completely amended and restated'Hay 17, 1995 i ,F 'I i 780t E. w.as le9Drive rCA aesls .;- 2807 nAa 'd TLP.rio' etas Anaheim, CA 92807 { ....::.... TAM TEE >Qi... K:1DC4QETdE1C71:70?1ASt]Fk^..:• i' ca,uCriCHII at'tle Insurance Company 3625 14Th Street, P.p, Box 986, Riverside,'CA 92502 In conslderati*A of the loan or other oret acoommodation hereinafter specified and any future advances'or futuro OpJigaiions, as deflnec herein, which may hereafter be advanced or incurred and the trust herelnafter mentioned and other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledgged , Grantor her abV1 if successors and assigns, in trust, for Firs tBaak ?3 IYbarga'1ne sells,. transfers, grants, corwevs L i Palm and to Tru aLe, his wav 1te a$BignE se f 2 0 beneficiary under this Deed of Trust, with power of sate and right of entry and possession all of Grantor's present and future astate, ngh ttit a athe nd interest in and to the real property described in ScheduI@ A which is attached to this Deed of Trust and incorporated herein by this reference, together with ail present and future improvements and fixtures; all tangible paraonal property, including without IimitatWn, all machin apparatus, furniture, bullding meteriais, appGanees and goods of every nature (excluding cortsuMet goods) now or heresfter located in, part used in connection with the real property, whether or not affixed. to the land; all proceeds of any insurance claims or awards from eminent domain prooeedings; all irdangibie property and rights relating to the real property or Its operation including; without limitation, tradenames and trademarks: all privileges, hereditaments, and appurtenances including all development rights associated with the real property, whether previously or subsequently transferred to the real property from other real property or now or hereafter susceptible of transfer from this real property to other real property; all teases, licenses and outer agreements; all rents, issues and profits; all water, well,. ditch, reservoir and mineral rights and .stocks pertaining to the real property (cumulatively "Propenyl; to have and to hold the Property and the rights Betsey granted for the use and benefit of Trustee, his successors and assigns, until payment in full of all Obligations seatred hereby, Moreavar, in furthef consideration, Grantor does, for Grantor and Grantor's heirs, representatives, successors, and assigns, hereby expressly warrant, covenant, and agree with Lander and Trustee and their successors and asaigna as follows: I. OBLIGATIONS. This Deed. of Trust shall secure the payment and performance of all present and future indebtedness, liabilities, obligations and covenants of Borrower or Grantor (cumulatively "Obligations') to Lander pursuant to: fel this Ned of Trust and thn FIXED I $116,350.00 . .. uu:n,.y►►.r4,;.;'?;,K c?T1tttNst73'i"""•_'<:i>'.v , : oluitira 11/29/99 108-96-9606 8125325 i ataerent purposes than the fore foregoing): -" """ "" " `flat 'rrrr specinCally to this Deed o rust whether exeovted for a same or 9 g): (c) any guaranty of obrig3tiona of other parties given to Lender now of hereafter executed that refers to Stls Geed of Trust; (d) tutus edv,9nCe3, whedter obligatory or optiorml, to, Are same extent a8 'rf made contem oral far made or extended to or on behalf of Grantor or Borrower. Grantor agrees that if one of the ObIigationnss is a me of execution edit, the I ensof this DeeTrust, Trust shall continue until payment in full of all debt due under the line notwithstanding the fact that from time to time (but before termination of the line) no balance may beq ttstandirl [fit no'time shall the flan of this Deed of Trust, not including sums advanced to protect the security of this Deed of Trust, exceed $ ll6 35Q;Qq ; and Lr'CAS11 0Fannaaarrechnao m%in&p/12, (e•> 9.Z-sm ! Page t a e riot 40/ tnt71 lb; E0 7608363566 FIRSTBANK PAGE 02!08 (e) all amendments, extensions, renewals, modifications, replacements or substittutions to any of the foregoing_ As used in this Paragraph 1, the terms Grantor and Bcfmtcgr • ` 2, REPRESENTATIONS,, WARRANTIES AND COVENANTS. Grantor represents, warrants and ooGranvenante toror wo Lender rthat- (a) man one Grantor has tae simple marketable title to the Property and shall maintain the Property free of all liens, security interests, encumbrances and claims except for this Deed of Trust and those doectibed in Schedule B, which is attached to this Deed of Trust and incorporated herein by reference, which Grantor agrees to pay and perform in a Umely manner; el Grantor is in comp"Hazardous anceMate is aU respects d halt applicable federal, state and local laws end reguiatlotts, fncAd., without leraitatfesrr., tEro�e relating t0 °kazardous Atiatenatr' ss defined herein, and other environmental matters government nor any other governmental or quasi gavemmental entity has tired a lien to the Pro�tonmentat and neither the federai administrative actions with respect to environmental matters pending, or to the beat of the Grantof's knowledgenor are r, threattened, which lin involve the Property, Neither Grantor nor, to the best of Grantor's knowledge, any other party has used, generated, released, discharged, stored, or dl ;posed of any Hazardous Materials as defined herein, In connection with the Property or transported an Grantor shall not commit or permit such actions to be taken in the future. The term 'bardp any Hazardous Materials to or from the Profsarty. waste which is or becomes regulated by any governmental authority including. but not Grtit� d, 4Ws" shall mean aFxy substance, maternal, or (fill polychlorinatea biphenyls; (IV) those substances, materials or wastes designated as a °hazardous�subsUM; pirogue or Seatiaon 3a11 off he Clean Water Act or listed pursuant to Section 307 of the Clean Water Act or any amendments or replacements to these Statutes; (v) these substances,mennmaterials or wastes defined as a "hazardous waste" pursuant to SQet;on 1004 of the Resource Conservation and Recovery Act or any amendments or replacements to that statute; and (vi) those substances, materials or wastes defined as a °hazardous substance" pursuant to Section 101 of the Comprehensive Environmental jisponSe, Compensation and Liability Act, or any amendments or replacements tis that statute or any other rt y to state. or federal statute, rule, regulation or Ordinance now or hereafter #n c�tfert Grantor shall nto;1a25? or pt rtnit tf;e Sublease statute of the Property to a tenant or subtenant whose operations may result in contamination of the Pro substances; pertywitb Hazardous Materials or toxic (c) All applicable laws and regulations, Including, without limitation, the Americans with Disabilities Act, 42 U.S.C, Section 12101 et seq, (and all regulations promulgated thereunder) and all zoning and building laws and regulations relating to the Property by virtue of any federal, state or municipal authofity with jurisdiction over the Property, pre5ently are and shall be observed and Comptind with in all material rxespects, and all rights, licenses, permits, and cerdffcales of occu and final inspection approvals , whether to panm {mctu ing but not limited to zoning variances, McCW exceptitms for nortconfarming uses, mparary or Permanent, which are material to tM use and occupancy of the Property, Presenuy are and Shall be obtained, Presented and, where necessary, ronawed; (d) Orantor has the right and is duly authorized to execute and perform Its Obligations under this Deed of Trust and these actions do not and hall not conflict with the provisions of any statute, regulation, ordinance, rule of law, contract or other agreement which may be binding on Grantor at any time: (a) No action or proceeding is or Malt be pending or threatened which might materWy affect the Properly; and limitedato, those governitor has not ng Hed azardous Matnot erials) h late any might materially affectnthe Pr rule of ice' contract or other agreement in the (»clueing, but not to this Deed of Trust. Property or Lender's rights or Interest in the Property pursuant 3. PRIOR DEEDS OF TRUST. Grantor represents and warrants that there are no prior deeds of trust affecting any part at the Property except as set forth on Schedule 8 attached to this Deed of Trust, which Grantor agrees to pay and perform in a timely manner. If there are any prior deeds of trust then Gran for agrees to pay all amounts awed, and perform all Obligations required, under such deeds of trust and ttFe indebtedness secured thereby and further agrees that default under any oris deed of remedies contained herein or in the Oblige trust shall be a default under this Deed of Trust and shall entitle Lander to all rights and tions to which Lender would be entitled in the event of any other default. 4. TRANSFERS OF TNF PROPERTY OR BENEFICIAL INTERESTS IN GRANTORS OR SORRQWERS. In the event of a sale, conveyance, lease, contract for deed or transfer to any person of all or any part of the real property described in Schedule A, or any interest therein, or at all or any beneficial interest in borrower or Grantor (ii Borrower or granter i9. not a natural person or persons but is a• partnersnip, trust, or other tegal entity), lender may, at rd; option is, nut fire o corporation, limited liability company, thereon immediately due and payable. At Lender's r uaSt utszxrtdrna a "lay balance r ttie t7bligatlons plus axruetl ;rtOaspst 5.a4 of is stockholders, members, or partners, as Gr�utior or Borrower, as the case maybe, sail furnish a complete statement salting tenth G ASSIGNMENT OF RENTS. Ie o, claim and de the Oblliiig�ons, which ar, and the extent ra ecu ed by this s Deed ofve lTr st,rGrantor absolutely assigns to Lender all Grantor$ estate. right, title, interest, claim and demand now owned or hereafter acquired In all existing and future leases of the Property fjncluding extensions, renewals ea and subleasesy, all agreements for use and occupancy of the property (all such teases and agreements whether wrfeten or oral, are hereafter referred to as the "Leases"), and all guaranties of lessees' pertorrnance under the Leases, W90111er fifth the immediate and continuer; right to collect and receive all i the rents, income, necaipis, revenues, issues, profits and other Income of arty nature now or hereafter due (including any income of any nature corning due during any redemption period) under the Leases or from or arising out of the Pro rents, additional rents, percentage rants, parking or common area maintenance contributions, tax and insurance contributions, deficiency renis, liquidated damages following default in any Lease, all proceeds payable under an PertY including minimum untenantablllty caused by destruction or damage to the Pro Y Polley of Insurance Covering loss of rents resulting from Property, nine pony, all proceeds payable u a result of a lessee s exercise of an option to purchase the p rty, all proceeds derived from the termination h refection or any Lease in a bankru shy rights and :W—ME Of any !rind xhfoti 3rruTT:ar m;., hp:� agalrrat �.,y u, dcr tits Lzaaes strher ati tatveoey proceeding, and all proc9eds frorn hereafter collectively referred to as the "Renta'). This assignment is subject to the right, power and authority of the Proper%, (sit of the ab*ve are the Rents, chis oatgnment is recorded In accordance with applleable state law; the lien created by trhis assignment IS int intended to be and perfected. and Choate upon the recording of this Deed of Trust, all As provided by applicable state law as amended from time to time, As long as there is no default under the Obligations or this Deed of Trust, Lender grants Grantor a revocable license to collect all Rents from the Leases when due end to use such proceeds In Grantor's business operations, However, Lender may at any time require Grantor to deposit all Stents into an account maintained by Grantor or Lander at Lender's l account may at, its option take possession of the Propertynistitution. Upon default in the payment of, or in the performance or, any of the that Lender deems proper. Lender shall have full or to make aland have, aterationsarenovate. eons and operate ortrep replacements to the Property as Lend�ertim y Propertyhe onterms and rt a cried Lender time deem proper. Lender may apply all (Rents In Lender's sole discretion to payment of the Obligations or to the a renovations, repairs and replacements and any expenses Incident to taking and retaining management and operation of the Property. Lender m g Payment of the cost of such alterations, may proegbd to collect and receive all Rents from theoPfrope Property acrodi b y and the collect the rents will make Lender a"rnortgageein•possession• of the Pro Property. and no action by Lender to seWoPossession of the Property by a court-apppointed receiver f rU not be ��' u�� Lender enters into actual porsesslon of doe Property. enforcement of any provision of Paragraph 19 hereunder, or otherwise, and Leted onde shallbnot be deemed th a e Lendera"mforthe CcilmiOn a ion ache consequence of such appointment, Lender may keep the Pro e properly any Other liens which they accrue. The expense and cost of the3e actions may be aid from the Rents received, and any unpaid amounts shall be added Prop pro erl insured and may discharge an tayes, charges, claims, assessments and to the principal of the Obligations. These amounts, together with other costs, shall fro part of the ived, and secured bythis Deed of Trust. S. LEASES AND 0THER AGREEMENTS. Grantor shalt not take or fail to take any action f the may Gauge c withholding of any payment t connection with any Lease or other Vgreement ("Agreementl pertahtin to the Pro Pin arta termination it vita Lender's prior written consent, shat( not; (a) collect any mon[es payable under an 9 gory. In addition, Grantor, without Agreement; (c) assign or allow alien, security interest or other encumbrance to be�plaacaed uponnoGranttorNs rights, ttera d interest in andtoany Agreement or the amounts payable thereunder: or (d) terminate or cancel an breach by the other y Agreement except for the nonpayment of any sum or other material Party thereto, If Grantor receives at any time any written communication asserting a default by Grantor under an Agreement c'r �mmutnlca tinter ;nate thereto) cancel any deAgree All sect, Grantor r shall promptly forward a copy of such communication (and any subsequent additional securhy far the Obligations. metric and the amounts due to Grantor thereunder are hereby assigned to Lander as LFCAS;,e �i•form,:llpnTea+nWagln.lnt.(Ti1a/ae>t tapp►9ST.9T98 . Page 2 aF a_... Wb/'Lb/2001 10:20 7608363566 FIRSTBANK 7. • CULLECTION OF INDE6TEDNESS FROM THIRD PARTY. Lender shall be entitled to notify or require Grantor to notifyany thirdA Party 03f 0n byt not limited to, lessee8, licensees, governmental authorities and insurance companies) to pay Lender any indebtedness or Obligation owing to Zarantor with respect to the Pro er fi y P riY (including, r t o r feumuom to 'Indebtedness,) whether or not a default exists under this Dead of Trust, Cvarrtor g diGgentty cogt;ct the btdebtedrtess ovrirtg to Grantor frnrr► tttase 1Aad Possession of any instruments or other remittances with respectPis until the gN of such nogication. to the event that ter paertor S S o receives other remittances constitute the prepayment of any Indedness or the paythe ment of aneeany Ting the giving rg of such nQ11ri procee r if p a instruments is r such instruments and other remittances In trust for Lender apart from its other property, endorse the Insitrumento and other remittances to Lender, and lmmedlately provide Lender with poa ession of the.inatruments and other rernittancae. Lander steal{ be entitled, but not r legal Proceedings or otherwise}, extend lite time for payment. compromise, exchange or release the. Indebtedness vrhatller Or nCt an ttqutrEd, to settle n (by omission or dela default exists under this ltgreentent, Lender shag not be Gable to Grantor The any -sa& n error, a, Y perhdirtirtg to the actions desefibed in this paragraph or any damages resulting herein shall cause Lender to be deemed a °rrtortgayea-in•possession." therefrom, Notwithstanding the forgoing, nothing 8, USE ANO MAINTENANCE OF PROPEAjy Condition, Grantor shat) not commit ar permit anY waste to be committed witharespect to the repairs needed to Maintain the Property in good hall use the Property C'02 with Written applicable law and insurance policies. Grantor shall not make any alieratiorts, additions ar improvements to the Property solelwithy in Lender's prior wriapp consent Witlsbut limiting the forp rt solely in rite beneficial interest 6efonging to lander, shaft not be. ran s d alterations. Lener's P601' im@ con hovigmentS ad be made Grantor's Bois expense. 9. LOSS OR DAMAGE. Grantor shall bear the entire risk of any loss, theft, destruction or damage (cumulativel Property shaft bus subject to any portion thereof from any cause whatsoever. In the event of dry Loss or Damage, Grantor shall, at the opt on of Damage") to the t property affector ed Property to its previous condition or pay or cause to be paid to Lender the decrease in the fair market value of the tion of Property, 10. INSURANCE. The Property will be kept insured for its full insurable value (replacement cost) a ainst all hazards including *fogs of damage caused by flood, earthquake, tornado and tire, theft orothi Ca from such conrpantes n ire acct, le to tY to the extent required by Lender. Grantor may obtain insurance on the Property Lender with at least P tender In its sole discretion. The insurance days' written notice before such policies are altered or ccancellljed in an any manneruire the s The insurance poto licies shall name Lender as a loss payee and provide that no act or omission of Grantor or any other person shall affect the right of Lender to be, paid the insurance proceeds pertaining to the loss or damage of the Property. In the event Grantor fails to acquire or maintain insurance, Lender (after Providing notice as maybe required by law) may in its discretion procure appropriate shall be an advance payable and bearing interest as described inParagraph ah21adinsurance overage upon the Property and the insurance cost insurance indicating tate required coverage, Lender may act SS attorn tt and segued (may. mentor ling furnish isrtdIner with evidence of cancelling any policy or endorsing Grantor's name on any draft or negotiable lnsttfUMA t drawGrantor In n by anand As Settling All such eunder nsu anoe Insurance cies shrill be immediately a$signed, pledged and delivered to Lender as further security for the Obligations. in the event of loss. Grantor shall immediately sive Lender written notice and Lender Is authorized to make proof of loss. Each insurance company is directed to make payments directly to tender instead. of to Lender and Grantor, lender shalt have the right, at its sole option, to apply euch monies toward the Obligations of toward the cost of rebuilding and restoring the Property. Any amounts may at Lander's option 48 applied in the irnref5e order df the duo dat:8 f 1 t. ZONING AND PRIVATE COVENANT& Grantor shall not initiate or consent to a change in the the use of the Propsrty without Lender's p(ior written consent. It Grantor's use of the any y Is or becomes provisions or u e under a affecting Provision, Grantor shaft not cause or permit such use to be discontinued or abandoned without the prior written consent ofuLederBrGrantor vnlsj immediately provide Lander with written notice of an proposed changes to the zoning 12• CONDEMNATION. Grantor shall immediately fy P p g Provisions or private covenants affecting the Property. proceeding MNAIto the Pro provide Lender with written notice of any actual or threatened condemnation or eminent domain pertaining perty. Ali monies payable to Grantor f M such condemnation or talo applied first to Me payment of Lender's attorneys' feet, Pegs{ expenses and other costs (nclud 9r here yyassal sisign Lander sh I be condemnation or eminent domain proceedings and then, at the option of tender, to. the payment of the Obligations or the restoration or repair of the Property. 13. LENDER'S RIGHT TO COMMENCE OR DEFEND LEGAL ACTIONS. Grantor shall immediately provide Lender with written notice of any actual or threatened action, suit, or other proceeding affecting the Property. Grantor hereby appoints Lender as its attorney-in-fact to commence, Intetverte in, and defend such actions, sults, or other regal proceedings and to not be flable to Grantor for arty action, error. m comptontise or settle any claim or conrraversy pertaining thereto. Lander hall res lulling Therefrom. Nothing contained herein will pie vent Lander from ti ng mt de[Ring too the acffc s described in this this paragraph in its awn name, Paragraph e. any damages ta. INDf?MNiFiCATION. Lender shall not assume or be responsible for the performance of any of Grantor's obligations with respect to the Property under any circumstances. Grantor $hail immediately provide Lender with written notice of and indemnify and hold Lender and its shareholders, 7 .. action, a, officers, employees and agents harmless from all claims, damages, liabilities (nctuding attorneys' fees and legal expenses), causes of @c, action, actions, suits and other legs! proceedings (cumulatively "Claims e e. Hazardous Materials). Grantor, u q i pertaining to the Property (including, tart not limited to, those invoiving ai o legal expenses and other costs incurred in connection therewith, In the faunal vie, Lender hall be entiel W defend Lender tled ed t0 Amploy Its own egal crounlsemtoydefe d `m such Claims at Grantor's cost. Grantor's obligation to indemnify Lender under this paragraph shall survive the termination, release or foroClosure of this Dead of Trust, 5. TAXES AND ASSESSMENTS, Grantor shall pay all taxes and assessments relating to the Property when due and immedtedel evidence of Payment of same. Upon the request off ender, Grantor shall deposit with Lender each month one -twelfth 1112 of the provitla Lander a insurance premium, taxes and assessmart per}ai to Property. So I f ) tunat_d annual = of taxes, as held to pay and insurance taxes ora, as required n the Pro "as there's no erefa(M. these Amounts Shap be applied to the payment funds so held to pay any taxes or against the Obligations. PAny unds applied may,atndas Option, be applied hin aevar3etorderiof ,tto he due date thereof.the 16._ INSPECTION OF PROPERTY, BOOKS, RECORDS AND REPORTS. Grantor shall allow (ander or Its agents to examine and inspect the Property and examine, inspect and make copies of Grantor's books and records -_— any assistance required. by Lender far these purposes. All of the si Pertaining to the Property from time to lima. Grantor sftall genuine, true, accurate and complete In all respects. Grantor snail note the eXysnd of Lendemation r's hneficiaIn rl interest books its and erkr• aa$ p tis Q pertaining to the Property, Additionally, Grantor shall report, in a form satisfactory to Lender, such information as Lender may request regarding M Grantor's financial condition or the Property. The information shall be for such periods, shall reflect Grantor's records at such time, and shall be A rendered with Such frequency as Lender may designate. All information furnished by Grantor to Lander shall be true, accurate and complete in all respecte, and signed by Grantor if Lender requests. i. 117. ES OP P L CERTIFICATES. Within ten (10) days after any request La rights with respect to the Obligations, a signed and aclmotvled eq rrtatement tar ci rng (a) shall deliver to Lender balance or ce inthe.Ob transferee of (b) whether Grantor possesses any claims, defenses, Setoffs or counterclaims with respc o tits Obbgationsnand iern tendedttsuch startle, i defenses, set offs or counterclaims. Grantor will be conclusively bound by any representation that Lender may make to the intended transfetee1w and respect to these matters in the event that Grantor fails to provide Lha requested statement In a timely manner. 0 1 a' EVENTS OF DEFAULT. An Event of Default shall occur under this Deed of Trust and the Trustee s p Grantor, Borrower or any guarantor of the Obfigaower shalt become operative in the avant that .: tions: (a) falls to pay any Obligation to Leader when due; (b) Mils to perform any Obligation or breaches any warranty or covenant to Lender contained in this Deed f agreement; oTrust or any other present or future (c) destroys, loses or damages the Property in any motorial respect or subjects the Property to SWUM. confiscation, or condemnation,, LOCA511C 6 Fcm. Aden Technoj%ko , tnc, r7/1 -n" Qwq 037.0799 PW3or6 06/25/2001 10:20 7608.363566 FIRSTSAW PAGE 04108 (d) seeks to revoke, terminate or otherwise limit its liability under any guaranty to Lender, (e) dies, becomes legally, incompetent, is dissolved or teirrtiroatad, becon� ' ., Pay debts as they become due, fifes a petition under the federal banker 1 m3ahrent rayl es an far the ►sgnetit of �edi6> rs, fails ilii Borrower or any other guarantor is named or has roe per' aws, has an involuntary (t) aIIOv+s goods to be used, transported or stored on he Prckee under any writ or process of court petition in bankruptcy Flied in which Grantor, (g) allows any party Other than Grantor Or Borrower to assume or undertake anythe Obligation rwiittt out the �riOf tten cortslent illegal; rider; or (h) causes Lender to deem itself insecure due to a significant decline In the value of the Property; or if Lender, In good believes that the prospect Of payment or pakwmance is ftpair�. 19. RIGHTS OF LENpBR ON EVENT OF DEFAULT. Upon the o 9 fatal for any reason. exerciso one or more D the N EVEN remedies a w1 p° occurrence of an Event of Default under this Deed of Trust, Lender shall (a) to declare the f the following immediately it out notice or demand (except as required by taw); be entitled to a filing under the Bankruptcy Code; @and payable in full, such acceleration shall be automatic and immediate if the gent of Default Is (b) to Collect the outstanding Obtigat3ons with Or without resorting to judicial process; (o) to require Grantor to darmer and make available to Lender convenient to Grantor and Lender, any �r6'O^M Deny or G6t�oefa Boosting tt^,e (d) to enter upon and take possession of the Property P at a � rea�nabty appoint a receiver without bond, Without first bringingrty suit on the without applying for or obtaining the appointment of a receiver and, at Lender's o receivers, it being intended that tender shall havethi this actual right totions and appoin avreceiva Otherwise meeting any statute Alien, t0 (e) to employ statutory conditions regarding p oy a managing agent of the Property and let the same either In Trustees own Warne, to the name of Lender or in the name o1 Grantor, and receive the rents, incomes, Props and expenses. on ao00unt of the Obligations; Pmflts Of the Property and apply the same, after payment of all necessary (f) to pay any sums in any form or manner deemed expedient by Lender to protect the C} Trust or to cu charges h rdefag andr than payment of interest or principal on the Obligations; security of this Dead (g) to f ofOclose this Deed of Trust judicially or nonjudicially in accordance with applicable state law; (h) to set-off Grantor's Obligations against, any amounts owed accounts maintained with Lender or any currently existing or futIf affiliate of Lender; and Wtor y Lender including, but not limited to, monies instruments and deposit (i) t0 exercise iii Other rjg;i-k aitabte to tender ufx�r arty ether writtgrt zg+e� msrtt or zpp(r le IarH. Lender's rights are cumulative and may be exercised together, separately, and in any order. in the event that Lander institutes an action seeking the recovery of any u the Property by way nt $ preJudgment remedy in an action against Grantor, Grantor waives the posting of any bond which might otherwise be required. Lender or Lender's designee may putehase the Props _ at any sale. In the event Lender purchases the Property Trustee's sale, to the extent Lender's bid price exceeds the Obligations, Lender shall pay Trustee cash equal to such excess. The Property, thereof may be $old in one parcel, or in ouch parcels, manner or order as Lender in itr sole discretion may elect and Grantor waives e4 rights to direct the order in which any of the Property will be sold In the event of any ate under this feed of Trust. and also an 07 any part marshalled upon any sale. One or more exercFSes of ft Power herein granted shag not extinguish Tr t. exhaust sold or the Obligations are paid in full. Y right n have any ti the Property g the power uMmss the entire Property is 20. SECURITY INTEREST UNDER THE UNIFORM COMMERCIAL CODE This Deed of Trust shall be considered a security agreement and a financing statement; (and a fixture filing in the official records of the County Recorder of the county in which the Property is located) pursuant to the provision£ of the Uniform Commercial Code (as adopted In the state where the real property rs located personal property now awned or hereafter attached to or to b® used in connection with the Pr and additions thereto the ) P Pr ) Covering with fixtures, all re els.faC and articles of ( Chattels" . and Grantor h spits together weer any and alt replacements thereof indebtedness and Obligations of Grantor now or hereafter y thea Deed of rustn The debtor Is the GrantOr described above, The secured parry is the Lander described above. Upon demand, ' terest in such Chattels, for the purpose of securing all said Uniform Cgmmercial Code as adopted by the state where he rea, property 1$ located) as ( sndere execute and deliver such sat any time remay deem necessary �or proper or required to grant to Lender a perfected security interest in the Chattels, and upon Grantor's fgrlure to do so, Lender is agreement as the agent of Grantor. Grantor hereby at.1ha,tos tender to file financing lure las Commercial Code as adopted b the authorized to sign any such P y state where the real pperly is located}. with 9 SutYt arm is defined In said UrtifOtm 3rantor. Grantor will, however,. at an time respect to the Chattels. at any time, without the signature of such financing statements and for the refilingptereoff alalia t meseiequ9red required. opinion to Lender, bGrantor Wiwill payC ail ammorte c al for filingth f occurrence of any default of Grantor hereunder, Lender shall have the rights and remedies of a secured party under said Uniform Commercial Code, as well as all other , as t and remedies available at law or In equity, and, at Lender's option, Lender may also invoke the remedies. provided in Paragraph all above, as the to Chattels. 21. REIMBURSEMENT OF AMOUNTS EMENDED BY LENDER, Lender at Lender's _ expenses) to immrformediately any act required to Lander taken by Grantor or to exerciso any right or remedy of Lender under this Deed of Trust. Upon demand, option, may expend funds (including attorneys, r al Grantor shalt. immediately reimburse Lander for all such amounts expanded by Lender together with Interest thereon at the {ower of She highest t�& e described in any Obligation or the highest rate allowed by law from the date ofPayment included in the definition Of Obligations herein and shall be secured by the beneficial interest granted herein, $t the Obligations are paid after the beginning of publication of notice of safe, as herein AtOvided, or in the event Lender shaliutt tsunfil t�l date of reimbursement. These sums shall be Obligations after the beginning of publication of notice of sale, as herein option, permit Grantor to pay arty part y the Trustee and Lender in connection with said publication, includin rea=nablle provided. eters, Grantor shall pap an demand all reasonable tee to the Trustee, and this Deed of Trust shall be security for all such expenses and fees, penses'nCurred arty the 9 attorneys' fees to Butt attorneys for the Trustee and for the Lender, and a 22. APPLICATION OF PAYMENTS, All payments made by or on behalf of Grantor ma be applied against the amount$ paid by Lender (including attorneys' fees and legal expenses) in connection with the exercise of its rights or remedles described. in this Deed of Trust and then to the of the remaining Obligations in whatever order Lander chooses. g 23. POWER OF ATTORNEY. Grantor hereby appo)nts Lender as its aftorn Rayment documents pertaining to the Obligations or teed o3 T gY kt feet t0 endorse (�rar:mr�s documarrt required to be taken or executed byy > to addkiort, Lender Shah be artt tlecL but flet required, perform any e on as rsefion u xan other documents shall not relieve Grantor from any Obligation o� c"�e ;y tdefaul under his Dee d of Trust. 7rustrf Alihpgwersot such a described execution th s of such Trust are coupled with an interest and are irrevocable. 24, SUBROGATION OF LENDER, Lander shall be subrogated to the rights of the holder of an discharged with funds advanced by Lander regardless of whether these (lens, security interests or Otherrencumbreancees have been releaseencumbrance. ofrecord.e 25. COLLECTION COSTS. To flim extent fees and costs of Attorneys and Other igen �Ilftr tLtdrnrmitted gywffltout flmf abon�esia�I bb S Payy Lender's reasonable tees and costs, inelud ng, hitt not baited tn, an employee of Lender, which are incurred yP egals, darks and enforcing say rig whether a not such attorney or agent is whether or not suit is brought, including, but not tlmtied to, all tees and coals incurred an appeal, in bankru tDead y ender In Colleoting an amount due or enforcing any right or remedy under this attorney o a Trust, actions. p cy, and for postjutlgrnent ooltection 2&. PARTIAL RELEASE. Lender may release its interest in a portion of the Propa b ex affecting its Interest In the remaining Donlon of the property Nothing herein shall be deemededito and LLsrrde°to r�� partial releases with Props (exoopt as rA ag all W, V ofout rtj' dotted under Pat r h nor she Lender be obi arty. of its in, in the Deed o. Trust Grana r' release any part the p�grty if Grantor is in default under this 27. MODIFICATION AND WAIVER, The modification or waiver of any of Grantor's Obligations or Lender's rights under this geed of Trust must t:e contained in a writing sl Wed by Lender. Lender may accept payments from Grantor or anyone other than Grantor without causing a waiver of those Obligations or rights. A waiver on one occasion shall Y Perform any of Borrowger's or Grantor's Obligations, delay or fail to exercise any of its rights or not constitute a waiver on any other occasion, Grantor's Obligations umder this Deed of Trust ehaa not be affected if Lender amends, compromises I xchanges, fails to exercise, impairs or releases any of ttte Obligations belonging t4 any Grantor, Borrower or third party or any of the Pr any Grantor, Eforman or third party or any of Ks rights eg3ingt deemed a waiver and tender shall have the right at arty time thereafter ttoriins st upon strict performance. 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O W O; ,m 36L10- fA y9 D npir`smO=En a E GN° t -°t; ouiE m a cc nmm :cOI 5'm ' vE'I am► ° ro` c°i3 m Qd NtttQimtoa R(7 s`r 1r`oma°. wOmOrome 3CL-0 m 8 vmt9wo3moo `oo m3 QCim °i5-_L e°°i0i am SM 19 A! 06/25/2001 10:20 7608363566 FIRSTBANk PAGE 07/08 'oFll:E: lc The following deacri6ed real property located in the County of Rive.rsi& , State of California Lot 87 of Tract No. 28867, as shown by map on file in -back 276, pages 69 through 78, of maps, Records of Riverside County, California. . TRIS DOCUMENT WAS PREPAREO'BY: FirstSank 111i1 1 I11 11111U 11 IL LPCA51 SM 0 Fo;mAtion Teehnologtes• Inc; {B; 27/88] (BCS A37.3499 - - - `• 06/25/2001 10:20 7508363566 FIP.STBANK PAGE 08/08 ACKNOWLRDGMENTS ` State of California ) County of Ri •%r5 ss.. On Nov, " 7 (moi before me, ✓/Q oma notary public, personally appeared o brr is'%. ,' / e or o to me o the basis of is acro a den ) to be the pers6nX whose name ate subscribed to tlie'within instrument and acknowledged to me 1hatC5?,4*/jbey executed the same in 9/ha/tbeis' authorized capaci"& and that bbl ( signatur_ei*on the instrument the perso*49,or the entity upon behalf of which the person acted, executed the instrument. WITNESS my hand and official seal. DAYIDI.ANOERSN u tic Comrttfl,6On # 114591 x Mott" F"c - G 1d'faNa r Riverside County My Comm. 6c MS Jul 14,2M) State of Calitomia ,) County of On before me,- a notary public. personally appeared personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument' and acknowledged to me that he/she/they executed the same In his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or The entity upon behalf of. which the persons) acted, executed the instrument WITNESS my hand anti official seat. Notary Public . • f u il l ll llll ll{I I il ISN -524433 0eA 4 11 1111 11 1 y1 0 o LPCA511G 0 FormAdon Toonoloolea, hm (711219e) {8001 93TMM Page 7 of e RECORDING REQUESTED BY: City of La Quinta Community Development Department Linta, CA' 92253 :N RECORDED PLEASE MAIL TO: of La Quinta dent maty Development Dep Trousdell 3reg A 148767--=�------• DOC 04/10/2001 08:00A Fee:1g•00 page 1 of 4 Recorded in -Official Records County of Riverside Gary L. Orso Assessor, County Clerk 8 Recorder I I I II II I I I I I II II II I I II II I I III I I I II SIZE POOR NOOOR SMF ,ASC. ppGE OA REFUND NCNO E%AM COPY - LONG C Box 1504 Quinta, CA 92253 NG THE USE OF THE RESIDENCE AT78 AGEMENT RESTPI iVENANT AND CLELA.QUINTA, CALIFORNIA - S CIR of January, 2001, MASTER Corporatiorl,1s ement is made and executed on tuinta, a Municipal The City of La Q This covenandescribed herein. purposes set forth below. Bob Hill for property -agreement for the pure described real. ;reby made a party to flus erty owner of the following ed hereby certifies that he is the prof, tate of California:. The undersign Uinta, County of Riverside) ropertY in the City of La Q of Riw`�rsid�� Uinta, Count th L006 86 of Tract No. 28867 in the City of La Quintal L - moo K- 2- �!� P permit for certain improvements ulnta issuing a building p covenant and agree to and of La Q � ed does hereby In consideration of the City the undersign restrict the use of said property as fbllows• , which will be c�o structed on said property, the main single family with said City sold independent of 1. The guest house may not be rented nor "residence (Minor Use P%ermit No 2001-268); _ west house .per .the t and 9.60.100_ (Guest Houses) of cooking facilities shall be constructed in 'the g 2. No kitchen or c Zone Dlstrl ) ' provisions of Chapters 9.130.030 (RL the La Quint Municipal Code; and, or the sole occupancy of the Property owner(s), 3.1. All on-site facilities are domesintentic employees. nonpaying-gUests, Upon future owners, with the land and shall be binding p and agreement shall run shall continue. in effect while he City of La This cd accessory ovenant s and ourselves, and by the authority of their successors, heirs, or ass Tgrl city or unless otherwise released building remains on the real property Coven268Hill -pVS • R Quinta. All leases of said dwelling and/or property shall be subject to this restriction. This agreement shall be entitled to the remedy of injunctive relief in addition of any remedy in law or equity. This covenant, and agreement and the provisions hereof are ' irrevocable and nonmodifiable excbpt'by the written 'consent of all parties to the agreement, including the City of La Quinta, a municipal corporation. The City shall have the right to enforce each and every provision hereof and the parties agree'that the agreement shall not be rescinded, revoked, modified, or otherwise amended or changed, without the expressed written consent of the City first being obtained. In the event that the owners, their heirs, assigns or successors in. interest, shall fail to perform any obligation hereunder, they hereby agree to pay all costs and expenses incurred by the City 'of La Quinta in securing performance of such obligation, including attorney's fees. Dated: 44 By: Va"t Will 1 By: Christine di Iorio,-Planning Manager Cityof La Quinta Coven268ffill -p ININhIINNIIII11IIY11IN111INlllllln111ll11l 2 !1 =- 4 I 0 ® 1999 National Notary Association • 9350 De Sato Ave., P.O. Box 2402 • ChatswoM. CA 91313-2402 • www.nationalnotary.org Plod. No. 5907 - Reorder: Call Toll -Free 1-800.876.6827 IIIIII VIII) VIII IIIIII VIII II IIIIIIII III IIID III) IIII ea 00 a of$ as?eeR State of California , County of iCw' On '+before me, Date Bcf2•b IL/7'11 Name and Title of ORcer (e.g., "Jerrie Doe, Notary Pu c) ' personally appeared Name(s) of Signer(s) personally known to me ❑ proved to me on the basis of satisfactory evidence to be the 'person(e} whose name(* is/w e CHRISTINA J. DORES subscribed to the within instrument and, Commission # t 127459. acknowledged to me that homey executed Notary Public - Califorrda the same in histhen"thvi7 authorized Riverside County capacity(tes),• and that by hisir MYCOmM.BPh%Feb20•2001 signature( on the•instrument the person*, or the entity upon behalf of which the personE4 acted, executed the instrument. ` WITNESS my hand and official seal. s Place Notary Seal Above Signature of No P c OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. _ Attached Document Description of •Gt f tO Title or Type of Document: t`%12J/G •J Document Date: '2 Number of Pages. 'Signer(s) Other Than Named Above.. Capacity(ies) Claimed by Signer ,L Sign Name: ' ` '1 Individual Top of thumb here ❑ Corporate Officer — Title(s): , ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact a ❑ Trustee ❑ Guardian or Conservator ❑ Other: r Signer Is Representing: 0 ® 1999 National Notary Association • 9350 De Sato Ave., P.O. Box 2402 • ChatswoM. CA 91313-2402 • www.nationalnotary.org Plod. No. 5907 - Reorder: Call Toll -Free 1-800.876.6827 IIIIII VIII) VIII IIIIII VIII II IIIIIIII III IIID III) IIII ea 00 a of$ as?eeR Certificate,of 0CCUPa,,*nqy.*--,,,v , Citof LaQuinta Y Building. and Safety Department This Certificate issued pursuant to the requirements of Section .109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: 78-175 MASTERS CIRCLE Use Classification: SFD Bldg. Permit No.: 0105-184 r Occupancy Group: R-3 Type of Construction: VN Land_ Use Zone: RL Owner of Building: NISPERO PROPERTIES 'Address: P.O. BOX 1144 City: LA QUINTA, CA 92253 4 By: RICHARD. KIRKLAND., Date: 04-25-02 ' Building Official POST IN A CONSPICUOUS PLACE REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE ❑ POST TENSIONED CONCRETE ❑ REINFORCED MASONRY ❑ STRUCT. STEEL ASSEMBLY ❑ ❑ ASPHALT ❑ OTHER 3{ 0 V ,Q / ❑ FIRE PROOFING A t, JOB L /O 1 _' `i ULTURE -MKS r MS C,; 2,G ` .. REPORT SEQUENCE N0. TYPE OF D PERMIT NO. D b DAV OF WEEK MATERIAL DESCRIPTION R ARCHITECT IN OB . 1I NRS. CHARGED ENGINEER ASSISTANTS HRS. CHARGED INSPECTION -DATE GENERAL . 1 , r - - CONTRACTOR .SU' I v --" "' SUB " CONTRACTOR" " - 1 .S Z tH► r . (,6 O g.S l 2t tt- (-s o er e -• f?R_ t N h h1-c i' w te7 COPY SENT TO CLIENT ❑ CONTINUED N T PAGE ❑ PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. 1 AT RE OF REGISTERED INSPECTOR o = TE O REPORT REGISTER NUMRFR MEN =111111011lis. 11101flim-111- NMI 101M011 ullilsompimm lml mlllli millommifillm 1101110011111101 E211111101111111101 11011 101001 IM11111111111111101 11011 111001 m-ERNMEN11111 1111110011011101 mi2ollimllm M,111111001101 mmillmmallm =3111101111111101 lml mm willummullm NMI mm m- mm milummiR11101=11011 MEN I =- MOU10111011111 NMI 101= Illm Immmmommimi sommmommiml, FROM SUMMIT STRUCTURAL ENGINEERS PHONE N0. 909 596 5187 �,�►. Sux-m-nit: 'Structural Engineering Oct.. 22 2001 09:14AM P1 2283 Fifth Street La Verne, CA 91750 42 October 22,'2001 Fax (909) 596-5887 Sun Vista Development, Inc. , P.O. BOX 1144 La Quints, CA 92253 Attn: Rob Capetz Subject:ructuralObservation Lot 8 , Tradition.Course a uinta, CA Dear Rob, �78`l75s-S Per your superintendent John's request, we visited the subject job site on October 18, 2001 to perform a structural observation. While we were at the job site, we found several omissions and deviations from the plans. All missing items were installed while we were at the job site and at that time we found the structure to be in general compliance with the structural design concept. If you have any questions, please give me a call. Yours truly, SUMMIT STRUCTURAL ENGINEERING�oQ .12131103. Bepjaniin Herbst, ac8H J _ OAMy Documents)20911jobfiles%sv-152C152_field2(cert).doc Residential, Commercial, Industrial, Land Development A 4%-rX 1 1 V 1V Orientation Area (sf) U- -Value Interior SHGC Shading Exterior Over - hang/ Shading Fins Window Door Front (NE)- 6.0 -Front (NES-- 48.0 0.600 0.550 0.530 Standard Standard Yes t 3 Door y Window Front (NE) 28.0 0.990 0.530 Standard 0.740 Standard Standard Standard yes S Window Front (NE)- 30.0 Front (NE)- 33.0 0.600 0.530 Standard Standard Yes Yes ' Door Front NE ( ) 42.7 0.600 0.550 0.530 Standard 0.530 Standard Standard Yes + Window Yboor Front (NES-- 16.0 Left_ (SF4- 0.570 0.550 Standard Standard' Standard Yes Yes Window Left 2.1.4 (St4- - 32.5 0.550 0.570 0.530 Standard 0.550 Standard yes /pWindow Left (S 6.0 0.600 Standard 0.530 Standard Standard Yes /i Window. 12Window .Left Left (S 22.5 (SE)-_ 0.570 0.570 0.550 Standard Standard Standard Yes Yes .1,3 Window Left -41.9 (SE --)--10.0 0.600 0.550 Standard 0.530 Standard Standard yes /y Window Left (SE+ -- 6.0 0.600 0.530 Standard Standard Standard Yes /5Door Left (SE) 4'2.7 0.550 0.530 Standard yes Window /ZWindow Left Left (SE h-, 41.3 (SES*-- 8.0 0.600 0.530 Standard Standard Standard yes Yes /5Window Left (SE ) 10.0 0.600 0.600 0.530 Standard 0.530 Standard Standard Yes r /gWindow aCWindow, Left Back (SEE-) -- 116.0 (SW). -1-6-.0 0.570 0.550 Standard Standard Standard Yes yes 9/Window Back (SW) -x32.5 0.570 0.570 0.550 Standard 0.550 Standard Standard Yea .2-1Door 3Window Back Back (SWJ ---.-8 0 - 0 (SW 0.750 0.590 Standard Standard Standard Yes Yes Door Back 0.0 (SWC ,•.7 0.600 0.550 0.530 Standard 0.530 Standard Standard Yes 2SWindow Back' (SW) =5M- .0 0.600 0.530 Standard Standard Yes 91 -Window ?Door Back Back (SW) x-22.5 (SWC ---16;0.0 0.570 0.550 Standard Standard Standard yes Yes ` -)gWindow Back (SW} - 41.9 0.750 0.570 0.590 Standard 0.550 Standard Standard Yes :IDoor Back (SWC 96.0 0.750 0.590 Standard Standard Yes Window Back (SW) 27.5 0.600 0.530'Standard Standard Yes s/Door Window Back Back (SW) 21.4 (SW)- 27.5 0.550 0.530 Standard Standard Standard Yes Yes .. -sDoor Right (NW) ---_-8:5..4 0.600 0.550 0.530 Standard 0.530 Standard Standard yes 3yDoor Right (NW-)- &5j.4 0:550 0.530 Standard Standard yes - .Y.5Door tDoor Ri ht 9 Right (NW=)- 2.1>.4 (NW -)_,.48.0 0.550 0.530 Standard Standard Standard yes Yes 't ,5;Door Right (NWa) 4..8.0 0.550 0.550 0.530 Standard 0.530 Standard Standard yes • 38Window .'Right (NW) 16.0 0.570 0.550 Standard Standard Yes . Standard Yes THERMAL MASS Type Exposed Area Thickness (sf) (in) Location/Comments S1abOnGrade S1abOnGrade Yes No 2239 3.5 Exp.Conc.Slab-See Note InteriorHorz Yes 3293 3.5 Covered 167 Concrete Slab InteriorVert Yes 1.0 Tile-Kit.Ctr,Fp,Tub/Sh 414 1.0 Tile-Kit.Ctr,Fp,Tub/Sh VICE. MAUVEIP, . TITLE 24 ENERGY CALCULATIONS, INC. 7544 E. SADDLEHILL TRAIL, ORANGE, CA 92869 (714) 771-1507 r March 29, 2001 lREVISE10: 4 (4117,1 (SCd. FT. = 553Z >t) Owner:. Sun Vista Development 77899 Wolf Road, #104 Palm Desert, CA 92260' r Designer: Sun Vista Development / ;7:5 77899 Wolf Road, ,#104 Palm Desert, CA 92260 QU EE I NT A BUtLDI,NG & SAFETY DEPT. Project: "Tradition" Lot#87 P<POVD Custom Residence & Guest Suite FOR CONSTRUCTION La Quinta, California DATE BY off" STATEMENT OF CONFORMANCE This Calculation contains all the building features and performance specifications required for compliance*by the California Code of Regulations Title 24, Part 1, ,Administrative Requirements; Part 6, Building Energy Efficiency Standards; and portions of Title 20, Appliance Efficiency Standards. When these features are incorporated into the architectural plans the design will be in compliance with the 1998 Energy Efficiency Standards as they apply in Climate Zone 15 , using MICROPAS5 Version 5.10, a California Energy Commission approved computer performance method program. Prepared By: Certified Energy Analyst - Rick Maurer no: nE NR 98-90-528 Rick Maurer R98-90-136 ,CAB Energy Plans Examiner California Association of Building Energy Consultants Certificate No. RES -88-1006 and NRE-88-1052 California State License No. 502290 C20 ** SUMMARY SHEET ** Project: Sun Vista Development -- La Quinta, CA Zone: 15 "Tradition" Lot #87 Custom Residence &Guest Suite Wall Insulation: R-19 (Min. 2X6 Exterior Walls Required) Ceiling Insulation: R-38 (Min. 2x12 Combo Rafter/Ceiling. Joist Required @ Flat Roof) Raised Floor Insulation: n/a Slab Edge Insulation:. None Glazing Type: All glass is DUAL PANE except the following, which is SINGLE: ** Entry,Door Glass Shading Devices: No shading devices required. ; Hard Surface Flooring: Total Sq. Ft. = 2,239 Dining: 210 Entry/Gallery/Halls: 667 Library: 190 Kitchen/Nook/Pantry: 346 Service: 83 Great Room/Bar: 663 , Powder: 26 Wine Storage: '54-- Minimum 54Minimum Furnace AFUE: 80% AFUE Minimum Heating Capacity: 155,606 BTUH Minimum A/C SEER: 12.0 SEER A/C Tonnage: 16.0 Tons (Min.Sens.=124,916 @ 115°) Duct Insulation: R-6.0 Note(s): 1) The large storage gas water heater, must exceed 75,000 BTUH rated input capacity. 2) The house and guest suite`requires R-4, or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition, to the insulation required by the mandatory measures. 3) The water heater for this house can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 4) All windows and hinged.glass doors will have vinyl, wood or fiberglass frames -with tinted glass, except the entry door which can be single pane and clear glass . 5) All sliding glass doors can have metal frames with tinted glass and an NFRC U -value of .75 or less. MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page I of 2) MF—IR Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A. if not applicable. DESCRIPTION ENFORCEMENT !DESIGNER Building Envelope Measures: • §150(a): Minimum R-19 ceiling insulation. §I50(b): Loose fill insulation manufacturer's labeled R -Value. ' §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). Y • §150(d): Minimum R-13 raised floor insulation in framed floors. §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. / § 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors, and Infiltration/ExSltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field-fabricated)have label with certified U -value, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. / §I50(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. IF 121✓1 r 0r §I50(f): Special infiltration barrier installed to comply with § 151 meets Commission quality standards. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. L Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilot lights allowed. / Space Conditioning, Water Heating. and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. .§150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ✓ §150(i): Setback thermostat on all applicable heating and/or cooling systems. ✓ § 1500):. Pipe and tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55° F insulated. 6. Piping insulated between heating source and indirect hot water tank. v , July 1, 1999 r MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page 2 of 2) MF -1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Space'Conditioning, Water Heating and Plumbing System Measures: (continued) • §150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBG 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R4.2 ducts " or enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant or other duct closure system that meets the applicable requiremews of UL181, UL181A, or UL18111 and other applicable specified tests for longevity given in §150(m).. , 2. Exhaust fan systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automaticor readily accessible, manually operated dampers. §114: Pool and Spa Heating Systems and Equipment. 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: At least 36" a. of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. §I 15: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have ho continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) Lighting Measures: §150(k)l.: Luminaires for general lighting in kitchens shall have lamps with an efficacy of40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. §150(k)2.: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in §150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... Sun Vista _ Lot #87 Date..04/26/01 121:00:45 Project Address........_ Tradition - Lot #87 ******* La Quinta, California *v5.10* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24 7544 E Saddlehill Trail Plan Check Date Orange, CA. 92869 714-771-1507 Field Check Date Climate Zone. .. 15 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc.. MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM CF -1R .User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest GENERAL INFORMATION Conditioned Floor Area..... Building•Type............. :. Construction Type .......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height.....` 5532 ,sf Single Family Detached New Front Facing 30 deg (NE) 1 1 Slab On Grade 25.2 % of floor area 0.62 Btu/hr-sf-F 0.55 11 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -value Location/Comments Wall Wood R-19 R-n/a R-19 0.065 Front Wall, Gar. Wall Left Wall, Back Wall Right Wall Roof Wood R-38 R-n/a R-38 0.025 Vented Attic Roof Wood R-38 R-n/a R-38 0.029 Flat Roof Door Wood R-0 R-n/a R-0 0.330 Garage Door S1abEdge None R-0 R-0 F2=0.760 To Outside S1abEdge. None R-0 R-0 F2=0.510 To Garage FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Front (NE) 6.0' 0.600 0.530 Standard Standard Yes Door Front (NE.) 48.0 0.550 0.530 Standard Standard Yes Door Front (NE) 28.0 0.990 0.740 Standard Standard Yes Window Front (NE) 30.0 0.600 0.530 Standard Standard Yes Window Front (NE) 33.0 0.600 0.530 Standard Standard Yes Door Front (NE) 42.7 0.550 0.530. Standard Standard Yes Window. Front (NE) 16.0 0.570 0.550 Standard Standard. Yes Door Left (SE) 21.4 0.550 0.530 Standard Standard Yes Window Left (SE) 32.5 0.570 0.550 Standard, Standard Yes Window Left (SE) 6.0 0.600 0.530 Standard Standard Yes Window Left (SE) 22.5 .0.570 0.550 Standard Standard Yes Window Left (SE) 41.9. 0.570 0.550 Standard Standard Yes CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:00:45 MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Left (SE) 10.0. 0.600 0.530 Standard. Standard Yes Window Left (SE) 6.0. 0.600 0.530 Standard Standard Yes Door Left (SE) 42.7 0.550 0.530 Standard Standard Yes Window Left (SE) 41.3 0.600 0.530 Standard Standard Yes Window Left (SE) 8.0 0.600 0.530 Standard Standard Yes Window Left (SE) 10.0 0.600 0.530 Standard Standard Yes Window Left (SE) 16.0 0.570 0.550 Standard Standard Yes Window Back (SW) 16.0 0.570 0.550 Standard Standard Yes Window Back (SW) 32.5 0.570 0.550 Standard Standard Yes Door Back (SW) 80.0 0.750 0.590 Standard Standard Yes Window Back (SW)' 30.0 0.600 0.530 Standard Standard Yes Door Back (SW) 42.7 0.550 0.530 Standard Standard Yes Window Back (SW) 30.0 0.600 0.530 Standard Standard Yes Window Back (SW) 22.5 0.570 0.550 Standard Standard Yes Door Back (SW) 160.0 0.750 0.590 Standard Standard Yes Window Back (SW) 41.9 0.570 0.550 Standard Standard Yes Door Back (SW) 96.0 0.750 0.590 Standard Standard Yes Window Back (SW) 27.5 0.600 0.530 Standard Standard Yes Door Back (SW) 21.4 0.550 0.530 Standard Standard Yes Window Back (SW) 27.5 0.600 0.530 Standard Standard Yes Door Right (NW) 85.4 0.550 .0.530 Standard Standard Yes Door Right (NW) 85.4 0.550 0.530 Standard Standard Yes Door Right (NW) 21.4 0.550 0.530 Standard Standard Yes Door Right (NW) 48.0 0.550 0.530 Standard Standard Yes Door Right (NW) 48.0 0.550 0.530 Standard Standard Yes Window Right (NW) 16.0 0.570 0.550 Standard Standard Yes THERMAL MASS Area Thickness Type Exposed. (sf) (in) Location/Comments S1abOnGrade Yes 2239 3.5, Exp.Conc.Slab-See Note S1abOnGrade No 3293 3.5 Covered Concrete Slab InteriorHorz Yes 167 1.0 Tile-Kit.Ctr,Fp,Tub/Sh InteriorVert Yes 414 1.0 Tile-Kit.Ctr,Fp,Tub/Sh HVAC SYSTEMS Minimum Duct Duct Tested Duct ACOA Thermostat Equipment Type Efficiency Location R -value Leakage Manual D Type Furnace 0.800 AFUE Attic R-6 No No Setback AirCond 12.00 SEER Attic R-6 No No Setback CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:00:45 MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value WH1 Large Gas Recirc/TimeTemp 1 n/a 74.6 R-0 WH2 Storage Gas PipeInsulation 1 .61 30 R- n/a WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R -value Light WH1 Large .793 n/a .0244 R-16.0 500 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a High Mass Design. This building incorporates non-standard Duct R -value. Leaks in the air distribution system connections shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. This building incorporates non-standardWater Heating System REMARKS 1) The large water heater will require a rated input capacity exceeding 75,000 BTUH. 2) The house and guest suite requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 3) The water heater for the house can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 4) All windows and hinged glass doors will have vinyl, wood or fiberglass frames with tinted glass, except the entry door which can be single pane and clear glass. 5) All sliding glass doors can have metal frames with tinted glass and an NFRC U -value of .75 or less. 6) The following rooms will have hard surface flooring: ** Entry/Gallery/Halls ** Dining ** Kitchen/Nook/Pantry ** Great Room/Bar ** Library ** Service ** Wine Storage. ** Powder CERTIFICATE OF COMPLIANCE: RESIDENTIAL' Page 4 CF -1R Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:00:45 MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest REMARKS COMPLIANCE STATEMENT, This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1' and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been -signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section.- DESIGNER ection. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... JC,p S L Name .... .Rick Maurer Company. Sun Vita De elopment Company. Rick Maurer Title 24. Address. 77899 Wolf Road, #104 Address. 7544E Saddlehill Trail Palm Desert, CA 92260 Orange, CA 92869 Phone... (760 2-2626 Phone... 714-771-1507 License. Signed.. 1100, Signed..4da 4t ate e ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. ate COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:00:45 Project Address........ Tradition - Lot #87 ******* • La Quinta, California *v5.10* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24 7544 E Saddlehill•.Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check/ Date Climate Zone. ..... 15 Compliance Method....... MICROPAS5 v5.10 for 1998 Standards.by Enercomp, Inc. MICROPAS5 v5.10. File-SUNVSTI8' Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest MICROPAS5 ENERGY USE SUMMARY Vent Energy Use Standard Proposed, Compliance (kBtu/sf-yr) Design Design Margin Space Heating..... ... 4.43 .3.90 0.53 Space Cooling.........'. 40.51 38.24 2.27 Water Heating.. ...w..... 5.=15 5.35 -0.20 Total •50.09 47.49 2.60 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... 5532.sf Building Type .............. Single Family Detached Construction Type New ' Building Front Orientation., Front Facing 30 deg,(NE) Number of Dwelling Units... 1 t Number of Building Stories. 1 Weather Data Type........... FullYear 1 3 n Floor Construction Type.... Slab On Grade' Number of Building Zones... 1 Conditioned Volume.......... 60852 cf Slab -On -Grade Area......... 5532 sf Glazing Percentage......... 25.2 % of floor area Average Glazing U -value...._ 0.62 Btu/hr-sf-F Average Glazing SHGC....... 0.55 Average Ceiling Height...... 11 ft •BUILDING,ZONE INFORMATION`.' Floor # of Vent Vent Air Area Volume Dwell. Cond- Thermostat.. Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit HOUSE Residence ,5532 60852 1.00 Yes Setback 2.0 Standard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:00:45 MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments HOUSE 1 Wall 1172 0.065 19 30 90 Yes None Front Wall 2 Wall 110 0.065 19 30 90 No None Gar. Wall 3 Wall 1260 0.065 19 120 90 Yes None Left Wall 4 Wall 857 0.065 19 '210 90 Yes None Back Wall 5 Wall 1082 0.065 19 300 90 Yes None Right Wall 6 Wall 112 0.065 19 300 90 No None Gar. Wall 7 Roof 4935 0.025 38 n/a 0 Yes None Vented Attic 8 Roof 597 0.029 38 n/a 0 Yes None Flat Roof 9 Door 20 0.330 0 30 90 No None Garage Door PERIMETER LOSSES Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments HOUSE 10 SlabEdge 524 0.760 R-0 No To Outside 11 S1abEdge 22 0.510 R-0 No To Garage FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (NE) 6.0 0.600 0.530 30 90 Standard/0.76 'Standard/0.68 2 Door Front (NE)"48.0 0.550 0.530 30 90 Standard/0.76 Standard/0.68 3 Door Front (NE) 28-.0 0.990 0.740 30 90 Standard/0.76 Standard/0.68 4 Window Front (NE)' -30.0 0.600 0.530 30 90 Standard/0.76 Standard/0.68 5 Window Front (NE) 331.0 0.600 0.530 30 '90 Standard/0.76 Standard/0.68 6 Door Front (NE)... 42.7 0.550 0.530 30 90 Standard/0.76 Standard/0.68 7 Window Front (NE) 16.0 0.570 0.550 30 90 Standard/0.76 Standard/0.68 8 Door Left (SE) --21.4 0.550 0.530 120 90 Standard/0.76 Standard/0.68 9 Window Left (SE) 3.2.5 0.570 0.550 120 90 Standard/0.76 Standard/0.68 10 Window Left (SE) -`6.0 0.600 0.530 120 90 Standard/0.76 Standard/0.68 11 Window Left (SE) --22.5 0.570 0.550 120 90 Standard/0.76 Standard/0.68 12 Window Left (SE) 43.9 0.570 0.550 120 90 Standard/0.76 Standard/0.68 13 Window Left (SE) --10.0 0.600 0.530 120 90 Standard/0.76 Standard/0.68 14 Window Left (SE)-- 6.0 0.600 0.530 120 90 Standard/0.76 Standard/0.68 15 Door Left (SE) --`-42.7 0.550 0.530 120 ,90 Standard/0.76 Standard/0.68 16 Window Left (SE) -4-1-.3 0.600 0.530 120 90 Standard/0.76 Standard/0.68 17 Window Left (SE) 8,.0 0.600 0.530 120 90 Standard/0.76 Standard/0.68 18 Window Left (SE) --l-0.0 0.600 0.530 120 90 Standard/0.76 Standard/0.68 19 Window Left' (SE) X6:0 0.570 0.550 120 90 Standard/0.76 Standard/0.68 20 Window Back (SW) -16.0 0.570 0.550 210 90 Standard/0.76 Standard/0.68 21 Window Back (SW) 32.5 0.570 0.550 210 90 Standard/0.76 Standard/0.68 22 Door Back (SW) `90.0 0.750 0.590 210 90 Standard/0.76 Standard/0.68 23 Window Back (SW) 3-0.0 0.600 0.530 210 90 Standard/0.76 Standard/0.68 24 Door Back (SW) 42-.7 0.550 0.536 210 90 Standard/0.76 Standard/0.68 25 Window Back (SW) 3-0.0 0.600 0.530 210 90 Standard/0.76 Standard/0.68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:00:45 MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest Orientation FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 26 Window Back (SW) 22.5 0.570 0.550 210 90 27 Door- Back (SW) -160.0 0.750 0.590 210 90 28 Window Back (SW)- 41.9 0.570 0.550 210 90 29 Door Back (SW) -96.0 0.750 0.590 210 90 30 Window Back (SW) -27.5 0.600 0.530 210 90 31 Door Back (SW) 21.4 0.550 0.530 210 90 32 Window Back (SW) 27.5 0.600 0.530 210 90 33 Door Right (NW) 85.4 0.550 0.530 300 90 34 Door Right (NW) 85.4 0.550 0.530 300 90 35 Door Right (NW) 21.4 0.550 0.530 300 90 36 Door Right (NW) 48.0 0.550 0.530 300 90 37 Door Right (NW) 48.0 0.550 0.530 300 90 38 Window Right (NW) 16.0 0.570 0.550 300 90 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 OVERHANGS AND SIDE FINS Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 2 Door 48.0 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Door 28.0.n/a 8.0 2.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 30.0 n/a 6.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 33.0 n/a 5.5 1.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Door 42.7 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 16.0 n/a 4.0 3.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 8 Door 21.4 n/a 8.0 9.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 32.5 n/a 6.5 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 6.0 n/a 3.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 22.5 n/a 5.0 10. 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 41.9 n/a 9.3 10. 1.5 n/a n/a n/a n/a n/a n/a n/a n/a- 13 Window 10.0 n/a 4.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 6.0 n/a 3.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 20 Window 16.0 n/a 4.0 3.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 21 Window 32.5 n/a 6.5 9.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 22 Door 80.0 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 23 Window 30.0 n/a 6.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 24 Door 42.7 n/a 8.0 6.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 25 Window 30.0 n/a 5.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 26 Window 22.5 n/a 5.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 27 Door 160.0 n/a 10. 16. 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 28 Window 41.9 n/a 9.3 16. 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 29 Door 96.0 n/a 8.0 12. 3.5 n/a n/a n/a n/a n/a n/a n/a n/a 30 Window 27.5 n/a 5.5 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 31 Door 21.4 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 32 Window 27.5 n/a 5.5 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 33 Door 85.4 n/a 8.0 1.0 4.0 n/a n/a n/a n/a n/a n/a n/a n/a 34 Door 85.4 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 35 Door 21.4 n/a 8.0 8.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 36 Door 48.0 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a COMPUTER METHOD SUMMARY -Page 4 C -2R Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:00:45 MICROPAS5-v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Residence & Guest surface 37 Door 38 Window OVERHANGS AND SIDE'FINS Window- Overhang Left Fin - Right Fin - Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext •Dpth Hght 48.0 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 16.0 n/a •4.0 3.0 1.0 n/a n/a n/a n/a 'n/a n/a n/a n/a THERMAL MASS Area Mass Type (sf) HOUSE 1 S1abOnGrade 2239 2 S1abOnGrade 3293, 3 InteriorHorz 167 4 InteriorVert 414 System Type HOUSE Furnace AirCond Tank Type WH1 1 Large WH2 2 Storage Thick Heat Conduct- - Surface (in) Cap ivity UIMC R -value Location/Comments 3.5 3.5 1.0 1.0 Minimum Efficiency 28.0 0.98 4.60 28.0 0.98 1.80 24.0 0.67 1.70 24.0 0.67 1.70 HVAC SYSTEMS R-0.0 .Exp.Conc.Slab-See Note R-2.0 Covered Concrete Slab R-0.0 Tile-Kit.Ctr,Fp,Tub/Sh R-0.0 Tile-Kit.Ctr,Fp,Tub/Sh Duct Duct Tested Duct ACCA Location R -value Leakage Manual D 0.800 AFUE Attic R-6 No 12.00 SEER Attic R-6 No WATER HEATING SYSTEMS Number in Energy Heater Type' Distribution Type System Factor Gas Recirc/TimeTemp 1 n/a Gas PipeInsulation 1 .61 WATER HEATING SYSTEMS DETAIL Duct Eff No 0.770 No 0.626 Tank External Size Insulation (gal) R -value 74.6 R-0 r 30 R- n/a Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction. R -value Light WH1 1 Large .793 n/a ,.0244 R-16.0 500 SPECIAL,FEATURES AND MODELING ASSUMPTIONS *** Items in this,section should he documented'on the plans, *** *** installed 'to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a High Mass Design. COMPUTER METHOD SUMMARY Page 5 C -2R Project Title.......... Sun Vista - Lot #87' Date..04/26/01 12:00:45 MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run-Custom'Residence & Guest SPECIAL FEATURES AND MODELING ASSUMPTIONS This building incorporates non-standard Duct R -value. Leaks in the air distribution system connections shall not be sealed• with cloth backed rubber adhesive duct'tapes unless such tape is used in combination with mastic and drawbands. This building incorporates non-standard Water Heating System REMARKS 1) The large water heater will require a rated input capacity, exceeding 75,000 BTUH. . 2) The house and guest suite requires R-4 or greater insulation on .75 inch or larger hot-water main lines or recirculating lines,. This is in addition to'the insulation required by the mandatory measures. 3) The water heater for the house can have a -recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 4) All windows and hinged glass.doors will have vinyl, wood or fiberglass frames with tinted glass, except the entry door which can be'single pane_ and clear glass. " 5) All sliding glass doors can have metal frames with tinted glass and an NFRC U -value of .75 or less. 6) The following rooms will have hard surface flooring: ** Entry/Gallery/Halls ** Dining ** Kitchen/Nook/Pantry ** Great.Room/Bar ** Library ** Service ** Wine Storage ** Powder HVAC SIZING Page 1 HVAC Project Title.......... Sun Vista - Lot #87 Date..04/26/01 12:,00:45 P Add******* rct ro eess........ Tradition - Lot #87 La Quinta, California *v5.10* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24 . 7544 E Saddlehill Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check Date Climate Zone. ..... 15 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inca MICROPAS5 v5.10 File-SUNVSTI8 Wth-CTZ15S92 ,Program -HVAC SIZING User#-MP03.57 User -Rick Maurer Title 24 Run -Custom Residence & Guest GENERAL INFORMATION Floor Area ................. 5532 sf Volume.. .. ............ 60852 cf Front Orientation.......... Front Facing 30 deg (NE) Sizing Location... ....... LA QUINTA Latitude... . ........ 33.7 degrees Winter Outside*Design...... 32 F Winter Inside Design....... 70 F Summer Outside Design...... 112 F Summer Inside Design....... 78 F Summer Range... ... . 34 F Interior Shading Used No Exterior Shading Used...... Yes Overhang Shading Used...... Yes, Latent Load Fraction....... 0.30 HEATING AND COOLING LOAD SUMMARY Description Opaque Conduction and Solar...... Glazing Conduction........... .. Glazing Solar.. Infiltration ..................... Internal Gain....... .............. Ducts ............................ Heating (Btuh) Cooling (Btuh) 32501 17223 32861 29402 n/a 32871 43454 28564 n/a '5500 10882 11356 Sensible Load .................. 119697 124916 Latent Load ...................... n/a 37475 Minimum Total Load 119697 162390 X . 3 = 15-51 tom© to Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of,.equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer -Is responsibility to consider all factors when selecting the HVAC equipment. 1r1lCAOPAS5 , Table 2-2. Standard U-1•alues of Wood Frame Roofs/Ceilings and Malls f Roof/Ceiling Framine Referencc= Insulation Spacing Name U-Value R-03 R-03 16" o.c. R-0-2X6.16 0.299 R= 113 24" o.c.. R.0.2.X4.24 0.306 R- l 13 24" 16" o.c. R. 11.2X6.16 0.077 R-13 o.c. R- I l-ZX4.24 0.076 R-133 16" o.c. R. 13.2X6.16 0.069 R-19 24": O.C. R. 13.2X4.24 0.068 R- 19 16" O.C. R.19 2X8.16 Y 0.051 R-22 24" o.c. R.19.2X4 24 0.047 R-22 16" o.c. R.22.2XIO.16 •R.32.2X4.24 0.044 R-30 24" o.c. 0.041 R-30 16" o.c. R.30.2X 10.16 0.036 16" o.c. R.30 2X 12.16 0.035 R-30 24" o.c. R."UX4.24 0.031 R-38 R-38 16" o.c. R.38.2X 12.16 0.029 16" o.c. R.38?X1-.[6 - 0.028 R-38 24" o.c. R.38.2XI4?4 0.025 R--9 R-49 16" o.c.Rs9.'X4. 16 0.019 24" o.c. R.49.3X4.24 0.019 NVall Insulation R-03 16" o.c. W-0- X4.16 • 0.386 R-73 24" o.c. W-O-2-X414 0.393 R-73 16" o.c. W.7.2X4.16 0.130 R-1 13 24" o.c. W.7.2X4.24 0.127 3 R- I (. 16" o.c. W.11.2X4:16 0.098 0.098 R-13 24" o.c. W.1 24 0.094 R-13 16" o.c. W. 13.2X,*.16' 0.088 R-15 24" o.c. W. 13.2X414' 0:055 R-15 16" o.c. 24" W. 15.2X4.16 0.081 R-19 o.c. , W. 15.2.X4.24 0.077 R-19 16" o.c. «'.19.2X6.16 0.065 000 . R-21 1-4" o.c. W. 19.M.241 0.063 ' R'- I 16" o.c. W-21-2X6.16 0.059 0.059 R-25 24" o.c. C. 0.056 16" o.c. W.25IX6.16 0.046 Soli Solidcore wood C6'_o.c. W-29.2X4.16 0.035, door (no insulation) D•O.SCW 0.330 I - Based on ASHRAE.Parallel heat Flow- Calculation, ASHRAE Handbook of Fundamentals. 2. These Reference Names are taken from Appendix H of the Residenricl Manual. 3. Does not meet the minimum level required as a mandator measure (see Part 22 of the Residenrial -• Roof/ceiling assemblies whose reference names list 2x3 frarnins include attics dfanual)- an ace. 2-34C,OMPL'1AN&E' 06/10/99_ 0 1999 by Enercomp, fnc Chapter 2 INPUT PEF ERENCE 06/10/99 COlv1PL/ANCE Z -35 Table 2-3. Standard U -values of stood Frame Raised Floorsl Floor Reference'-- Insulation Condition Name U -Valu ' e R-03 ` No crawispace FXO?X6.16 0.239 R-1 13 No Crawispace FCO?X6.16 0.097 . R-1 1 craw•Ispace FX 11.2X6.16 0.071 R-13 Craw•Ispace FCI I?X6.16 0.049 R-13 No craw-Ispace FXI3.2X6.16 0.06 R-19 Cr-awlspace No crawlspace FC 13?X6.16 0.046 • R-19 Crawispace FX19.2X8.16 0.048 . R-2 I No crawlspace FCI9.2X8.16 FX21.ZX8.16 0.037 R-_ 1 R-30 Craw-ispace FC21.2X8. l6 0.045 0.035 R-30 No crawls ace FX30--X10.16 0.034Crawlspace FC30.2X 10.16 0.028 1. Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook of Fundamentals. 2. The Names gig en to the standard assemblies used to calculate these U in 3Does . not meet the minimum level required as -values Appendix H of the Residential ,Mantra/. a mandatory measure (see Part 2.2 of the Residenrial'ifanua[)- Table 2-4. Standard U -values of Wood Foont, Panel Roofs/Ceilings and Ma sl Framing Reference' - on Spacing Name FRoof/Ceiling r U -V slue 3 4$" O.C. RP. 14. 0.064 48" O.C. 48" „ RP.__. C6.48 0.044 O.C. 4$" O.C. RP.28?X8.48 0.035 Insulation RP -36.2X 10.48 0.028 R-14 R_77 4$- O.C.NVP.14.2X4.48 - 0.071 r • =S" o.c. «P -22.2X6.48 0.049 ' 1- Based on ASHRAE Parallel heat Flow Calculation, ASHRAE Handbook Fundamentals. of I The names given to the standard assemblies used to calculate these U -values in Appendix H of the Residential Manual. =. Does not meet the minimum l -el required as a mandator• measure (see Part 2.2 of the Residential Manua[). 'Table 2-5. Slab Edge Heat Loss Rate (F2 Factor) Insulation Insulation R -Value Depth (in.) R-0 A01,R-3 R-5 R-7 0 8 0.76 0.76 0.76 s 17 0 760.76 0.66 0.64, 0.64 18 0.760.62 0.58 0.56 24 0.76 0.58 0.54 0.51 0.76 057 0.53 0.50 1 06/10/99 COlv1PL/ANCE Z -35 M/CROPASS Table 2-6. Default Fenestration Product U-l'alues (this table to be used b) manufacturer's to esrablis/t a U•ralue raring without performance resting) Single Pane _ Double Pane Frame Type l Product Type U-value U-valuez Metal Operable 1_28 0.97 Metal Fixed 1.19 0.72 Metal Greenhouse/Garden window 2.26 1.40 !Metal Doors 1.25 0.85 Metal Skylight 1.72 0.94 metal: Thermal Break Operable 0.71 Metal. Thermal Break Fixed 0.60 Metal, Thermal Break Greenhouse/Garden window 1,12 :Metal, Thermal Break Doors 0.64 Metal, Thermal Break Sk} lisht O.SO Non-?Metal _ 0040 Operable 0.99 0.60 Non-Metal Fixed 1.04 0.57 00,00 Non-I\ietal Doors 0.99 0.55 0000 Non-Metal Greenhouse/Garden %.•indoors 1.94 1.06 Non-Metal Skylight 1.47 0.68. I- Metal includes am•'field-fabricated product with metal cladding. Non-metal framed manufactured fenestration products with metal cladding must add 0.04 to the listed U- value. Non-Metal frame types can include metal fasteners, hardware, and door thresholds. Thermal break product design characteristics are: . a. The material used as the':hermal break must have a thermal conductivity of not more than 3.6 Btu-inch/hr/ft2t'F. b The thermal. break must produce a sap of not less than 0.2 10-. and c All metal members of the fenestration product exposed to interior and exterior air must incorporate a thermal break meeting the criteria in (a) and (b) above. In addition. the fenestration product . must be clearly labeled by the manufacturer that it qualifies as a thermally broken product in accordance with this standard. ` 2. For allAual dazed fenestration products, adjust the listed U-values as follows: a. Subtract 0.05 for spacers of 7/16" or eider. b. Subtract 0.05 for products certified by the manufacturer as low-E glazing. - C. Add 0.05 for products with dividers between panes if spacer is less than 7116" wide. d. Add 0.05 to any product with true divided lite (dividers through the panes), fL Note: U-Paltres/Operator apes: The default U -value of a fenestration product charges based on rite operator npe. For example, a sliding-type window x•ill hm•e a different U -value than a fixed ii indow• that is otherwise identical (see Table 2-6) As the U -value, orienrario'n. tilt, shading device, solar (rear gain coefficient, overhang and fun configuration are all input variables. it is recommended that each w•i►tdow• of a building be entered into M/CROPAS individually. t 2-38 COMPLIANCE 0611 "_9 0 1.999 by Enercomp, Inc Chapter 2: INPUT REF R ENC- C ' Note - Labeling: As of ./anuan• 1. 1993. all fenestration products used for new, retrofrr or remodel construction, must display a label stating the n•indon• liras performance. Beg inning in July 1999, the only erceprion-to labeling is for field fabricated fenestration produers. These are products constructed at the building site from materials not cut or formed with the intention of making a fenestration product. All other products must be labeled n•itht a CEC Default or NFRC-rated U -value and solar heat gain cocj cient (see Table 2-7). 2.6 and Table Glazing Area Table 2-7. Default Solar Heat Gaut Coefficient Total window SHGC Frame Type -- Product Glazing Single Pane Double Pane Metal Operable NN Uncoated oso --- --- 0.700.83 Acetal Fixed Uncoated 0.73 100 :Metal Operable Tinted 0.67 0.59 !Metal Fixed Tinted 0.68. 0.60 Metal. Thermal Break Operable Uncoated 0.72 0.63 Metal. Thermal Break Fixed Uncoated 0.78 0.69 .Metal, Thermal Break Operable Tinted 0.60 0.53 Acetal. Thermal Break Fixed Tinted 0.650.57 Non -Acetal Operable Uncoated.0.746000, 0.74 0.65 Kon -?Metal Fixed Uncoated 0.76 0.67 Kon -&fetal Op;rable Tinted 0.60 0000 0.53 Non -Metal Fixed Tinted 0.63 0.55 iC = Solar Heat Gain Coefficient .dote – Losv-e Glass Default SIYGC. Although lost• -e glass is a coated product, for purposes of Compliance. if •ort do not have an rVFRC value for the SHGC. use the uncoated values front Table 2-7.1on•-e glass is not c rimed product. The area for Glazing or fenestration products is calculated from the nominal (e.g.. 5°30) or rough opening dimensions. Doors: Anp door having glass must be entered in MICROPAS as glazine area. For ant• door with an NFRC ratine (doors with more than 50 percent of their surface area made up of glass), the entire area of the door must be entered in MICROPAS as glazing area, since. the product • rating is for the entire door. For doors with 50 percent or less of their surface area made up of glass enter either the entire door area as glazing or the actual area of glass plus a two inch frame extending on all sides (the remaining door area is modeled as an OPAQUE SURFACE. The U -value and solar heat gain coefficient of the door is taken from Table 2-6 and Table 2-7 or manufacturer data. Greenhouse (garden) Window -s: Greenhouse window glazing area is calculated using the rough opening for the unit (see figure 2-23). The tgpically higher U -value of greenhouse windows accounts for additional heat loss from the projecting top, sides and bottom of the unit. Glazing Orientation Orientation (azimuth) for fenestration products is alwa)-s relative to the designated "front" orientation (referred to as the Plait Azimuth) (see Table 2-1). The designations 'Right' and 'Left' are from the perspective of someone outside. facing the front of the house. Also see Figure 2-18 (under opaque surfaces) for a sample diagram. ® 1999 by,Enercomp, Inc. 06(10/99 CCtvfPL/ANCE 2 -3 9 I Chapter ,:INPUT.R& ,7ENCE Dote — Interior and Exterior Slraditrg T}pesSolar Heat Gain Coefficients: B+• choosing either Standard' or Notte' as the shading device type the CEC standard asstttrprion for inrtrior and exterior shading is modeled by dfICROPAS (drapes and bug screens air gla_urg other than skylights. and no interior or exterior shading ort skylights). Table 1-8. Solar Neat Gain Coefficients for Interior Shading Devices Standaid: . Drapery 0.681 Blinds: _ Venetian Blinds. Vertical Blinds or DliniBlinds 0.47 i Roller Shade Opaque Roller Shades _ 0.472 None (for Skelights only) 1.00 None (for vertical slazine surfaces) 0.68 1. 0.68 is the default value used when there is no interior shading device installed on vertical fenestration products. 2. On Januar- I. 2002. Opaque Roller Shades must be modeled with a 0.68 SHGC. Table 2-9. Solar Heat Gain Coefficiettts for Exterior Shading Devicest wf Single Pane Shading Deice-' Clear Glass3 Standard (Bu Screens) _ 0.76 Woven Exterior Shades.reens (53xI6/inch weave) 0.30 Louvered Shadescrecns w1louvers as wide as openings 0.27 Low Sun Angle (LSA) Louvered Shadescreens 0.13 Roll down (awnings. blinds, or slats) 0.13 None (for skylichts only) 1.00 ?'one (for crtical glazing surfaces) 0.76 Substantially Shaded[Buildin_ Shade 0.20 . I. Exterior operable awnings (canvas, plastic or metal) except those that roll vertical]v down and cover the entire window•, should be treated as overhangs. 2. Standard bus screens are assumed for all vertical glazing unless replaced by other exterior shade screens. The SHGC for bug screens is an area -weighted value that assumes that the screens are only on operable windows. The SHGC of exterior shade screens that are applied to some of -the window areas is area -weighted with the SHGC of bug screens for the remainder of the glazing. . 3. Reference Mass for SHGCs is IB inch double strength sheet (DSS) glass. Values from the Residential Afatrtta(• 0 1999 by Enercomp, Inc. PLAN* L0 T GiLAZINCi AREA zx4. -1 ow M --F_ S53Z 9Q.Fr. vex-1(0 (o L -t 70 ^ 55 3Z C ,T KIT-, Sxba=3Z,5 F,r v - (/ves1 L►✓, I0 s6,o W ✓', Zb X tQ 3 o S1GYl..IG;NTS )Z-) T, WbXS 'L_ 2-,5 F,i3vT!' a qr4-- Ia, )c 9 y '" 91, 9 F, VTr cl lo IYl„ts 4 • Ze xS o 17. S )-L 0 v#xoT l- IV, L8 X g L I y F. D. co Z AV Olz- Z- 8 • u t KIT, sxo6=3Z,5F,gv r p) /v z x8 ss,y(yl y L1 3 X Fl ti/ F ►r, . b .22.5 P,t , L 3 x = Fr tL1 F,,d ,r y , yb 9v =91,9 F. Z5 ,3 • 3Q v- , v rn. s l- Z x4 =10 rj- ,»1 1 •L 3 = 0 7.03.7 _ 2- Fr = o yti►7 1 F,. x Se 1 y ,Frr1 T• 3 x r = Z r 6?yr • V11, fiVl.V, ex y = /t7 L1 V. Ze Y = 30(1j v es T 130. 3 x Sb = 3 3 {t ) 0V-' LAX yL, kw P v F KC- T GAaAGE N TOTAL GLAZING2- ON OVGTS 11 t VNGGrvd1TIC7N© SPAG_E . _sv .. v is n. v . :aMER cAN. vv tER N -r cz5 C4.02IEQ...._G-O., HE4T11,44 A/ _._; ..__. BEO.Zfi3,►aAiL p„2t j SE¢V. -M; P Eb 1Q0► ENTRY L:IVIN BEAT VLM,NOoK SV1T LI Y I.V, K1TGl-16N VIiJIN &I TIE _UeFt_ow-C s..FAU PAvo7Qt_Z_ e _Ho zlz ,-GLA,S .FAV- . _--__..__.._.._-'--_._..__--- __:_.__._..__-._-__._.____.._.. RAvOl012.5$ ►V1.1.522. PN_E1-0w_ C,AS F -AU _A_FFUE__.NIV-0 ____ 80% _-._.. 80%0 - __ 8O% _--. 'a0°lo 53,000. ------_- -----1.3x0__-.__ __._ ___ 1.300...___ ._....__. ZZ3 1300 VERT.,_G_Oo.Lh_,_C.O.Ltr. Gp_S. ,O4I2._. D' AAO3to__ ._ -" .. .. G.pr _ A ►i 3lo -i R.IZ cs O G GQ _._ ___---____ .__--- --_ --- --__ _ .cE3, nyZ c 3, e►o o0- -- _ -' -Cio-N.gEN.v-.l.t_J.I UN.1 ' 3SP ( . D _ tZ4. ggQc03to__ 3 . cOloO 38 c.030 1Z , .O I Z O To_N... _ 3 .. Z.' 2 .. 3 _... 5 35,y 00 _- - 55,000-1- 8,00®.....ZIOI y ZION 1r/A cE 2---1 -EATE2_ ____._------_..____.__._ _C, toZ.-`1.5T15_- {,. . _._ ... _ . __:.,.. _ . -- yloZ 3 t33-3►. GA.1-_►-oNS _ ....._. ........ ..._ .:_.....___..__ _.._.--._..--- 4_,sn:_..____ _....._ _ 30 531000 EN--1WAY_FiU.TOR _...y.OT----- ._.-.._.'2E.Q._U.._..-----_._.__ ___ ...._.. _............. OT 12EgD... ON OVGTS 11 t VNGGrvd1TIC7N© SPAG_E . HEATING & COOLING r I1PIrn./ i Product 58PAV Data High -Efficiency Induced -Combustion Upf low Furnace Input Capacities: 45,000 thru 155,000 Btuh Copyright 1996 Carrier Corporation 80% AFUE At Budget Price Carrier provides an 80% Annual Fuel Utilization Efficiency (AFUE) gas furnace for the budget conscious consumer and builder. The 58PAV. offers the same high quality you demand and receive from Carrier. The cabinet is constructed from a specially selected galvanized steel. There is also double protection for the cabinet. First, a galvanized steel substrate provides resistance to rusting. Then the cabinet is constructed of prepainted steel — the same high- quality finish found on refrigerators and dishwashers. The 58PAV offers a hot surface ignition system which provides a superior and more reliable ignition system than older spark relight systems. The heat exchangers are constructed of aluminized steel and covered by a 20 -year Limited Warranty. They.are Carrier's patented Super -S heat exchangers that improve heat transfer and enable downsizing of this furnace to only 40 -in. tall. To improve the sound level, we have incorporated a soft mount inducer assembly and a slow opening gas valve. The control board is the brain of this induced -combustion gas furnace. It offers a unique self -test feature that checks all the major functions of the furnace within 1 minute. The control board also features a 3 -amp fuse that protects the transformer and control board. Another feature on the control board is a LED status indicator light to ensure•top furnace performance. Form No. 58PAV-6PD Carrier accessories* „ C EINEM i I J \ALB/ FURNACE A93067 RETURN -AIR PLENUM Custom made retum-air plenum can be mounted on either side of the fumace. Includes washable filters. A 25 in. B 16 in. C 39-7/8 in. FILTER FRAME DOOR V ^v A93068 SIDE FILTER RACK Custom made filter rack for easy connection when a return plenum already exists. Provides easy access for cleaning filler. A 23-1/8 in. B 2.3/8 in. C 14.1/2 in. A91465 MODEL 31KAX ELECTRONIC AIR CLEANER Cleans the air of smoke, dirt, and many pollens commony found. Saves decorating and cleaning expenses. By adding moisture to winter -dry aa, a Carrierhumidifier can often improve the comfort and keep furniture, rugs. and draperies in boner condition. Moisturizing household air also helps to retain normal body heat and provides comfort at lower temperatures. UNIT SIZE 045-084 12 . 070-08 & 12 090.14'&.16 .: ' '16.&`'20 1-35-16-&,'20'." 155-20 ELECTRONIC AIR CLEANER Model 31KAX HUMIDIFIER Model 49FH THERMOSTAT See Master Price Pages RETURN -AIR PLENUM (With Washable Filters) KGARP0101ALL SIDE FILTER RACK (With Washable Filter) KGAFRO101ALL TWINNING KIT KGATW0401HSIt GAS CONVERSION KIT Natural -To -Propane ' Propane -To -Natural KGANP2001ALL KGAPN1601ALL ' Factory -authorized and field installed. Gas conversion kits are A.G.A. recognized. t 16 and 20 sizes only. Physical data UNIT SIZE 045 08 12 070 08 12 090' 14 , ' 16 .: 12 ' 111 16' 20 '135 -116.--.`;:::.20 155 20..:, OUTPUT CAPACITY (BTUH)t Nonweatherized ICS 35,000 35,000 53,000 53.000 71,000 71,000 89,000 89.000 89,000 107,000 107,000 124.000 INPUT STUH' 44.000 44.000 66.000 66,000 88,000 88.000 110.000 110.000 110,000 132.000 132.000 154,000 SHIPPING WEIGHT (Lb) 114 116 124 126 140 144 150 156 172 168 182 192 CERTIFIED TEMP RISE RANGE (MF) 25-55 15-45 40-70 30-60 40.70 30-60 55-85 45.75 25-55 50.80 40.70 50-80 CERTIFIED EXT STATIC PRESSURE Heating Cooling 0.10 0.5 0.10 0.5 0.12 0.5 0.12 0.5 0.15 0.5 0.15 020 0.5 0.5 020 0.5 020 0.50.5 020 020 0.5 020 0.5 AIRFLOW CFM# Heating Cooling 855 930 1070. 1270 830 950 1175 1300 1150 1335 1445 1175 1740 1210 1415 1575 1720 2210 1645 1620 1975 1980 1695 1905 LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS (Monoport) 2 2 1 3 3 1 4 1 4 1 5 1 5 5 6 1 6 7 GAS CONNECTION SIZE 1/2 -in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (in. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. In Canada, derate the unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. .t Air delivery above 1800 CFM requires that both sides, or a combination of 1 side and bottom, or bottom only, of the furnace tlzuaed for return air. A filter is required for each retum-air supply. ICS—Isolated Combustion System 4 Dimensions 0 CLEARANCES (In.) UNIT SIZE 045 AND 070 Sides -- Single -Wall Vent - 1 Type B-1, Double -Wall Vent 0 Back 0 Top of Plenum 1 Vent Connector - Single -Wall Vent 6 Type B-1, Double -Wall Vent 1 Front* — Single -Wall Vent 6 Type B-1, Double -Wall Vent 3 Service 30 'The 3 -in. front clearance is needed for combustion -air and ventilation -air entry. 090-155 0 0 0 1 6 1 6 3` 30 Q a PRO. - + 2e 1•T-- 1 . I 2 11W -I FLUE COLLAR J 2Y,r I , Ir -o wrI.,r' n PO -ER EMHENTRY I s a!' S W I PO.EA ENTRY ` GI O 2 r1 .4.IN.O1A ACCE$$ORYIS' i f S :, N.M. GAS ENTRY 39 Ile I4' MOU HOLE!NN. OU ACCESSORY GAF ENTRY a C i4++L OM N0.E 2 LY I '?INOIA TME AP I=AT TTAT rENTRY WIRE ENTRY . ' - - SIDE INLET i ! SIOE INLET - "Ar '. AW INLET. TW nSIDE RETURN DUCT UXT Om ' NOTEs: I. rw euro az Ain. tsa woc"r an memw in Or IOC orae. 2. ,la'rremum ream.air aoan'aq az NmxK a For 120 CFI✓$ -20-b . 1 lard a 12in. recasl s. - . For 1200 CFM-20rourl00/ 1alq. 19!4+, rpcmr p. -m 1600 CFM -72:n. rowlo or 1 a Vt 27:o.n. reaarlgls. a. Far amo+ reareayreo az1oY 1600 CFM. usi 09x1 ..oa'++en . a rnmernaaon d I si0a vuw arra a1. oottorn, a. ars ealorrl omr. A88387 DIMENSIONS (In.) UNIT SIZE A D E VENT CONN' 045-08 14-3/16 12-9/16 11-11/16 4 045-12 14-3/16 12-9116 11-11/16 4 070-08 14-3/16 12-9/16 11-11/16 4 O700-1214-3/16 12-9!16 11-11116 a 17-1/2 15-7/8 16 4 090-16 21 19-3!8 18-1/2 4 111-12 17-1/2 „ 15-7/8 16 a 111-16 21 19.3/8 18-1/2 4 , 111-20 24-1/2 22-7/8 22 4 135-16 21 19-3/8 18-1/2 5 .'.135-20 24-1/2 22-7/8 22 5 155-20 24-1/2 22-7/8 22 5 'Refer to the furnace Installation Instructions for proper venting procedures. t Performance data UNIT SIZE 045 08 12 070 - 08 1 12 .090 14 1 16 12 111 1 16 1 20 1 '135 16 20 155 20 DIRECT -DRIVE MOTOR Hp (PSC) 0.7 1/5 - 1/3 1/5 1/3 1/3 1/2 1/3 1/2 3/4 1/2 314 3/4 MOTOR FULL LOAD AMPS 855 2.9 5.8 2.9 5.8 5.8 7.9 5.8 7.9 11.1 7.9 . 11.1 11.1 RPM (Nominal) - SPEEDS 605 1075.3 1075-4 1075-3 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 ' BLOWER WHEEL DIAMETER x WIDTHS (In.) 045-12 10 x 6 10 x 6 10 x 6 10 x 6 10 x 7 10 x 8 10 x 7 10 x 8 11 x 10 10 x 8 11 x 10 11 x 10 WASHABLE 16 x 25 x 1 -In. FILTER Qty 1165 1120 1060 985 905 805 Low 1070 1035 1010 - WASHABLE 20 x 25 x 1 -In. FILTER Qty 805 720 High 1040 1010 975 935 880 0 735 640 WASHABLE 24 x 29 x 1 -In. FILTER Qty 855 830 800 765 715 660 600 490 Med-Low 745 715 PSC -Permanent Split Capacitor 650 605 1 550 475 385 High - 1485 1430 1365 1300 1220 ENERGY EFFIC NCY 0451 070 i 080 111 135 155 UNIT SIZE 08 1 12 1 08 1 12 12 16 12 16 20 16 20 20 CAPACITY BTUH' Nonweatherized ICS 35,000 35.000 53,000 53,000 71,000 71,000 8!80. 000 89.000 89,000 107,000 107,000 124,000 AFUE%* Nonweatherized ICS 80.0 80.0 80.0 80.0 80.0 80.0 0 80.0 1 80.0 80.0 80.0 80.0 Capacity and.AFUE in accordance with U.S. Government DOE test procedures. ICS -Isolated Combustion System AIR DELIVERY -CFM (With Filter)* ^•• y av .- _-,'oyunes umi uuin sues, or a comomauon or 1 sloe and Dottom, or bottom only of the furnace be used for return air. A filter is required for each retum-air supply. -Indicates unstable operating conditions. 6 EXTERNAL STATIC PRESSURE (In. wc) UNIT SIZE SPEED 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 High 1030 1005 970 925 880 815 745 615 045-08 Med-High 855 830 800 765 720 670 595 485 Med-Low 755 725 695 650 605 555 475 400 High - 1485 1410 1350 1270 1180 1080 970 045-12 Med-High - 1375 1315 1240 1165 1095 1000 905 Med-Low 1250 1205 1165 1120 1060 985 905 805 Low 1070 1035 1010 970 930 875 805 720 High 1040 1010 975 935 880 0 735 640 070-06. Med-High 855 830 800 765 715 660 600 490 Med-Low 745 715 690 650 605 1 550 475 385 High - 1485 1430 1365 1300 1220 1140 1045 070 12 Med-High - ,1355 1305 1260 1200 1135 1055 960 Med-Low 1175 1170 1140 1110 1055 1005 950 860 Low 1020 1015 995 970 930 885 825 745 ' High 1585 1540 1470 1410 1335 1220 1110 980 090-14 Med-High 1355 1325 1280 1230 1175 1090 1015 910 Med-Low 1150 1125 1105 1085 1035 965 895 786 Low 960 950 935 910 880 815 715 580 High 2010 1950 1875 1810 1740 1660 1550 1455 090-16 Med-High 1675 1660 1625 1600 1545 1490 1395 1295 Med-Low 1445 1430 1415 1400 1370 1325 1265 1170 Low 1260 1260 1260 1250 1210 1180 1115 1030 High 1490 1435 1370 1300 1210 1135 1020 880 111-12 Med-High 1375 1325 1265 1195 1125 1055 945 810 Med-Low 1205 1175 1130 1075 1025 925 830 675 Low 1045 1020 1000 960 905 820 700 565 High 1880 1815 1745 1690 1575 1500 1400 1265 11116 Med-High 1660 1615 1570 1505 1435 1355 1260 1170 Med-Low 1455 1410 1375 1350 1290 1235 1145 985 Low 1265 1265 1240 1210 1180 1110 995 855 High 2475 2405 2330 2265 2210 2130 2040 1945 111-20 Med-High 2055 2025 2000 1965 1930 1865 1795 1720 Med-Low 1725 1720 1705 1685 1665 1630 1585 1525 Low 1500 1515 1510 1500 1480 1460 1415 1370 High 1900 1845 1780 1705 1620 1530 1445 1320 135-16 Med-High 1695 1645 1580 1520 1460 1385 1280 1155 Med-Low, 1460 1415 1375 1340 1290 1205 1110 - Low 1275 1260 1245 1230 1180 1135 - - High - 2210 2130 2055 1980 1895 1795 1680 135-20 Med-High 2015 1975 1925 1880 1805 1735 1655 1555 Med-Low 1730 1710 1670 1635 1590 1535 1470 1385 Low 1525 1520 1495 1450 1410 1375 1315 1245 High - 2145 2060 1975 1905 1800 1680 1565 155-20 Med-High - 1950 1865 1815 - 1710 1645 1545 1435 Med-low 1730 1695 1660 1600 1540 1465 1400 1305 Low 1520 1500 1460 1410 1360 1310 1245 1155 ^•• y av .- _-,'oyunes umi uuin sues, or a comomauon or 1 sloe and Dottom, or bottom only of the furnace be used for return air. A filter is required for each retum-air supply. -Indicates unstable operating conditions. 6 HEATING .& COOLING Product 58RAV .Data High -Efficiency Downflow/Horizontal Induced -Combustion Gas Furnace Input Capacities. 50,000 thru 135,000 Btuh O 000 000 000 000 0p0o 0 0 0 00 0 0 0 0 0 00 C=3 DOWNFLOW 0 DD DDDDD DOD00 DDD DD DODDOODOr _ D DDDD DDDDDDDDG HORIZONTAL r 80% AFUE At Budget Price Carrier provides an 80% Annual Fuel Utilization Efficiency (AFUE) gas furnace for the budget conscious consumer and builder. The 58RAV offers the same high quality you- demand oudemand and receive from Carrier. The cabinet is constructed from a specially selected galvanized steel. There is also double protection for the cabinet. First, a galvlanized steel substrate. provides resistance to rusting. Then the cabinet is constructed of prepainted steel — the same high- quality finish found on refrigerators and dishwashers. The 58RAV offers a hot surface ignition system which provides a superior and more reliable ignition than older spark relight systems. The heat exchangers are constructed of aluminized steel and covered by a 20 -year Limited Warranty. They are Carrier's patented Super -S heat exchangers that improve heat transfer and enable downsizing of this furnace to only 40 -in. tall. To improve the sound level, we have incorporated a soft mount inducer assembly and a slow opening has valve. The control board is the brain of this induced -combustion gas furnace. It offers a unique self -test feature that checks all the major functions of the furnace within 1 minute. The control board also features a 3 -amp fuse that protects the transformer and control board. Another feature on the control board is an LED status indicator light to ensure top furnace performance. Copyright 1996 Carrier Corporation Form No. 58RAV-6PD Carrier accessories* A88202 DOWNFLOW SUBBASE One base fits all furnace sizes. The base is designed to be installed between the furnace or coil box and a combustible Boor. It is A.G.A. design certified for use with Carrier 58RAV furnaces. A91465 MODEL 31KAX ELECTRONIC AIR CLEANER Cleans the air of smoke, dirt. and many pollens commonly found. Saves decorating and cleaning expenses. A91365 MODEL 49FH HUMIDIFIER By adding moisture to winter -dry air, a Carrier humidifier can often improve the comfort and keep furniture, rugs, and draperies in better condition. Moisturizing household air also helps to retain normal body heat and provides comfort at lower temperatures. UN! T SIZE :;:':.'.050498`,&'12 070=08 & 12 1 095-12'.&;16' . 115-16 & 20<,: ELECTRONIC AIR CLEANER Model 31KAX HUMIDIFIER Model 49FH THERMOSTAT, See Master Price Pages DOWNFLOW SUBBASE KGASBO101ALL GAS CONVERSION KR Natural -To -Propane KGANP2001ALL Propane -To -Natural KGAPN1601 ALL 'Factory authorized and field installed. Gas conversion kits are A.G.A. recognized Physical data SECONDARY LIMIT CONTROL Manual Reset LIMIT CONTROL SPST 070 Solid -State Time Operation BURNERS(Monoport) 2 3 1 4 5 6 r-;-, UNLT SIZE 08 12 r 08- 12'16 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface OUTPUT CAPACITY (BTUH)t Nonweatherized ICS 37,000 37,000 56,000 56,000 75,000 75,000 94,000 94,000 110,000 INPUT BTUH' 46,000 46,000 69,000 69.000 92,000 92,000 115,000 115,000 135,000 SHIPPING WEIGHT (Lb) 118 121 135 139 146 146 163 171 182 CERTIFIED TEMP RISE RANGE (°F) 30-60 20-50 50 — 80 30 — 60 45 — 75 30 — 60 50 — 80 35 — 65 45 — 75 CERTIFIED EXT STATIC PRESSURE Heating 0.10 0.10 0.12 0.12 0.15 0.15 0.20 0.20 0.20 Cooling 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 AIRFLOW CFM Heating 720 1170 660 1200 1155 1350 1400 1735 1690 Cooling 895 1215 930 1300 1395 1580 1595 1950 2055 SECONDARY LIMIT CONTROL Manual Reset LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS(Monoport) 2 3 1 4 5 6 GAS CONNECTION SIZE 1/2 -in. NPT. GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum inlet Pressure (In. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. In Canada, derate unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. ICS — Isolated Combustion System 3 Dimensions CLEARANCES (IN.) UNIT;SIZE . 05W'AND 07.0 .:095';',—= 135 UNfTSIZE -;:s:<..:.t ;050 AND 070 .:: . 095 ` 1.3 ":: DOWNFLOW (In Alcove or Closet) HORIZONTAL (In Attic, Alcove, or Crawlspace) Sides— Single -Wall Vent 1 0•' Sides' 1 0 Type B-1 Double -Wall Vent . 0 0 Back 0 0 Back 0 0 Top — Single -Wall Vent 1 1 Top 1 1 Type B-1 Double -Wall Vent 1 1 Front— Single -Wall Vent 6t 6t Front$— Single -Wall Vent 6t 6t Type B-1 Double -Wall Vent 3t 3t Type B-1 Double -Wall Vent 3t 3t Vent— Single -Walt Vent ' 6 6 Vent— Single -Wall Vent 6 6 Type B-1 Double -Wall Vent 1 1 Type B-1 Double -Wall Vent 1 1 ' Indicates supply or return sides when furnace is in the horizontal position. HORIZONTAL (In Closet) t Clearance shown is for outlet end. The inlet end must maintain 6 -in. mini- Sides' 1 1 mum clearance from the vent to combustible materials when using single- Back 3 3 wall vent. Top — Single -Wall Vent 2 2 t Minimum 18 -in. front clearance required for alcove. NOTES: Type B-1 Double Walt Vent2 2 1. Provide 30 -in. front clearance for servicing: An open' door in front of the Front* — Single_Wall Vent 6 6 furnace can meet this requirement. Type B-1 Double -Wall Vent 3 3 2. A minimum clearance of 3 in. must be provided in front of the furnace for Vent — Single -Wall Vent 6 6 combustion air and proper operation. Type B-1 Double -Wall Vent 1 1 28 1/2 VENT CONNECTION /2" DIA 13/16"20"_1[::_THERMOSTAT 13/16"D 4 3/16" 2" WIRE ENTRY INLET I +. ^. * i ,7 /e" DIA I - ACCESSORY 2 15/16" 7/8" DIA HOLE 39 POWER ENTRY o o 0 1 1/2" DIA ` 7/8" DIA 1 0 0 0 + R.H. GAS ENTRY ACCESSORY 9 /6" I 3 /i o 0 0 161/16 P1" 1 /4" DIA HOLE 10 t/4" 0 0 0 7/8" DIA GAS ENTRY + 0 0 0 ACCESSORY OUTLET ( 11/16"—E— 135/16" 15/8"TYP 1// 4" A hill16" 10 1/1, 1 1/16 p 11/16" 1 21/8" , NOTE: ADDITIONAL 7/6" DIA K.O. ARE AIRFLOW DIMPLES TO DRILL HOLES LOCATED IN THE TOP PLATE FOR HANGER BOLTS (4 PLACES) AND BOTTOM PLATE IN HORIZONTAL POSITION ABSU4 DIMENSIONS (In.) . UNIT SIZE A D E VENT CONN• '.050-08 . 14-3116, 12-9/16 12-11/16 4 .050-12 14-3/16 12-9/16 12-11/16 4 070-08 14-3/16 12-9/16 12-11/16 4 070-12 14-3/16 12-9/16 12-11/16 4 095-12 17-11 15-7/8 16 4 095-16 17.1/2 15-7/8 16 4 4 . 115-16 ' 17-W 15-7/8 16 4 115-20 21 19-3/8 19.1/2 4 135-20 24-1/2 22-7/8' 23 5 'Refer to the furnace Installation Instructions for proper venting procedures. 4 r Performance data EXTERNAL STATIC PRESSURE (In. wc) UNIT Sim*. SPEED 0.1 0.2 0.3 0.4 0.5 UNIT.SIZE0050-08 0.7 05012 ;x070-08'• '07,0=12 • =,:095=12- 095=.16.;;..;115=16 1000 175=20;;; 135r20;=.: DIRECT -DRIVE MOTOR Hp (PSC) 1/5 1/3 1/5 1 1/3 1/3 1/2 1/2 3/4 3/4 MOTOR FULL LOAD AMPS 2.9 5.8 2.9 5.8 5.8 7.9 7.9 11.1 11.1 RPM (Nominal —SPEEDS 1075 — 3 1075 — 4 1075 — 3 1075 — 4 1075 — 4 1075 — 4 1075 — 4 1075 — 4 1075 — 4 BLOWER WHEEL DIAMETER x WIDTH (In.) 10 x 6 10 x 6 10 x 6 10 x 6 I 10 x 7 10 x 8 10 x 8 11 x 10 11 x 10 FILTER SIZE (In.)—WASHABLE J 05x12 Med-High — 1295 (2) 16 x 20 x 1 1190 1115 1045 975 PSC—Permanent Split Capacitor AIR DELIVERY—CFM (With Filters) —Indicates unstable operating conditions. ENERGY EFFICIENCY 050 070 095 115 135 .: UNIT SIZE 08 12 •08 12 12 .: 16 16 20 A '20... CAPACITY BTUH• Nonweatherized ICS 37,000 37,000 56,000 56,000 75,000 75,000 94,000 94,000 110,000 AFUE %* Nonweatherized ICS 80.0 80.0 80.0 80.0 80.0' 80.0 80.0 80.0 80.0 Capacity and AFUE in accordance with U.S. Govemment DOE test procedures ICS—Isolated Combustion System 6 EXTERNAL STATIC PRESSURE (In. wc) UNIT Sim*. SPEED 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 ;= High 1100 1050 1000 950 895 840 760 650 050-08. Med-High 860 820 790 760 710 655 560 480 Med-Low 720 685 650 615 560 505 440 360 High — 1400 1355 1300 1215 1130 1050 960 J 05x12 Med-High — 1295 1255 1190 1115 1045 975 890 Med-Low 1170 1150 1115 1060 1005 950 880 800 Low 1020 1010 980 945 985 850 785 715 High — — 1010 975 930 5 825 745 '070-08.' Med-High — 815 800 765 72585 620 550 Med-Low — 660 645 620 590 545 480 415 High — 1490 1425 1365 13001240 1175 1100 Med-High — 1345 1300 1255 1200 1140 1075 1000 Med-Low 1200 1180 1140 1100 1060 1015 960 895 Low 1020 1000 985 950 915 880 835 780 ;. .. :.:sS:" ;,.: =t' High — 1575 1515 1455 1395 1325 1230 1120 X095=12 ,.: Med-High — 1380 1340 1285 1230 1165 1095 1005 i.., Med-Low 1165 1145 1130 1090 1055 1005 940 870 Low 965 955 940 910 885 840 785 705 High 1855 1765 1710 1665 1580 1570 1410 1310 ''.yY.-.. Med-High 1595 1570 1530 1485 1410 1355 1280 1200 Med-Low 1355 1345 1305 1270 1220 1170 1110 1025 Low 1170 1170 1140 1110 1075 1025 1 965 890 High 1930 1850 1770 1685 1595 1505 1405 1305 Med High 1685 1630 1580 1525 1445 1370 1285 1195 Med-Low 1425 1400 1370 1325 1280 1225 1155 1070 g.":err:.tt Low 1250 1240 1210 1170 1150 1095 1035 950 High 2235 2185 2110 2030 1950 1835 1700 1540 Med-High 1995 1970 1915 1845 1765 1680 1545 1415 Med-Low 1735 1735 1675 1625 1565 1480 1370 1265 Low 1510 1 1500, 1 1485 1455 1400 1320 1230 1130 High — 2250 2190 2130 2055 1960 1875 1760 Med-High — 2000 1960 1910 1850 1785 1710 1615 Med-Low 1700 1690• 1670 16501610 1560 1490 1435 Low 1480 1480 1480 1460 1430 1380 1320 1255 —Indicates unstable operating conditions. ENERGY EFFICIENCY 050 070 095 115 135 .: UNIT SIZE 08 12 •08 12 12 .: 16 16 20 A '20... CAPACITY BTUH• Nonweatherized ICS 37,000 37,000 56,000 56,000 75,000 75,000 94,000 94,000 110,000 AFUE %* Nonweatherized ICS 80.0 80.0 80.0 80.0 80.0' 80.0 80.0 80.0 80.0 Capacity and AFUE in accordance with U.S. Govemment DOE test procedures ICS—Isolated Combustion System 6 HEATING & COOLING U e.) n: I - LL . /- A C Product 58ZAV Data , WeatherMaker® 8000 Deluxe High -Efficiency Downflow/Horizontal Gas Furnace Input Capacities: 50,000 thru 135,000 Btuh Copyright 1997 Carrier Corporation Advanced Technology for High -Efficiency Gas Furnaces Carrier leads the industry with our new WeatherMaker® 8000 Induced - Combustion Gas Furnace. This furnace is built with the most advanced manufacturing equipment, processes, and technology available in order to ensure top quality. Packed into the cabinet are the industry's foremost dealer and homeowner features. The 58ZAV Downflow! Horizontal Furnace is the newest addition to Carrier's list of product leadership in the gas furnace industry. These induced -combustion, gas- fired furnaces offer not only low installation costs, but fuel economy as well—delivering an Annual Fuel Utilization Efficiency (AFUE) rating of 80.0%. The Carrier WeatherMaker 8000 utilizes a hot surface, silicon carbide ignition system to save energy and increase reliability. Our engineers have incorporated the patented S-shaped'4-pass heat exchanger, a new soft mount inducer ' assembly, and a slow opening gas . valve to improve sound level. The Super -S heat exchanger provides better heat transfer while enabling us to make 'a compact furnace. This provides more room in closet, utility room, and short basement installations. The heat exchanger is constructed of aluminized steel and is backed by a 20 -year Limited Warranty. The Carrier WeatherMaker 8000 Gas Furnace will meet your home heating requirements. This furnace family provides the widest range of heating capacities available. Form No. 58ZAV-6PO Carrier accessories* A88202 DOWNFLOW SUBBASE One base fits all furnace sizes. The base is designed to be installed between the furnace and a combustible floor when no coil box is used, or when a coil box other than a Carrier cased coil is used. it Is A.G.A. design certified for use with Carrier 58ZAV furnaces. A95432 MECHANICAL OR ELECTRONIC AIR CLEANER Cleans the air of smoke, dirt, and many pollens commonly found. Saves decorating and cleaning expenses by keeping carpets, furniture, and drapes cleaner. Mechanical air cleaner is shown. A91365 MODEL 49FH HUMIDEFIER By adding moisture to winter -dry air, a Carrier humidifier can often improve the con-dort and keep furniture, W, and draperies in better condition. Moisturizing househoici air also helps to retain normal body heat and provides comfort at lower temperatures. UNFTSIZE. 050-08 842 7 _070-95: 5-1G; 29' Ai 22 E 135-20 77. AIR CLEANER Model AIRA, KEACA, 31 MF, or MECH HUMIDIFIER Model 49BF, 4913G, 49FH, 49FP, or 49WS VENTILATOR Model VA3B, VB5B, VC513, or VL3A THERM I OSTAT — NON -PROGRAMMABLE For Use With Air Conditioner — TSTATCCNACOI -A For Use With Heat Pump-- TSTATCCNHP01-A THERMOSTAT — PROGRAMMABLE For Use With Air Conditioner — TSTATCCPACOI -A For Use With Heat Pump — TSTATCCPHPOI -A DOWNFLOW SUBBASEt KGASBO101ALL GAS CONVERSION KIT Natural -To -Propane KGANP2001ALL Propane -To -Natural I KGAPN1601ALL Factory -authorized and field installed. Gas conversion kits are A.G.A_ recognized. t Required for installation on combustible floors when no coil box is used, or when any coil box other than a Carrier cased coil is used. Physical data 050— 0M 096 135 UNIT SIZE -12 08 12', 16 12 -20: 22. 1. -- 16 20 OUTPUT CAPACITY (BTUH)t Nonweatherized ICS 37,000 37,000 56,000 56,000 74,000 75,000 93,000 93,000 93,000 111o,000— INPUT BTUH* 46,000 46,000 69,000 69,000 92,000 92,000 115,000 115,000 115,000 135,000 SHIPPING WEIGHT (Lb) 124 127 141 145 15.4 154 171 181 181 192 CERTIFIED TEMP RISE RANGE (*F)— — 30-60 20-50 50 — 80130 — 60 45 — 75130 — 60 50-80 35 765 35-65 45-75 CERTIFIED EXT STATIC PRESSURE Heating 0.10 0.10 0.12 0.12 0.15 1 0.15 0.20 0.20 0.20 0.20 Cooling 0.50 0.50 0.50 0'50 0.50 0.5.0 0.50 1 0.80 0.50 AIRFLOW CFM Heating 720 1165 tO.50 13 - 1 660 1165 1060 1350 1400 1735 1740 1 1690 Cooling 895 1 1160 E1255 11580 1595 1950 1955 2055 SECONDARY LIMIT CONTROL Manual Reset LIMIT CONTROL SPST - HEATING SLOWER CONTROL Solid -State Time Operation BURNERS (Monoport) 2 3 4 5 GAS CONNECTION SIZE 1/2 -in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (in. wc) 4.5 (Natural Gas) Maximum Inlet. Pressure (in. wc) 13.6 (Natural Gas) MAIN BURNER IGNITER Hot Surface Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. In Canada, derate unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. ICS — Isolated Combustion System 3 Dimensions CLEARANCES (In.) UNIT SIZE f 050 AND 070 I :. 096-135 UNIT SIZE 10507AND 070 096-135 DOWNFLOW (In Alcove or Closet) HORIZONTAL (In Attic, Alcove, or Crawlspace) Sides —Single -Wall Vent 1 0 Sides' 1 0 Type B-1 Double -Wall Vent 0 0 Back 0 0 Back, 0 0 Top — Single -Wall Vent 1 1 Top 1 1 Type B-1 Double -Wall Vent 1 1 Front —Single -Wall Vent 6t .6t Front* —Single -Wall Vent 6t 6t Type B-1 Double -Wall Vent 3t 3t Type B-1 Double -Wall Vent 3t. 3t Vent — Single -Wall Vent 6 6 Vent — Single -Wall Vent 6 6 Type B-1 Double -Wall Vent 1 1 Type B-1 Double -Wall Vent 1 1 HORIZONTAL (In Closet) Indicates supply or return sides when furnace is in the horizontal position. Sides! 1 1 t Clearance shown is for outlet end. The inlet end must maintain 6 -in. mini- Back 3 3 mum clearance from the vent to combustible materials when using single Top —Single -Wall Vent 2 2 wall vent. t Minimum 18 -in. front clearance required for alcove. Type B-1 Double -Wall Vent 2 2 NOTES: Front—Single-Wall Vent 6 6 1. Provide 30 -in. front clearance for servicing. An open door in front of the Type B-1 Double -Wall Vent 3 3 furnace can meet this requirement 2. A minimum clearance of 3 in. must be provided in front of the furnace for Vent — Single -Wall Vent 6 6 combustion air and proper operation. Type B-1 Double -Wall Vent 1 1 co 71 VENT CONNECTION 13 20 T 13/16" D 4 3/16" /16" INLET I t 2 15/16" 39 7/g" • o00 0 0 0 0 0 0 7/8" DIA 9 1/8" 0 0 0 ACCESSORY moo 0 16 1/16" 1 3/4" DIA HOLE 101/4" 0 0 0 GAS ENTRY 00o L 1/2" DIA THERMOSTAT WIRE ENTRY -7/8" DIA ACCESSORY 7/8" DIA HOLE POWER ENTRY 1 1/2" DIA R.H. GAS ENTRY 7/8" DIA 1"TYP ACCESSORY i ' 11/1s" OUTLET 1 1/1s" E _ 13 Shs"I I I 21/6" II'j — 'f jt 10 1/4 F 19" 81/4" A 11/16" 11/16" 11/16" 4 21/8" NOTE: ADDITIONAL 7/8" DIA K.O. ARE AIRFLOW DIMPLES TO DRILL HOLES LOCATED IN THE TOP PLATE FOR HANGER BOLTS (4 PLACES) AND BOTTOM PLATE IN HORIZONTAL POSITION DIMENSIONS (In.) V.NIT.SIZE i. A D E VENT CONN* 050.06:> 14-3/16 12-9/16 1211/16 4 =:050=12. 14-3/16 12-9/16 12-11/16 4 070 DB:.` 14-3/16 12-9/16 12-11/16 4 1070-12-:•':: 14-3/16 12-9/16 12-11/16 4 17-1/2 15-7/8 16 .4 096-16"' .. ; 17-1/2 15-7/8 16 4 11516 17-1/2 15-7/8 16 4 115, 20 ? 21 19-3/8 19 112 4 115=22 21 19-3/8' 19-1/2 4 135=20:::: 24-1/2 22-7/8 1 23 5 • Refer to the furnace Installation Instructions for proper venting procedures. 4 . i 5/8" TYP A88324. Performance data UNIT SIZE DIRECT -DRIVE MOTOR Hp (PSC) MOTOR FULL LOAD AMPS RPM (Nominal -SPEEDS BLOWER WHEEL DIAMETER x WIDTH (In.) FILTER SIZE (In.) -WASHABLE PSC -Permanent Split Capacitor 050-08 1 •050-12 1 070-06 1 070.12 1 096-12 .1 096-16 1 115-16 115-20 'j 115-22 :135-20 1/5 1/3 1/5 1 1/3 1/3 1 1/2 1/2 3/4 1 3/4 3/4 2.9 5.8 2.9 5.8 5.8 7.9 7.9 11.1 11.1 11.1 1075 - 3 1075 - 4 1075 - 3 1075 - 4 1075 - 4 1075 - 4 1075 - 4 1075 - 4 1075 - 4 1075 - 4 10x6 105c6 10x6 10x6 10x7 10x8 10x8 11x10 11x10 11x10 (2)14x20x1 (2)16x20x1 ENERGY EFFICIENCY r.:. ,..096'= EXTERNAL STATIC PRESSURE (In. wc) 115:.... SPEED 0.1 08 .`' 12 :.`.: ;'in . 12 12..:::-18 ;a6..- 20 . '. 2 •: 20: CAPACITY BTUH* Nonweatherized ICS 37,000 37,000 56,0201_5 6,000 74,000 75,000 93,000 93,000 93,000 110,000 AFUE %' Nonweatherized ICS 80.0 80.0 80.0 1 80.0 80.0 80.0 80.0 80.0 80.0 80.0 • Capacity and AFUE in accordance with:U.S. Government DOE test procedures. ICS -Isolated Combustion System AIR DELIVERY -CFM -Indicates unstable operating conditions. 6 EXTERNAL STATIC PRESSURE (In. wc) '.UNIT:SIZE..: _Yy SPEED 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 High 1100 1050 1000 950 895 840 760 650 050-08 V„_ :; R Med High 860 820 790 760 710 655 580 480 Med Low 720 685 650 615 560 505 440 360 High 1450 1385 1320 1245 1160 1060 970 855 Med-High 1305 1270 1225 1160 1090 1000 910 810 050-12 Med-Low 1165 1135 1090 1045 990 905 830 730 Low 1005 980 955 915 870 810 740 650 High - - 1010 975 930 885 825 745 070-08 r Med-High - 815 800 765 725 685 620 550 Med-Low - 660 645 620 590 545 480 415 High 1435 1385 1320 1265 1195 1145 1080 1000 Med-High 1300 1265 1230 1185 1135 1070 1010 940 070-12:. .:''`. Med-Low 1165 1140 1100 1055 1005 975 920 850 Low 985 950 945 920 890 850 810 745 'r.., High 1445 1420 1380 1320 1255 1180 1075 940 _ a+,s Med-High 1255 1250 1220 1180 1140 1065 975 830 096-12.;x:' °4 Med-Low 1060 1055 1045 1025 975 915 820 .680 „.: Low 900 895 890 870 830 760 665 545 High 1855 1765 1710 1665 1580 1570 1410 1310 Med-High 1595 1570 1530 1485 1410 1355 1280 1200 096=16 Med-Low 1355 1345 1305 1270 1220 1170 1110 1025 - Low 1170 1170 1140 1110 1075 1025 965 890 High 1930 1850 1770 1685 1595 1505 1405 1305 Med-High 1685 1630 1580 1525 1445 1370 1285 1195 115-46:; Med-Low 1425 1400 1370 1325 1280 1225 1155 1070 :..: Low 1250 1240 1210 1170 1150 1095 1035 950 J; High 2235 2185 2110 2030 1950 1835 1700 1540 < Med-High 1995 1970 1915 1845 1765 1680 1545 1415 115-20 .c'Sr1'' -5 Med-Low 1735 1735 1675 1625 1565 1480 1370 1265 Low 1510 1500 1.485 1455 1400 1320 1230 1130 High 2520 2460 2405 2315 2235SIO 2150 2050 1955 Med High 2065 2090 2060 2025 1980 1890 '1815 1720 ?+ Med-Low 1675 1740 1725 1720 1705 1640 1595 1525 Low 1525 1530 1515 1525 1485 1450 1400 1340 _r. High - 2250 2190 2130 2055 1960 1875 1760 Med-High - 2000 1960 1910 1850 1785 1710 1615 135-20 ">," Med-Low 1700 1690 1670 1650 1610 1560 1490 1435 Low 1480 1480 1480 1 1460 1 1430 1380 1320 1255 -Indicates unstable operating conditions. 6 4=0 HEATING & COOLING 17 _n Product 38BRC iso HZ) Data Air Conditioner a Copyright 1997 Carrier Corporation n Sizes 024 thru 060 Model 38BRC Energy -Efficient Air Conditioner incorporates innovative technology to provide quiet, reliable cooling performance. Built into these units are the features most desired by- homeowners yhomeowners today, including SEER ratings of at least 12.0 when used with specific Carrier indoor sections. All models are listed with UL, c -UL, ARI, CEC, and CSA-EEV The 38BRC in the Energy Starsm guidelines for energy efficiency. FEATURES/BENEFITS Electrical Range — All units are offered in single phase 208/230v. The 38BRC 036 through 060 models are offered in 208/230v 3 phase. Wide Range of Sizes —Available in 6 nominal sizes from 024 through 060 to meet the needs of residential and lisht commercial applications. Compressor — This unit features a scroll compressor. This compressor is significantly more efficient than conventional compressors. Its simple design offers improved reliability. Each compressor is mounted on rubber isolators for additional sound . reduction. The scroll compressor will start under most system loads, minimizing the need for start assistance components. For improved serviceability, the 024 through 042 models are equipped with a compressor terminal plug. Continuous operation is approved down to 55T (12.8°C) in the cooling mode. (See cooling performance tables.) . Operation down to 0°F or –20T is approved when low -ambient requirements are met. Weather Armor II Cabinet — The access panels and top are protected Form 388RC-1 PO 30' SO f— M —i -I AI N AIR DISCHARGE AIR DISCHARGE FIELD POWER SUPPLY CONN Q O 7/a -IN. DIA HOLE WITH 1 1/e -IN. DIA KNOCKOUT N AND 13/e -IN. DIA KNOCKOUT 20' 271/16- AIR IN FIELD CONTROL SUPPLY AIR IN —)D-- 299/1e. CONN 7/6 -IN. DIA 3/6 -IN. DIA B HOLE TIEDOWN KNOCKOUTS (2) PLACES IN T 0 3/6 -IN. DIA LIQUID BASEPANQ 1 LINE CONN I4 16_1; P 0 0 AIR DISCHARGE 1I4 -i ► 02' I AIR IN 0 23 1/2' —r) D DIA VAPOR LINE CONN 1 1/4" IN 271/4' ---► -•--293/4' NOTES: 1. Allow 30 In. clearance to service side of unit, 48 in. above unit, 61n. on one side, 12 In. on remaining side, and 24 in. between units for proper airflow. 2. Minimum outdoor operating ambient In cooling mode.is 55"F, max. 125°F. 3. Series designation Is the 13th position of the unit model number. 4. Center of gravity B. A97075 DIMENSIONS (IN.) UNIT MINIMUM SIZE SERIES 8 C MOUNTING PAD D M N P DIMENSIONS 024 30 27.15/16 3.3/16 5/8 14-3/4 14 11 30 X 30 024 31 23.15/16 3-3/16 5/8 14-3/4 14 10 30 X 30 030 30 33-15/16 3-3/16 3/4 14-3/4 14 13 30 X 30 030 31 27.15/16 3.3/16 3/4 14.3/4 14 11 30 X 30 036 30.50 33.15/16 3-3/16 3/4 14.3/4 14 13 30 X 30 036 31 33.15/16 3.3/16 3/4 14.3/4 14 13 30 X 30 036 32,52 27-15/16 3-3/16 3/4 14-3/4 14 11 30 X 30 042 30.50 39.15/16 3-1/4 7/8 14-3/4 14 15 30 X 30 042 31 39-15/16 3-1/4 7/8 14-3/4 14 15 30 X 30 042 32,52 33.15/16 3.1/4 7/8 14-3/4 14 13 30 X 30 048 30 33.15/16 3-1/4 7/8 15-1/2 14-3/4 13 30 X 30 048 32.52 33.15/16 3.1/4 7/8 15.1/2 14.3/4 13 30 X 30 060 30 39.15/16 3-1/4 7/8 15.1/2 14-3/4 15 30 X 30 060 32,52 39-15/16 3-1/4 7/8 1.5-1/2 14.3/4 15 30 X 30 Combination ratings UNIT SIZE -SERIES 024-30,31 030-30, See notes on pg. 15. CC5A/CO5A/CD5BA024 23.200 FACTORY- SUPPLIED 13.00 SEER CARRIER GAS 23.400 INDOOR TOT. CAP. ENHANCE- STANDARD FURNACE ORACCESSORY ACCESSORY 11.65 78 SOUND RATING TXVt.1 LLS MODEL BTUH MENT RATING TDRt EER (dBA) CC5A/CD5A/CO5BA024' CC5A/CO5A/CD5BA030 23.000 23.400 NONE NONE - 12.00 12.00 12.00 10.80 78 CC5A/C05A/CD5BW024 23.000 NONE - - 1210 12.00 12.10 12.10 12.00 12.00 10.90 10.80 78 78 CC5A/CD5A/CO58W030 CO3(A.B)A024 23.400 23.000 NONE - 12.10 12.10 12.10 10.90 78 CO3(A.B)A030 23.400 NONE NONE - - 12.00 12.10 12.00 12.00 10.80 78 CE3AA024 23.400 NONE - 12.00 12.10 12.10 12.00 12.00 10.90 10.90 78 78 CE3AA030 CF5AA024 23.600 23.400 NONE NONE - 12.10 12.10 12.10 11.00 78 CG5AA024 23.400 TXV - 12.00 12.00 12.00 12.00 10.90 78 CJSA/CKSA/CK5BA024 23.000 NONE - - 12.00 - 12.00 12.00 12.00 10.90 10.80 78 78 CJ5A/CK5A/CK58A030 CJ5A/CK5A/CK5BW024 23,400 23.000 NONE NONE - 12.10 12.10 12.10 10.95 78 CJ5A/CK5A/CK5BW030 23,400 NONE - - 12.00 12.10 12.00 1200 12.10 12.10 10.80 10.95 78 78 CK38AO24 CK3BA030 23,000 23.400 NONE NONE - 12.00 12.00 12.00 10.80 78 CM5A/CM58024 23.400 NONE - - 12.10 12.00 12.10 12.10 12.00 12.00 10.95 11.10 78 78 F(A,B)4AN(F,C)024 F(A,B)4AN(F,C)030 23,200 23,600 TDR TOR 12.00 - 12.00 - 10.90 78 FC4BNF024 23,200 TDR & TXV 12.20 12.00 - - 12.20 - 11.15 78 FC4BNF030 23.600 TDR & TXV 12.20 - - - 10.90 11.15 .78 78 FC46NF033 F03ANA024 24,000 TDR & TXV 12.40 - 12.15 11.35 78 F03ANA030 23,200 23.800 NONE NONE - 12.00 12.00 12.00 11.00 78 FF1(A,B.C)NA024 23,200 TDR 12.00 12.20 12.20 12.20 11.05 78 FF1(A,B,C)NA030 23,400 TDR 12.20 - - 12.00 - 12.20 - 10.80 11.05 78 78 FG3AAA024 FK4CNF001 .23,000 23,800 NONE TDR & TXV 13.00 11.80 11.80 11.80 10.65 78 FK4CNF002 23,800 TDR & TXV 13.50 - - - - - 12.30 12.40 78 78 FK4CNF003 23.800 TDR & TXV 14.00 - - - 1 12.70 78 CC5A/CO5A/CD5BA024 23.200 TOR 13.00 rvn.\ a .0 CC5A/CD5A/CD5BA090 23.400 TOR 13.00 - 13.00 - 11.65 78 CC5AlC05A/CD5BW024 23.200 TDR 13.00 - - 13.00 13.00 - 11.95 78 CC5A/CD5A/CD58W030 23.400 TDR 13.00 - 13.00 11.65 78 CO3(A.B)A024 CO3(A.B)A030 23.200 23.400 TOR 13.00 - 13.00 - 11.95 11.65 78 78 CJ5A/CK5A/CK5BW030 23.400 TDR TDR 13.00 13.00 - 13.00 - 11.95 78 CK38AO24 CK3BA030 23.200 TOR 13.00- - 13.00 13.00 - - 11.95 11.65 78 78 CK36AO24 CK3BA030 23.400 TOR 13.00 - 13.00 - 11.95 78 CC5A/CD5A/CO58A024 23.200 TOR vrccv rvn.\ a .0 CC5A/CD5A/CD5BA030 23,400 TDR 13.00 13.00 - 13.00 - 11.65 78 CC5A/CD5A/CD5BW024 23.200 TDR 13.00 - 13.00 - 11.95 78 CC5A/CO5A/CO5BW030 23.400 TDR 13.00 - 13.00 11.65 78 CD3(A.B)A024 CD3(A.B)A030 23,200 TDR 13.00 - - 13,00 13.00 1195 11.65 78 78 CJ5A/CKSA/CK5BW024 23,400 23.200 TDR TDR 13.00 13.00 - 13.00 - 11.95 78 CJ5A/CK5A/CK58W030 23,400 TDR 13.00 - 13.00 11.65 78 CK36AO24 CK3BA030 23,200 TDR 13.00 - - 13.00 13.00 - 11.95 11.65 78 78 23.400 TDR 13.00 - 13.00 - 11.95 78 COILS + 58MVP080-14 VARIABLE -SPEED FURNACE CC5A/CD5A/CD5BA024 CC5A/CD5A/CD58A030 23.200 23,400 TOR 13.00 - 13.00 - 11.65 78 CC5A/CD5A/CD5BW024 23.200 TDR TDR 13.00 13.00 - 13.00 11.95 78 CC5A/CO5A/CD5BW030 23,400 TOR 13.00 - 13.00 11.65 78 CD3(A,B)A024 23.200 TDR 13.00 - 13.00 13.00 - 11.95 78 CD3(A,B)A030 CJ5A/CK5A/CK5BW024 23.400 23.200 TDR 13.00 - 13.00 - 11.65 11.95 78 78 CJSA/CK5A/CK56W030 23,400 TDR TOR 13.00 13.00 - 13.00 11.95 78 CK3BA024 CK3BA030 23.200 TDR 13.00 - - 13.00 13.00 12.15 11.95 78 78 23.400 I TDR 1 13.00 - 1 13.00 - 12.15 78 COILS + 58U(H,X)V060-12 VARIABLE -SPEED FURNACE CC5A/CD5A/CO5BA024 23.200 TDR 13.00 - 13.00 CC5A/CD5A/CD5BA030 23,400 TDR 13.00 - 11.75 78 CC5A/CD5A/CD5BW024 23.200 TDR 13.00 - 13.00 - 11.95 78 CC5A/CD5A/CDSBW030 23,400 TDR 13.00 - 13.00 - 11.75 78 CO3(A,B)A024 23,200 TDR 13.00 - - 13.00 13.00 - 11.95 78 CD3(A,B)A030 CE3AA024 23,400 TDR 13.00 13.00 - - 11.75 11.95 78 78 CE3AA030 23,400 23,600 TDR TDR 13.00 13.00 13.00 - 11.80 78 CJ5A/CK5A/CK58A024 23,200 TDR 13.00 - 13.00 - 12.05 78 CJSA/CK5A/CK5BA030 23,200 TDR 13.00 - 13.00 - 11.85 78 CJSA/CK5A/CK5BW030 23,200 TDR 13.00 - 13.00 - 12.10 78 CK38AO24 23,200 TOR 13.00 - 13.00 13.00 - 12.10 78 CK3BA030 23.200 TDR 13.00 - 73.00 i - - 11.85 12.10 78 78 CC5A/CD5A/CD5BA030' CC5A/CD5A/CD5BA036 CC5A/CD5A/CD5BW030 29,000 29,600 NONE NONE - 12.00 12.20 12.00 12.20 12.00 12.20 78 78 10.70 11.15 - 29,000 NONE 12.00 CD3(A.B)A036 29,000 NONE - 12.00 12.00 12.00 1200 12.00 10.15 10.70 78 CO3(A.B)A036 CD5A/CO5BW036 29,600 29,600 NONE NONE - 1220 12.20 1. 12.20 11.15 78 78 - 12.20 12.20 12.20 11.15 78 x Combination ratings continued UNIT INDOOR SIZE -SERIES MODEL CJ5A/CK5A/CK5BA030 CJSA/CK5A/CKSBA036 CJSA/CK5A/CK5BN036 CJ5A/CK5A/CK58W030 CK38AO30 CK3BA036 CC5A/CD5A/CDSBA030 030-30,31 CC5A/CD5A/C05BA036 CC5A/CDSA/CD58W030 CD3(A.B)A030 CD3(A.B)A036 CD5A/CDSBW036 CE3AA030 C E3AA036 CJSA/CK5A/CK5BW030 CJ5A/CK5A/CK5BW036 CK3BA030 CK3BA036 CCSA/C05A/CD58A036' CCSA/CD5A/CD5BA042 CC5A/CD5A/CD5BW042 CD3(A.B)A036 CD3(A,B)A042 CD5A/CD5BW036 CE3AA036 CE3AA042 `■ CF5AA036 CG5AA036 CJ5A/CKSA/CK5BA036 CJ5A/CK5A/CK58A042 CJ5A/CK5A/CK58N036 CJ5A/CK5A/CKSBN042 CJSA/CK5A/CK5BW036 CK3BA036 CK3BA042 CM5A/CM5B036 CM5A/CM58042 F(A,8)4AN(F,C)036 F(A.8)4AN(F.B,C)042 FC48N(F.B)042 FC4BNB054 FC48NF033 FC46NF036 FC46NF038 FG3AAA036 FK4CN8006 FK4CNF001 FK4CNF002 FK4CNF003 036-30,50 FK4CNF005 31, 32, 52 CC5A/CDSA/CD5BA036 CC5A/CD5A/CD58A042 CC5A/CD5A/CD5BW042 CO3(A.B)A036 CD3(A,B)A042 CD5A/CD5BW036 CJ5A/CK5A/CK5BA042 CJ5A/CK5A/CK5BW036 CK3BA036 CK36AO42 CCSA/CD5A/CD5BA036 CCSA/CDSA/CDSBA042 CC5A/CD5A/CD5BW042 CD3(A,B)A036 CD3(A.B)A042 CD5A/CD5BW036 CJ5A/CK5A/CKSBA036 CJ5A/CK5A/CK5BN042 CK3BA036 CK38AO42 CC5A/CD5A/C05BA036 ! CCSA/CD5A/CD5BA042 CCSA/CD5A/CDSBW042 CO3(A,B)A036 CD3(A,B)A042 CD5A/CD5BW036 CJ5A/CK5A/CK58A042 CJ5A/CK5A/CK5BW036 See notes on pg. 15. CARRIER GAS FURNACE OR ACCESSORY ACCESSORY TORI TXV> I LLS t Uas FACTORY - VARIABLE-SPEI 11.35 11.90 11.35 11.35 11.90 11.90 11.50 11.65 11.60 12.20 11.60 1 12.20 SUPPLIED TDR TOT. CAP. ENHANCE- STANDARD STUH MENT RATING 29.000 TDR 13,00 29.600 TDR 13.50 27.600 TDR 13.00 29.000 TOR 13.00 29,000 TDR 13.00 29.600 TDR 13.50 CARRIER GAS FURNACE OR ACCESSORY ACCESSORY TORI TXV> I LLS t Uas + 58U(H,X)V080-16 VARIABLE-SPEI 11.35 11.90 11.35 11.35 11.90 11.90 11.50 11.65 11.60 12.20 11.60 1 12.20 29.000 TDR 13.00 10.60 29.600 TDR 13.50 10.60 29,000 TDR 13.00 10.50 29.000 TDR 13.00 10.60 29.600 TDR 13.50 10.60 29.600 TDR 13.50 10.60 29.000 TDR 13.00 10.45 29.600 TDR 13.20 10.65 29.000 TDR 13.00 10.55 29,600 TDR 13.50 10.55 29,000 TDR 13.00 10.60 29.600 TDR 13.50 10.60 35,000 NONE - 10.60 0 35,000 NOW NONE 12.00 10.60 35,000 NONE - 10.60 35,000 NONE - 10.60 35,000 NONE - 10.60 35,000 NONE - 10.60 35,000 NONE - 10.65 35,400 NONE - 10.25 35.000 NONE - 10.55 35,000 TXV - 10.55 35.000 NONE - 11.30 35,000 NONE - 10.50 33,000 NONE - 10.25 33,000 NONE - 10.85 35,000 NONE - 10.35 35.000 NONE - 12.30 35,000 NONE - 10.95 34,600 NONE - 10.95 35.000 NONE - 11.55 35.000 TDR 11.50 i o nn 35.400 TDR 12.00 35.400 TDR & TXV 12.00 36,000 TDR & TXV 13.00 35.400 TDR & TXV 12.00 35,000 TDR & TXV 11.50 35.800 TDR & TXV 12.50 34,600 NONE - 36.000 TDR & TXV 14.00 34,400 TDR & TXV 12.00 34.600 TDR & TXV 12.00 35,000 TDR & TXV 13.00 35.600 TDR & TXV 13.50 _ COILS + SSMVP040-14 VARIABLE -SPEED 35.000 TDR 12.80 35.000 TDR 13.00 35,000 TDR 13.00 35,000 TDR 12.80 35,000 TDR 13.00 35,000 TDR 12.80 35,000 TDR 12.80 35,000 TDR 12.50 . 35,000 TDR 12.50 35.000 TDR 12.80 COILS + 58MVP060-14 VARIABLE -SPEED 35.000 TDR 12.80 35.000 TDR 13.00 35,000 TDR 13.00 35.000 TDR 12,80 35,000 TDR 13.00 35,000 TDR 12.80 35.000 TDR 12.50 34,000 TOR 12.80 35,000 TDR 12.50 35,000 TDR 12.80 COILS + 58MVP080-14 VARIABLE SPEED 35,000 TDR 12.80 35,000 TDR 13.00 35.000 TDR 13.00 35,000 TDR 12,80 35,000 TDR 13.00 35.000 TDR 12.80 35.000 TDR 12.80 35.000 TDR 12.50 13.00 - 13.50 - 13.00 - 13.00 - 13.00 - 13.50 - FURNACE SOUND RATING EER (dBA) 11.45 78 12.00 78 11.85 78 11.45 78 11.45 78 12.00 78 - - - - - - - - - - - - 13.00 13.50 13.00 13.00 13.50 13.50 13.00 13.20 13.00 13.50 13.00 13.50 - - - - - - - - - - - - 11.35 11.90 11.35 11.35 11.90 11.90 11.50 11.65 11.60 12.20 11.60 1 12.20 12.00 12.00 12.00 10.60 112.00 12.00 12.00 10.60 12.00 12.00 12.00 10.50 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 11.80 11.80 11.80 10.45 12.10 12.10 12.10 10.65 12.00 12.00 12.00 10.55 12.00 - 12.00 10.55 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.60 12.00 12.00 12.00 10.65 - 11.50 - 10.25 - 12.00 - 10.55 - - - 10.55 - - - 11.30 - - - 10.50 - - - 10.25 - - - 10.85 11.80 11.80 11.80 10.35 - - - 12.30 - - - 10.95 - - - 10.95 - - - 11.55 - - - i o nn - 12.80 - 11.15 82 - 13.00 - 11.25 82 - 13.00 - 11.25 82 - 12.80 - 11.15 82 - 13.00 - 11.25 82 - 12.80 - 11.15 82 - 12.80 - 11.25 82 - 12.50 - 11.20 82 - 12.50 - 11.20 82 - 12.80 - 11.25 82 - 12.80 - 11.15 82 - 13.00 - 11.25 82 - 13.00 - 11.25 82 - 12.80 - 11.15 82 - 13.00 - 11.25 82 - 12.80 - 11.15 82 - 12.50 - 11.15 82 - 12.80 - 11.25 82 - 12.50 - 11.15 82 - 12.80 1 - 11.25 82 FURNACE - 12.80 - 11.15 82 - 13.00 - 11.25 82 - 13.00 - 11.25 82 - 12.80 - 11.15 82 - 13.00 - 11.25 82 - 12.80 - 11.15 82 - 12.80 - 11.35 82 - 12.50 - 11.30 82 15 Combination ratings continued SEER FACTORY- SUPPLIED CARRIER GAS UNIT SIZE SERIES INDOOR TOT. CAP. ENHANCE- STANDARD FURNACE OR ACCESSORY ACCESSORY SOUND RATING MODEL BTUH MENT RATING TDRt TXV$ LLS EER (dBA) CJ5A/CK5A/CK5BA060 47,500 TDR 12.50 - 12.50 - 11.25 82 048-30, CJ5A/CKSA/CK5BW048 47,000 TDR 12.50 - 12.50 - 11.00 82 32,52 CJ5A/CK5A/CK5BX060 48.000 TDR 13.00 - 13.00 - 11.50 82. CK38AO48 CK3BA060. 47,000 47.500 TDR TDR 12.50 12.50 - 12.50 - 11.00 82 - 12.50 - 11.25 82 CCSA/CDSA/CDSBW060' CC5A/CD5A/CDSBA060 58.000 56.006 NONE - 12.00 12.00 12.00 10.35 82 CD3(A.B)A060 56.000 NONE NONE - - 11.50 11.50 11.50 11.50 11.50 11.50 10.15 10.15 82 82 CE3AA060 C A/CKSA/CK5BA060 58.000 56.000 NONE NONE 12.00 12.00 12.00 10.45 +er82 CJSA/CK5A/CK58N060 56,000 NONE - - 11.50 11.50 11.50 11.50 11.50 11.50 10.55 10.75 82 82 CJ5A/CKSA/CK5BX060 CK36A060 58,000 NONE - 12.00 12.00 12.00 10.70 82 F(A,B)4AN(F,B)060 56,000 58.000 NONE TDR 11.50 11.30 11.50 11.50 10.70 82 FB4ANB070 58.500 TDR 12.00 - - 11.50 12.00 - - 10.05 10.50 82 82 060-30, FC48N(F,8)060 FC4BNB054 58,000 58,000 TDR & TXV TDR & TXV 11.50 12.20 - - - 1005 82 32, 52 FC48N6070 58,500 TDR & TXV 12.00 - - 10.65 82 FG3AAA060 FK4CNB006 57,500 NONE - - 11'.50 11.50 11.50 1050 10.30 82 82 59.000 1 TDR & TXV 13.00 - - - 10.95 82 COILS + 58U(H,X)V10G-20 VARIABLE -SPEED FURNACE CJ5A/CK5A/CK5BA060 CJ5A/CKSA/CK58X060 56,000 TDR 1220 - 12.20 - 10.80 82 CK3BA060 58,000 56,000 TDR TDR 12.50 12.20 - 12.50 1110 82 - 12.20 - 10.80 82 COILS + 58U(H,X)V120-20 VARIABLE -SPEED FURNACE CJ5A/CK5A/CK5BA060 . CJ5A/CK5A/CK5BX060F 56.000 58,000 TDR TDR 12.20 - 12.20 - 10.65 82 CK3BA060 56.000 TDR 12.50 12.20 - - 12.50 12.20 - - 11.00 10.65 82 82 ' Tested Combination t In most cases, only 1 method should be used to achieve TDR function. Using more than 1 method in a system may cause degradation in mance. Use either the accessory Time -Delay Relay KAATD0101 TDR or a furnace equipped with TDR. All Carrier furnaces perfor- TDR except for the 58GFA. are equipped with t Based on computer simulation. TXV must be hard shutoff type. EER - Energy Efficiency Ratio t LLS - Liquid -Line Solenoid Valve SEER - Seasonal Energy Efficiency Ratio ' NOTES: 1. Ratings are net values reflecting the effects of circulating fan motor heat. Supplemental electric heat is not included. 2. Tested outdoor/indoor combinations have been tested in accordance with DOE test procedures for central air conditioners. Ratings other combinations are determined under DOE computer simulation procedures. for 3. Determine actual CFM values obtainable for your system by referring to fan performance data in fan coil or furnace coil literature 15 E_ afnerican- W A T E 4 H E A T E R S RESIDENTIAL GAS w West Coast Models 6 -Year Tank Warranty 6 -Year Parts Warranty • Fused Ceramic Shield TM A tough, thick durable coat of blue cobalt ceramic is fused to the tank's interior surfaces at 1600° F, forming a corrosion -resistant lining for years of dependable protection and use. • Non -CFC Foam Insulation The tank is surrounded by a thick coat of non -CFC polyurethane foam to trap heat inside the tank, saving energy. • Dip Tube Carries cold inlet water deep into the tank to minimize temperature dilution of hot water. • Top T&P Valve Opening Temperature & Relief Valve shipped in the box for field installation. • 3/4" Top Water Connections • 1/2" Gas Connection -Aluminized Steel Multiport Burner For even flame distribution, quiet operation high -efficiency combustion and low NOx. Propane models feature cast iron burners. • Combination Thermostat/ECO With factory -preset pressure regulator and built-in millivolt - powered energy cut-off for overheat protection. ,,Anode Rod Top -mounted, heavy-duty anode for added tank protection, extending the life of the tank. • Code Approvals CSA International certified, CEC and 1990 NAECA approved. All models are certified at 300 PSI test pressure and 150 PSI working pressure. Meets California Code Approvals for NOx emissions. *Drain Valve Non-metallic, corrosion- free drain valve. • Hand Hole Cleanout Available on G62 -40T34 -3N. Add CO to the model number. Copyright© by American Water Heater Company 2000. All rights reserved. e "iwj °E• I 6 -Year Umited Tank Warranty Heavy gauge steel is automatically formed, rolled and welded to assure continuous seams Por Fused Ceramic Shield lining. Each tank is triple tested to ensure quality. 6 -Year Parts Warranty Original factory pars warranted for 6 years. For complete warranty information consult the written warranty of American Water Heater Company at (800) 999-9515. AI rids reserved. No Pat d ft wak may be repodu ed a umendtted'm ary fam a by ar/ nceats, ek n oac a medmnkd, q photaopyep 9 a by Y ddmr o at stooge rete ed system, wMwut pemess an n wN ni han Amerism Wata Hmta (a mry 2100 L -PG -2.1a I r --f TM e american WATER HEATERS DRAFT HOOD T&P VALVE • o A rH@ OO C OPT. T&P LOCATION A p GAS VALVE DRAIN VALVE PROLihirm 6 -Year Gas - West Coast Models ANODE For side T&P valve factory installed, add W" to model number. Dimensions and specifications subject to change without notice in accor- dance with our policy of continuous product improvement. Dimensions on all charts shown in inches. Inlet and outlet are on 8" centers. All units have 3/4" top water connections. 1/2" gas connections. For propane, substitute "P" for "N" in model numbers. "CO" model includes a hand hole cleanout. "Also available with 12 -Year tank, 6 -Year parts warranty. Change "G62" to "G122" when ordering. +Not NOx approved. Specification Residential gas water heater(s) shall be model as manufactured by American Water Heater Company, or an approved equal, and shall have a -year tank warranty and a year parts warranty, when installed in a residential application. When installed in a commercial application, the unit will have a 1 -year tank warranty and a 1 -year parts warranty. Heater(s) shall have a storage capacity of gallons and shall have a rated in- put of BTU's, and shall be designed, tested and listed with CSA International in accordance with the latest edition of ANSI 221.10.1 • CSA 4.1. Heaters shall meet or exceed the requirements of the Federal "National Appliance Energy Conservation Act of 1987." The inte- rior of the storage tank shall be lined with a Fused Ceramic Shield'" lin- ing, fused to the tank at 1600° F, forming a corrosion -resistant lining; polymer linings are not acceptable. Each tank shall be fumished with an Internal anode for anodic protection. The unit must be equipped with a combination gas control thermostat and non -reset type ECO. A corro- sion -resistant drain valve shall be provided on the front of each unit. The tank shall be totally encased in a steel jacket, painted and insulated with a non -CFC foam to reduce stand-by heat loss. The tank must be design certified for 300 PSI test pressure and 150 working pressure. - Order Entry and Sales P.O. Box 4056, 500 Princeton Road Johnson City, TN 37602-4056 (800) 937-1037 , (800) 581-7224 fax Product Service and Support P.O. Box 1597, 500 Princeton Road. , Johnson City, TN 37605-1597 (800) 999-9515 (800) 999-5210 fax Distributed AI ri ft reserved. No pml offt wA mey be repmdaed a i.ww, ilted io cR fan a by ary mems, ekfto,* a medm-d, kkdT phoWopynq and remd % os by ary mlortnolion slwoge retrieA Wm, Heft (%wq.. 2100 L -PG -2.1 b INPUT G.P.H. MBTU, RECOVERY, HEIGHT PER HR. (90° RISE) JACKET APPROX. MODEL GAL. VENT DIA. VENT HEATER SIDE T&P SHIP NUMBER CAP. NAT. LP NAT LP DIA. E.F. A C D , G62 -30T33 -3N" 30 33,000 33,000 33.4 33.4. 3 0.61 18 59-1/4 56 49-1/2 113 G62-40T34-3ff' 40 34,000 34,000 34.4 34.4 3 0.62 20 60-1/4 57 50-1/2 127 G62-40T34-3NCO 40 34,000 34,000 34.4 34.4 3 0.62 20 60-1/4 57 50-1/2 127 G62 -40T40 -3N" 40 40,000 40,000 40.5 40.5 3 0.60 20 61-1/2 58-1/4 51-3/4 137 G62 -40T46 -4N"+ 40 46,000 46,000 46.5 46.5 4 0.58 20 61-1/2 58-1/4 51-3/4 139 G62 -50T35 -3N 50 35,000 35,000 35.5 35.5 3., 0.60 22 60-1/4 57 50-1/2 146 G62 -50T50 -4N" 50 50,000 50,000 50.7 50.7' 4 0.57 22 _ 60-1/4 57 50-1/2 160 For side T&P valve factory installed, add W" to model number. Dimensions and specifications subject to change without notice in accor- dance with our policy of continuous product improvement. Dimensions on all charts shown in inches. Inlet and outlet are on 8" centers. All units have 3/4" top water connections. 1/2" gas connections. For propane, substitute "P" for "N" in model numbers. "CO" model includes a hand hole cleanout. "Also available with 12 -Year tank, 6 -Year parts warranty. Change "G62" to "G122" when ordering. +Not NOx approved. Specification Residential gas water heater(s) shall be model as manufactured by American Water Heater Company, or an approved equal, and shall have a -year tank warranty and a year parts warranty, when installed in a residential application. When installed in a commercial application, the unit will have a 1 -year tank warranty and a 1 -year parts warranty. Heater(s) shall have a storage capacity of gallons and shall have a rated in- put of BTU's, and shall be designed, tested and listed with CSA International in accordance with the latest edition of ANSI 221.10.1 • CSA 4.1. Heaters shall meet or exceed the requirements of the Federal "National Appliance Energy Conservation Act of 1987." The inte- rior of the storage tank shall be lined with a Fused Ceramic Shield'" lin- ing, fused to the tank at 1600° F, forming a corrosion -resistant lining; polymer linings are not acceptable. Each tank shall be fumished with an Internal anode for anodic protection. The unit must be equipped with a combination gas control thermostat and non -reset type ECO. A corro- sion -resistant drain valve shall be provided on the front of each unit. The tank shall be totally encased in a steel jacket, painted and insulated with a non -CFC foam to reduce stand-by heat loss. The tank must be design certified for 300 PSI test pressure and 150 working pressure. - Order Entry and Sales P.O. Box 4056, 500 Princeton Road Johnson City, TN 37602-4056 (800) 937-1037 , (800) 581-7224 fax Product Service and Support P.O. Box 1597, 500 Princeton Road. , Johnson City, TN 37605-1597 (800) 999-9515 (800) 999-5210 fax Distributed AI ri ft reserved. No pml offt wA mey be repmdaed a i.ww, ilted io cR fan a by ary mems, ekfto,* a medm-d, kkdT phoWopynq and remd % os by ary mlortnolion slwoge retrieA Wm, Heft (%wq.. 2100 L -PG -2.1 b APRIL 2000 Model W.,-hP r SECTION I - GAS WATER HEATERS Ist Hr Storage Foot Rating, Energy Vol. Input Recovery Model M-, i-, r. li Factnr Gals. MBTUH Efi'cy. % Number AMERICAN WATER HEATER COMPANY Trade Name(s): ACE, American, American Hardware, America's Best, Apex,.AquaTemp., AquaTherm, Aquamatic, Best, Best Deluxe, Champion, Craftmaster, De-Limer, Deluxe, Eagle, The Earl's Energy Conservation Water Heater, The Earl's Energy Saver Plus, Envirotemp, Four Most, Hotmaster, Hotstream, King-Kleen, King -Line, Master Plumber, Nationaline, Neptune, Penquin, Premier Plus, Premier Plus Self Cleaning Prestige, ProLine and ProLine Plus, Quaker, ,Quick -Flo, Raywall, Revere, Riveria, Sands, Sentinal, Servi-Star, Shamrock, Special Deluxe, Standard, Super Eagle, Super -Flo, Supreme, Sure -Fire, Thoro-Clean, Tru -Test, Tru Value,.U.S. Supply, XCL Energy Saver NATURAL GAS 7 54 .61 30 33.0 MHGI1-4OT31-3N*** MHSCGI 1 -30T30 -3N*** 2,7 49 .57 30 30.0 76 MHSCG51-30T30-3N*** 2,7 49 .57 -30 30.0 76 MHSCG61-3OT30-3N*** 2,7 49 .57 30 30.0 76 G101-3OS30-3N*** 7 50 .58 30 30.0 76 G11 -30530-3N*** 7 50 .58 30 30.0 76 G121 -'30530-3N*** 7 50 .58 30 30.0 76 G5 1 -30530-3N*** 7 50 .58 30 30.0 76 G61 -30530-3N*** 7 50 .58 30 30.0 76 G8]-3OS30-3N*** 7 50. .58 30 30.0 76 G9]-3OS30-3N*** 7 50 .58 30 30.0 76 G102 -30530-3N*** 7 50. .60 30 30.0 77 G122-3OS30-3N*** 7 50 .60 30 30.0 77 G12 -30530-3N*** 7 50 .60 30 30.0 77 G52 -30530-3N*** 7 50 .60 30 30.0 77 G62-3OS30-3N*** 7 50 .60 30 30.0 77 G82 -30530-3N*** 7 50 .60 30 30.0 77 G92,3OS30-3N*** 7 50 .60 30 30.0 77 MHG11-30T31-3N*** 2,7 53 .56 30 31.0 75 MHG51-3OT31-3N*** 2,7 53 .56 30 31.0 75 MHG61-3OT31-3N*** 2,7 53 .56 30 31.0 75 MHSCG I I -40T30 -3N*** 2,7 54 .56 40 '30.0 76 MHSCG51-40T30-3N***2.7 54" .56 40 30.0 76 MHSCG614OT30-3N***2.7 54 .56 40 30.0 76 GI01-3OT33-3N*** 7 54 .58 30 33.0 76 G I I -30T33 -3N*** 7 54 .58 30 33.0 76 G121-3OT33-3N*** 7 54 .58 30 33.0 76 G51-3OT33-3N*** 7 54 .58 30 33.0 76 G61-'3OT33-3N*** 7 54 .58 30 33.0 76 G81-3OT33-3N*** 7 54 .58 30 33.0 76 G91-3OT33-3N*** 7 54 .58 30 33.0 76 G102-3OT33-3N*** 7 54 .61 30 33.0 76 G122-3OT33-3N*** 7 54. .61 30 33.0 76 G12-3OT33-3N*** 7 54 .61 30 33.0 76 G52 -30T 33-3N*** 7 54 .61 30 33.0 76 G82-3OT33-3N*** 7 54 .61 30 33.0 76 Standard Footnotes: I. Heat traps. 4. Direct Vent. # Rating Voluntarily revised since last directory. Page 171 Ist Hr Storage Foot Rating, Energy Vol.Input Recovery Notes Gals. Factor Gals. MBTUH EBcy. % G92 -30T33 -3N*** 7 54 .61 30 33.0 MHGI1-4OT31-3N*** 2,7 60 .55 40 31.0 MHG514OT31-3N*** 2,7 60 .55 40 31.0 MHG614OT31-3N*** 2,7 60 .55 40 31.0 DVG102-40538-N*** 1,4;7 60 .59 40 38.0 DVG]22-40538-N*** 1,4,7 60 .59 40 38.0 DVG1240S38-N*** 1,4,7 60 .59 40 38.0 DVG5240S38-N*** 1,4,7 60 .59 40 38.0 DVG6240S38-N*** 1,4,7 60 .59 40 38.0 DVG82-40538-N*** 1,4,7 60 .59 40 38.0 DVG924OS38-N*** 1,4,7 60 .59 40 38.0 G1014OS33-3N*** 7 62 .56 40 33.0 G11 -40S33 -3N*** 7 62 .56 40 33.0 G1214OS33-3N*** 7 62 .56 40 33.0 G514OS33-3N*** 7 62 .56 40 33.0 G614OS33-3N*** 7 62 .56 40 33.0 G814OS33-3N*** 7 62 .56 40 33.0 G91-4OS33-3N*** 7 62 .56 40 "33.0 G10240S33-3N*** 7 62 .59 40 33.0 -P]2240S33-3N*** 7 62 .59 40' 33.0 G1240S33-3N*** 7 62 .59 40 33.0 G52-4OS33-3N*** 7 62 .59 40. 33.0 G624OS33-3N*** 7 62 .59 40 33.0 G82 -40533-3N*** 7 62 .59 40 33.0 G92-4OS33-3N*** 7 62 .59 40 33.0 FG10140T343N*** 7 63 :57 40 33.0 Bal 140T343N*** 7- 63 :57 40 33.0 FG1214OT343N*** 7 63 .57 40 33.0 FG514OT343N*** 7 63 .57 40 33.0 FG6140T343N***' 7 63 .57 40 33.0 FG814OT343N*** 7 63 .57 40. 33.0 FG914OT343N*** 7 63 .57 40 33.0 G10140T34-3N*** 7 63 .57 40 34.0 G I I -40T34 -3N*** 7 63 .57 40 34.0 GI21AOT34-3N*** 7 63 .57 40 34.0 G51 -40T34 -3N*** 7 63 .57 40 34.0 G614OT34-3N*** 7 63 .57 40 34.0 G814OT34-3N*** 7 63 .57 40 34.0 GOAOT34-3N**"* 7 63 .57 40 34.0 FG10240T343N*** 1,7 63 .61 40 33.0 FG12240T343N*** 1,7 63 .61 40 33.0 FG1240T343N*** 1,7 63 .61 40 33.0 FG5240T343N*** 1,7 63 .61 40 33.0 FG6240T343N*** 1,7 63 .61 40 33.0 FG8240T343N*** 1,7 63 :61 40. 33.0 FG9240T343N*** 1,7 63 .61 40 33.0 G102-4OT34-3N*** 1,7 63 .62 40 34.0 G122-4OT34-3N*** 1,7 63 .62 40 34.0 G12 -40T34 -3N*** 1,7 63 .62 40 34.0 " 2. Manufactured (Mobile) Home Model. 3. Power combustion or Power Vent. 5. Electronic Ignition (No Standing Pilot). + Rating revised by program since last directory. I I r J sr _ americarr N W A T E R H E A T E R S RESIDE CAS UL7M=H/GH RECOVERY 6 -Year Tank Warranty 6 -Year Parts Warranty • Super Eagle Performance® High recovery and high performance for applications requiring higher inputs such as space heating. • Fused Ceramic Shield' A tough, thick durable coat of blue ceramic is fused to the tank's interior surfaces at 1600° F, forming a corrosion -resistant lining for years of dependable protection and use. *Non -CFC Foam Insulation The tank is surrounded by a thick coat of non -CFC polyurethane foam to trap heat inside the tank, saving energy. • Dip Tube Carries cold inlet water deep into the tank to minimize temperature dilution of hot water. • Side T&P Valve Also available with top T&P opening for field -installed top T&P valve. • Top and Side Water Connections Top water connections on 40- and 50 -gallon models are for domestic hot water. Side connections are for space heating applications 75 -gallon model has 1 " top water connections and 3/4" side connect- ions for space heating. 100 -gallon has 1-1/4" top connections only. • 1/2" Gas Connection *Aluminized Steel Multiport Burner For even flame distribution, quiet operation and high -efficiency combustion. Propane models feature cast iron burners. -Combination Thermostat/ECO With factory -preset pressure regulator and built-in millivolt -powered energy cut-off for overheat protection. •Anode Rod Top -mounted, heavy-duty anode for added tank protection, extending the life of the tank. • Code Approvals CSA International certified, CEC and 1990 NAECA approved. All models are certified at 300 PSI test pressure and 150 PSI working pressure. - *Drain Valve Non-metallic, corrosion -free drain valve. • Cleanout Port 4" Diameter cleanout/inspection port standard on 100 gallon model. Copyright© by American Water Heater Company 2000. All rights reserved. o . MADE IN MeAl 6 -Year Umited Tank Warranty Heavy gauge steel is automatically formed, rolled and welded to assure continuous seams for Fused Ceramic Shield lining. Each tank is triple tested to ensure quality. 6 -Year Parts Warranty Original factory parts warranted for 6 years. For complete warranty information consult the written warranty of American Water Heater Company at (800) 999-9515. A! 4% wzwi No W of 66 wink moy be reproduced a omw Win n fort' a by mq memo. &ft k OF oWOW, kk&g *WWOV and rmw ft Of br OR h mm ft stmege mtrW Mtem, Mi W Dwnission in wring from Amerkoo Wota Hera (wMR. 2100 L-PG-2.Oa liNJU_ americarr E W A T E R H E A T E R S DRAFT HOOD SIFT w HOOOC B I C GAS VALVE I1 D NOTE: 40., 50- And 75-galion SIDE models have side connections INLET for space heating applications. 100 -gallon model has top water connections only. DRAIN VALVE PROLineTM 6 -Year Gas 'Ultra High Recovery Delete "V" in model number for top T&P option, T&P opening on top of the heater with the valve shipped in the box for field installation. For propane, substitute "P" for "N" in model numbers. Also available with 12 -Year tank, 6 -Year parts warranty. Change "G62" to "G122" when ordering. Dimensions and specifications subject to change without notice in accordance with our policy of continuous'product improvement. *Based on 100` Rise. Specification Residential gas water heater(s) shall be model as manufactured by American Water Hgater Company, or an approved equal; and shall have a -year tank warranty and a -year parts warranty, when installed in a residential ap- plication. When installed in a commercial application, the unit will have a 1 -year tank warranty and a 1 -year parts warranty. .Heater(s) shall have a storage capacity of gallons and shall have a rated Input of BTU's, and shall be designed, tested and listed with CSA International in accordance with the latest edition of ANSI Z21.1 0.1 or .3 -CSA 4.1 or .3 standard. Heaters shall meet or exceed the requirements of the Federal "National Appliance Energy Conservation Act of 1987." The interior of the storage tank shall be lined with a Fused Ceramic Shield'" lining, fused to the tank at 1600° F, forming a corrosion -resistant lining; polymer lin- ings are not acceptable. Each tank shall be furnished with an internal anode for anodic protection. The unit must be equipped with a combina- tion gas control thermostat and non -reset type ECO. A corrosion -resis- tant drain valve shall be provided on the front of each unit. The tank shall be totally encased in a steel jacket, painted and insulated with a non -CFC foam to reduce stand-by heat loss. The tank must be design certified for 300 PSI test pressure and 150 working pressure. 100 Gallon model shall have 4" diameter boiler -type cleanout/inspection port Order Entry and Sales P.O. Box 4056, 500 Princeton Road Johnson City, TN 37602-4056 (800) 937-1037 (800) 581-7224 fax Product Service and Support P.D. Box 1597, 500 Princeton Road Johnson City, TN 37605-1597 (800) 999-9515 (800) 999-5210 fax Distributed M nptns resemea. ao PM m ms wmarmy oe wpmrrcea a nm mw in mry ronn a by arty mem, *ft* of nre&GO, Bbuft $Mw n and mca ft a by aq ihmefim stooge m#W sysWrn, wil W pwffiOm in wftN km Wm kmr Warn Heft (wnpmry. 2100 L -PG -2.0b INPUT G.P.H. MBTU RECOVERY HEIGHT PER HR. (90- RISE) MODEL NUMBER GAL.--- CAP. NAT. LP NAT. LP VENT DIA JACKET DIA. E.F. A VENT B HEATER C SIDE T&P D - APPROX. SHIP WE G62-40T60-4NV 40 60,000 60,000 60.7 60.7 4 0.54 20 63 59-1/2 53-1/4 154 G62-75T75-4NV 75 75,100 75,100 76.9 76.9 4 0.51 26 63-1/2 60 53-1/4 251 Delete "V" in model number for top T&P option, T&P opening on top of the heater with the valve shipped in the box for field installation. For propane, substitute "P" for "N" in model numbers. Also available with 12 -Year tank, 6 -Year parts warranty. Change "G62" to "G122" when ordering. Dimensions and specifications subject to change without notice in accordance with our policy of continuous'product improvement. *Based on 100` Rise. Specification Residential gas water heater(s) shall be model as manufactured by American Water Hgater Company, or an approved equal; and shall have a -year tank warranty and a -year parts warranty, when installed in a residential ap- plication. When installed in a commercial application, the unit will have a 1 -year tank warranty and a 1 -year parts warranty. .Heater(s) shall have a storage capacity of gallons and shall have a rated Input of BTU's, and shall be designed, tested and listed with CSA International in accordance with the latest edition of ANSI Z21.1 0.1 or .3 -CSA 4.1 or .3 standard. Heaters shall meet or exceed the requirements of the Federal "National Appliance Energy Conservation Act of 1987." The interior of the storage tank shall be lined with a Fused Ceramic Shield'" lining, fused to the tank at 1600° F, forming a corrosion -resistant lining; polymer lin- ings are not acceptable. Each tank shall be furnished with an internal anode for anodic protection. The unit must be equipped with a combina- tion gas control thermostat and non -reset type ECO. A corrosion -resis- tant drain valve shall be provided on the front of each unit. The tank shall be totally encased in a steel jacket, painted and insulated with a non -CFC foam to reduce stand-by heat loss. The tank must be design certified for 300 PSI test pressure and 150 working pressure. 100 Gallon model shall have 4" diameter boiler -type cleanout/inspection port Order Entry and Sales P.O. Box 4056, 500 Princeton Road Johnson City, TN 37602-4056 (800) 937-1037 (800) 581-7224 fax Product Service and Support P.D. Box 1597, 500 Princeton Road Johnson City, TN 37605-1597 (800) 999-9515 (800) 999-5210 fax Distributed M nptns resemea. ao PM m ms wmarmy oe wpmrrcea a nm mw in mry ronn a by arty mem, *ft* of nre&GO, Bbuft $Mw n and mca ft a by aq ihmefim stooge m#W sysWrn, wil W pwffiOm in wftN km Wm kmr Warn Heft (wnpmry. 2100 L -PG -2.0b • STATE CF CA11FORNIA . . CALIFORNIA ENERGY COMMISSISON All Energy Efficiency Division .1516 Ninth Street, Sacramento, CA 95814-5512 FAX TRANSMITTAL COVER LETTER EFFICIENCY Date: Company: Telephone Number: -, FAX Number Sending To: C" 1 y L Z 3 Total Number of Pages being sent. Includingcover page: From: Office: Telephone Number. FAX Number Sent From: (9161654-4304 Sublect: message: i -e -re 4,r e- I - 7-w ;400-d& " T ,- bafc.b4St: c6v rj A4 1 J -1 J j A211T S4 v -,..1 V • 1 jj Targe Gas Storage ill Water Heaters a z Manufacturer Brand Modelw z w RHEEM RREUTCLz0q FURY21VR75 74.9 133.4 75500 79. 2.27 6/19/921 AMERICAN WATER HEATER CO. AMEPICAN WATER HEATER CO. G62 -75T75 -4N•3° 74.6 133 75100 79'.31 2.44 1/26/00 11 you did not receive all pages, please call the senders' number above. ; " < a- rj e .. - ";! • •;;,(' Irl i , - = } -RUS'SWO KS.- 4 ,.ry )-, rl ` yew,. • 111 ., },J ♦♦T ,., \ - `, • - - - r - 1 r ✓ • "- ;L. ' \:\moi - .. ^' it f ,,. . = .' - `- "'•lJ ' { : -\ : -i\ '" =---r— - _ } - - i t _ y- t r . , !r5 = - •1 ".r-i?t + `-:T-•. .I - ✓ r_'i^. "-, •. ,.,._r.•r_r__ : C 'a i"- "'L .. ... I ` •.r=_' :k . "':' 'y< v •• /,,. ..•s-:- _ m^'^ -- . - . . -+t.._ +: •-«..r=--- .: -a. `.. 'r:..'_ r•-ti.. n' _ • -.' •-_c::— ' ' •': J-.ttl•y_ _ __.._ "_t; --•rte• BUILDING & SAFETY DEPrt 'APPROVED,' 7.'A Com -'pan You Can VU* ss r . FOr C NSTRUC ION; , cff, C's VA MR STRUCrum ENGINEERINfi E 1 THIS SUBMITTAL HAS BEEN REVEIWED FOA ' OR,K' GENERAL COMPLIANCE WITH THE DESWN CONCEPE NO EXCEPTIONS TAKEN . RESUBMIT 4 w 1 MAKE CORRECTIONS AS Noft 13 REJECfEO , 7h0usan ; almsLz ,! 9227 't t I ., - - 1+' : s . K. €•"'` € rt +tip. p _ ,I - - e • € Phone -` 760)-34"3 am e.: € fax 7 0 -3 4 33 4 9 . yP_ t o cr WSSTERN INSPECTION SERVlCe PREFABRICATED TRUSSES DATE INSPECrM -r? PLATE M;'I\WAC= N'T CC(qrACT PLAL ENGINEERS DES. , A NOLN7- ' SCIUDYULED IN -PLAT TRUSS INSPECTION AS PER UNIFORM BUILDING CODE STANDARDS SEC.2321.3 and SEC.2343.7 and in -ACOORDANCE-WITH ENGINEERED PLAN SPECIFICATIONS. ORDER NO:/OR NAME r 1,, 94411 1 P. h A -:5- r N v Cln C"ZNTS: Jl? AaVD ep t. i t!, SIGNATURE ll P.O. BOX 25251-1 PORTLAND, OREGON 97298 503/643-5916 FAX 503/641-7211 P.O. BOX 3426 GILLETTE, WYOMING 82717 307/680-5977 FAX 307/682-1603 CO ITORi,IING NAY OW -TO', oG REA RK EC: GRADE OaNNEMR PLATES C M- -7 SPAIN AND P= WORKMAN= JO= ACCURACY BEAR` G OF JOIN'T'S KNOTS IN PT -WE ARTA SPLIT T=ATION (1611F. PLATE PLAM0N7 PLATE SIM COLN'DrrIC\N OF PLATE TEETH PLATE TO W()OD TOLERANCE IN -PLANT HANDLING BLTLNDLING. AND LO'ADI)G STORAa M-ARMG 1,=E= JIG & PRESS ADEQUACY A F, ORDER NO:/OR NAME r 1,, 94411 1 P. h A -:5- r N v Cln C"ZNTS: Jl? AaVD ep t. i t!, SIGNATURE ll P.O. BOX 25251-1 PORTLAND, OREGON 97298 503/643-5916 FAX 503/641-7211 P.O. BOX 3426 GILLETTE, WYOMING 82717 307/680-5977 FAX 307/682-1603 s 1CBO' Evaluation Service., Inc. 3 ' 5360 WORKMAN 'MILL ROAD • WHITTIER. CALIFORNIA 90501-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT _ ER -1607 Copyright O 1999 ICBG Evaluation Service, Inc. Reissued June 1, 1999 Filing Category: FASTENERS ---Steel Gusset Plates (066) MODEL 20, TW18 AND TW16 METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1 101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, TW18 and TW16 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: Model 20, TW18 and TV116 are metal connector plates for wcod trusses. The plates are manufactured to various len•; ths, widths, and thicknesses or cages, and have integral teeth that are designed to laterally transmit load betv/-een truss %wood members. Plans and calculations must be sub- mit:ed to the building off cialfor tii trusses using n t o thector plates described in this report. Floor-ceiiino or roof- ceiiing assemblies described in this report using v.,00d trusses with metal connector plates have one -hour fire -resis- tive ratings. 2.2 i„aterials: 2.2.1 Model 20 and T\V i 8 Connector Piates: Model 20 Plates ate manufactured from minimum 20-gage-thic.}; [0.035 inch (0.91 mm)), ASTM A 653, Grade 37, structural-quaiity• steel with a hot -dipped galvanized Zinc coating desior=ted G511. TV\t18 plates are manufactured from minim:lm 18 -ca - tnici; !0.047loco (1.19 mm)), ASTM A X53, Grade 37, struct e- al-cuality steel vrith a hot d _ dippe gat\ anizeo coat;ne ciesio- r :e.' GOO. - . =a ch plate has slo!s aper cxim=tely' "it:, inch ( 11.1 m:;,) iong tha' nave been punched along the lonpitudinai axis of f;,e PI=t=. Each punched slot forms h:'o opposite -facing, sh art ;•ly pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 114 inch (S.4 mmon center across the width of the plate and apprcxirrate- Iy 1 i:•hch (25.4 mm) on centeralo.11, h.. _ tang'ti10, the plate, ,..' ad:acent longitudinal rov.,s staggered approximately "/p inch :tn (3.2 Mm) Connector plates are availabie in 1 -inch (25.4 m, -n) incremen!s of width and length. f%fini:•-tum plate width and are 1 inch (25.4 m,m) and 3 inches (76.2 mm), resp =c- "Vei\'. See Figure 3 for details Of plate dimensions. -: e- are elgh';'teeth per square inch. o: plate su-2ce. Me of each tooth,Including the thi KneSs O' the r atE;i; mete`. is approximateiy s inch (9.5 r -n), and the v:idt, c eac:: tooth is approximatei ' `/ inch > s (3•2 mm). The shan't: c; eac- :coth is concave and the tip of each tooth is t\'risted app-cx;matel\' 35 degrees vritn respe,,. t2 tib•= p'c,e \,']dun. p,c facent longitudinal rows of teeth are twisted in the opposite di- rection. 2.2.2 TW16 Connector Plates: TW16 plates are manufac- tured from minimum 16 -gage -thick [0 058 inch (1.47 mm)], ASTM A 653, Grade 37, structural -quality steel with a hot - dipped galvanized zinc coating designated G60. Each plate has slots approximately 1/2 inch (12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately % inch (8.5 mm) on center across the width of the plate and approximate- ly 11/4 inches (31.8 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approxi- mately 5/8 inch (15.9 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and 1 1/4 -inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 71/2 inches (190.5 mm), res ,:ncti\':riy. See f=igure 4 for detai!s of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the patent metal, is anproximately 7/76 inch (11. i mm), and the \rid!h of each tootri Is Ppproxirnately 5/- Inch (i nim). The span't; of each tooth is concave and the tip of each tooth is h'-Jsted approximately42 degrees with respect to the plats vri th..,r- jacentlongitudinal ro\vs of tion. teeth are twisted in the same dire-- 2.3 Allowable Loads: 2.3.1 Model 20, TVV18, and TW16 Plate Conn Ctrs; Tables 1, 2, 3 and 4 provide allowable lateral loads. tens::- loads, shear loads. and reduction factors forMode120, and TbN16 plate connectors. These values are base o-, National Design Standard for i.letal Piate Connected Truss Construction, ANSI/TPI i-1905. h copy of the r,i;Si.' TPI 1-1995 standard must be supplied to the building def,=-;- ment when requested by the building oflicial. 2.3.2 Lateral Resistance: Each i%odes 20, T\T ;,` TW16 metal connectorlate must P be designed!o t: required load without exceeding the allovrabie load per square inch of plate contact area, based on species, the o-i- entation of the teeth relative to the load, and the direction of load relative to wain. Design for late, a! resistance must b=_:7. accordance withSection 11.2.1 ofANSI/TPI 1- — Specifies ailov.aole lateral loads for the met p,cVc 1G~- Plates. J le . _.., 2.3.3 Tension Resistance: Each Mode! 20. TVd 16 metal connector plate must be des, oned fo-tens;an c=- pacity base;; on the orientation of the meiai coni=_cio, pia = re!ative to the direction Of load. Desic n fo- ten sicn m!st - 2000rdan e \'rite Section 11 .2.2 of AhSlt I P! Tat.;-- Evaluation r. reports of/C60r.%•aluCtionScn•ice,lr.c., ere issucdsolClr•toproVidcinforma:inntoC/EssAr.:crbcrsof/C50.u;ili,ire tiroe dennnr.wr.i htCreaa (""'Pisb-s•edeValuation reports are r.o:tobeconstruedasrenrescnrin;acsrheticsoranvothcrattributesnorspecijrcallraddresscdnoresancrrdorscmen: i rhrrc'cn- rior. Jo -rase ojthe subject report is repo.- is based upon independent tests or other technical date submined br'thc applicon:. Tire 1CB0 Evoluation Sen•ice, /tic., tech nicai srufjh,zs rcticwed trr l'ic'. tresults gnu/ orother data, but does noipossess test Ja;lities to makeanindependent Veripca:ior- Thereis no w•er-arn• b,•/C60Evo1uctior,Scn•i:. /nc., expr_SS estoant•"Findin '•oro:rcrtr: rcrinthcr4Wrlorasrucnt•productcoVercdbrtirareport. Ti:is discicirrcr it:clrrdes, brit is riot linitcd to. nrerchcrtabiti.i. Pape S o` 6 specifies allowable tension loads for the Model 20, TW18 and TW16 metal connector plates. Additionally, the net sec- tion of the metal connector plates for tension joints must be designed using the allowable tensile stress of the metal ad- justed by the metal connector plate tensile effectiveness ra- tios shown in Table 2. 2.3.4 Shear Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 provides allow- able shear loads for the Model 20, 11N18, and TW16 metal connector plates. Additionally, the net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear stress for the metal connector plates adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.5 Metal Plate Reductions: Several allowable load re- duction factors forthe metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The load reduction factors are as follows: 1. Allowable lateral resistance values for the Model 20, T VV18, and TW16• metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller system. The strength reduction factor, QR, is applicable for roller di2m- e.ters equal to or greater than roller diameters shown in Table 4. This reduction does not apply to embedment hydraulic -pt ,ten presses, rnultiple roller presses that Use parlial embednient follo:'red by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. VVnen trusses are fabricated v: ith single -pass roller press- es, the calculations for the truss design sub,-nitlod to the building dePaiiment for approval must sl,)ecify the riiini- mum diameter Of the rolle,- press and the appropriate strength reduction factor from this report. 2. .Allowable lateral resistance values for the Model 20; TW18, and TVV16 metal connector Plates must be re - du -ed by 15 p•.rc,nt',',•hcn the_ p!utcs are installed on the . narrow face of truss lumber members. 3. Allowable lateral resist2nce values must be reduced b 20 percent when the f:"odel 20, TV\'18, and TVJ16 metal connector plates are installed in lumber having a moisture content greater than 19 percent 2! the time of truss fab rication. 4. Allowable lateral resistance values for Model 20, TW18, and TVV16 metal connector plates inst2lied at the heel joint Of fabricated wood trusses must be reduced by tun= heel -joint reduction fac!or, Has follow; s. y - HP = 0.80 - 0.05(121,an3 - 2.0) i \,,,horn: 0.55sH.�s0.85 angled bOttOS be-,,ylines of ac -ion gf the IOp ani chords 2s shown in Figure 5. V This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12 2.3.6 Combined Shear and Tension: Each 20, TVd 18, and T Vd16 metal connector Plate rnust be designed for combined shear and tension c2Jacity, based on the orienta- tion of the metal connector plate relative to the directions o loading. Design fO,- combined shear and tension must be accordance with Sectipn 11'.2.4 o*ANISI/Tpi 1-1995. 2.3.7 Combined Flexure and Axial Loading: Metal con- nector plates designed for 2ri2l forces only are permi:ted as LH -1607 splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Desi metal connector gn of plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the•calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: (� Plans and calculations must be submjtted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2304.3.4 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following minimum information should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of trus' joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and botiom chard live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to AtgSlfTPI 1-1005 or UBC Section 2343 (which is based on the Design Speciii- c2tiOn for Light Metal Plate Connected Wood Trusses. FPI-8;,), and any adjusinienls to lumber and metal con necto, P!2te 2110w;able values for conditions Of use. 2.5 Truss Fabrication: Model 20, TW18, and lV\'16 Pt2te connectors shall tailJ h} ePnravcd truss labricator wiiu iias a:i Z.JP- nrovaci gUZ.li!y Fssmancc program covering the \vood truss manuf2ciu,ing and InsPection process in accordance v/it,: Sections 2343.7 and 2343.8 of the code and Section 4 c; A�'SIrPI 1-1995, N''2tior.al Standard for t\ietal Plate Cor:- necled'ddood Truss Construction, The allov;abie loads recoc- nized in this repot are for plates that are pressed into \•;Oo: truss rnernbers using iiydrauiic-pl2ten embedment presses. mu!tiple roller.presses that usea e patal embedment follower by full em-bz_dment rJl!ers. or comb' ;2uons Oi Ca ii2l embed- ment roller/hydraulic-p!ai-3n presses that feed trusses into a si@Ii0n3ry pnish roiier press. Wnen truss f2b_i02' O. use single -pass roGer presses, the ro!!ers must have minimum i E.- or 20 -inch (405 0. 505 mm) diameters, depending on the re- duction factor, Qom, soecif�ed in the _ , - desion calciiations. 2.6 One-hour; ir:-resistive Floor -ceiling orRoof-ceifinc Assemblies: 2.6.1 Assembly No. 1: See Figure 5 for details. 2.6.1.1 Trusses: 1^r;,od irusses ar_e p3ralie!•-chord tri;sses having an over 21! minima„� de ,- pth o. t_ inches ,305 mrm;. Trusses are spaced a m2yimum o; 24 inches (610 mm) Or c�nt_r 2.6.1.2 Strono"ac't: �racinc: B ring musi be mini~ u r 2 -by -5 grad= r ar l;ed IJ n�3” Orieni_; vericaliy. 20d m!'si b= installed e en P rP dicu . i0 tr sses o,n maximum. • 5 mm) c_nie s. Br^ ` 10 i of (3 ' r =ces are at:2che0 10 each truss \4it , ? m mum o` three 10d nails. ,:n 2.6.1.3 �ppl-FigprJhecthinQ: ,rloJr Or r00: SFl_ainin 5`3!. be minima„ inoin-thiel; (i5 i m n) longue-2no. cr00%e piy\vpod. Long ed.oeJ are installed perpendicular to trusses. PlywOod shea'hino iz =,ached in accordance \,'ith SeciiO7, 2322 O the code. 2.6.1.4 Ceiling Miami brane: Tv;o lavers of 112 -inch -thiel: 02.7 mm) USG Goi:�, Bond =ire Shield�:' Tvoe X v..alibo2=rd • - - • - • - _ '- - _ Di=.ECTiO.': 0= LOAD Y,:TH RESPECT TO LENGTH OF Pt.ATE ER -7 607 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES FOR THE MODEL 20, TW18, AND TW16 METAL CONNECTOR C 3' 63 I 90' 1 12M 1 t50' TENSION LOAD EFFICIENCY PATO ' 1.906 PLATES LUMBER _ ... D DIRECTION OF GRAIN ANLOAD WITH RESPECT TOLENGTH OF PLATE • PLATE MODEL Species I Speclfie Gravity AA EA AE Allowable Load (vountls.per square....,. of plate eon(a[(area) EE Douglas fir 0.49 157 161 III j T ;:'16 Hem -fir 0.43 - 108 120 b6 132 Southcm pin.- I 0.55' 156 159 I 140 - gy T\\'16 Spruce -pine -fir I 0.42 I 112 110 ( 131 Spruce -pine -fir 0.50 136 150 81 119 93 Timb.-r Strand:'. I 0.69 I 1 s 1_ 172132 117 N\'cstcm woods 0.36 101 114 79 1 S3 Douglas fir = 0.49 IS6 169 1431;0 50 Hem -fir 0.43 I 125 I 117 13: Southcm pine I 0.55 195 172 ISI 114 TWIS xnd Model 20 Spruce -pine -fir I 0.42 187 131 1;4 Spnlce-pine-fir I 0.50i I ss, 163 126 H6 3Timbcr Stand'' 0.69 19S 178 % cstcm woods166 0.36 130 116 1Sl For S1: Ipsi = G.S9 kPa. ' 105 101 IS---. Fi2urc I for an explanation of the position Nc;al of plates with resp.-ct to wood -rain and teeth orientation. eonnccto: pl2t.-s mus: b: installed i^ pairs on opposite faces of truss members connected by plates. 3Valu:s _ arc based on the Gress Arca TABLE 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY FOR MODEL 20, TW18, AND RATIOS TW16 METAL CONNECTOR PLATES - DIRECTION OF LOAD WITH RESPECT TO LENGTH Or' PU.TE ' . PLATE "!DD.L ALLOS'; AB:E T_NSIOI. LOAD (pounds per iI linear inch per pair of Di=.ECTiO.': 0= LOAD Y,:TH RESPECT TO LENGTH OF Pt.ATE -...----_----------- .-.. T1\' 16 I plates) C 3' 63 I 90' 1 12M 1 t50' TENSION LOAD EFFICIENCY PATO ' 1.906 1,133 0.72 0.43 T1\rIS I 1.033 I 1,160 I U.4S I T\1r16 - 0.61 I 0.62 0.81 Q.61 j T ;:'16 0. For S1: 1p oundria_.. - i 75 - U. \: r:... 0.43 I 0.47 I 0. . ?Model 20 j ( h ' :: 792 473 I X09 I S3 cl, I T he I:n_ uh of p!z:c -cf: rs to -.:,: dlrn.tnsion : f the longitudinal axis Of th. arca o:`th.- p!ate from \chitil the 2 ID: 2 \'I$L'3! ex^.lan2:ID D!ut. t:eth \cere shear. -d during niat.- iabrica;ion. Se.- F:=:: ; i ALLOWABLE LATERAL LATE :AL LOAD ADJUSTMIENT FACTOR, OR, FOR f.1'DD=L 20, TY,"IE,;.NJ ,_'%'16 METAL CONNECTOR PLATES INSTALLED VJITH SINGLE -PASS ROLLER PRESSES • I RJLLER PRESS DI AMETEP. (inches) TABLE :-ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TV,'16 MIETAL CONNECTOR PLATES Di=.ECTiO.': 0= LOAD Y,:TH RESPECT TO LENGTH OF Pt.ATE I DIRECT! ttOF LOAD WITH RES°ECT TO LENGTF O. PATE o.sa C 3' 63 I 90' 1 12M 1 t50' I C` I 3C' CO' I SY I S2C` ( ., PLAT= "!ODE!. LOt•fA5_E SHEAR LOAD toouneseline 0.7o a: =r in:h per pair o' plates) SHEAR LOAD EFrI0I=NC1' PATIO I T\1r16 j !-C'9i j I.G=; 1.44i I 1,085 943 I 789 _11': 0.61 I 0.62 0.81 Q.61 j T ;:'16 4 : I 5:- I.046 j 616 I 673 630 j 0.59 j 0.6.7 0. 73 I 0.43 I 0.47 I 0. . ?Model 20 j ( h ' :: 792 473 I X09 I S3 G .9 - 6 0 7; I ( 0 i ALLOWABLE LATERAL LATE :AL LOAD ADJUSTMIENT FACTOR, OR, FOR f.1'DD=L 20, TY,"IE,;.NJ ,_'%'16 METAL CONNECTOR PLATES INSTALLED VJITH SINGLE -PASS ROLLER PRESSES • I RJLLER PRESS DI AMETEP. (inches) I o.sa Doss ` j 0.49 I Q.02 I C 09 0.7o tic !u: b.c s :_i:s specify_ E:21 i:\ of0.49 2ppii.s to all Nvo-d O ; VPIu. for the iumber sp.;i.,'sp._ii.c ._\it\ 0.r 0.50 2ppli:s t0 2!1 lumbar s,.:ies combinations -ith published avvag^ sn:ci.s combing:ions \city publish. -d ever"c sp --ific 0(0.49 0. 10N.,.. L' sp:cific of 0.50 or. : are applied directly to the bo;,om chord members of the wood truss. The base ply is applied perpendicular to the trusses and is attached to the wood chord members with 11/4 -inch - long (31.8 mm), Type S drywall screws or 17/8 -inch -long (47.6 mm), 6d cooler or box nails, spaced 24 inches center. The face ply is (610 fim) on also applied perpendicular to the trusses with side and butt joints staggered 24 inches (610 MM) from the joints of the base ply. The face ply is attached to the bottom chord members with 17/, -inch-long (47.6 mm), Type S drywall screws spaced 12 inches (305 mm) on center, or 23/8 -inch (60.3 mm), 8d cooler or box nails spaced 7 inches (1 78 mm) on center. Additionally, 11/2 -inch -Ion T ype G drywall screws are installed 3 inches (76 23mm mm), the face ply butt joints and are spaced 12 inches (305 morn m on center. Face layerjoints and screws or nailheads are cov- ered with joint compound and are taped. 2"6.2 Assembly No. 2: See Figure 7 for details. 2.6.2.1 Trusses: Wood trusses are labe d Joists°, and must comply tivith evaluationreport ER • Overall minimum truss depth is 7 103/ 368inches (273 mm SpaceJoist trusses are spaced a maximum of 24 inches (610 MM) on center. SpaceJoist trusses must have SpaceJoist Metal webs having minimum 5/l6 -inch -long (8 mm) teeth. The continuous portion of the metal web member of the Space - Joists must be located at th te bottom chord, and the b,-eak in he web member must be lo- a'ed at the top chord. Splices in the botto.n wood chord member are permitted provided the occur outside the middle third of the truss span. See ER -3687 for details of the Trusv:al S y - paceJoist. t tits firE:-rGSislive assem: !q using 7 ruswal Slr ce,loisls re - inch factory -installed TrusGuard'-, a tJo. 30 toe inch (0.33 mm)] steel channel, attached along G 0.013 length of the bottom wood chord member of the truss TrusGuard is attached to the bo, chord with metal connec_ ress ct or p._ les p through li,: s in ih -frusGuard must o ,, i•- I charrnca. Ib tlpr:S and ccu l n1 -`,2l COnnectoi ' 'e mus, be lapsed a minimum 1 P,a` mm). o. 6 inches (305 2.6.2.2 Roof-FloorShe2thing:Fl.00rorroo sheathing shall be mini lun 23/32-ir)`ch-thic : i 8. Ply' .'ood with exterior glue. ( 2 mm) tonyue_and oroove di0U!2r to trusses, and9 end Long edges are installed perpen- 4 feet 1 Joists are staggered a minimum of ( 19 mrn). PIY ood sheathing is attached v;iifl mini- mum SJ ring-shanked nails with spacing in accordance with Table 23 -I -Q of the code. F;/ _r:n it o, adhesive is applied to the too cho.d o thm trusses bead ol'AFG-01 Ply''vood 9root'es before insial;ation of sheathing and in the A single layer of minimurn 23/32 inch thicF: tongue -and -gr structural wbp o (18.2 mm) layment, havin 1 b2Sed sheathing under - (5 a min' f3z).- span rating of 24 inches h -2a mm), nay be used as an alternate to the hVs sheathing. plytivopd -2.6.2.3 Light-weiaht Concrete Floor Toppin Op'•ional perlite or vermiculite 9 (Optional): a9? -elate or gypsum concrete ma>' be Pace on tpp of the %...z;bd sheathing without affecling the f!re- Sistive rating.F:tini, is 3,.Ino9 h ;'umthici:nesso`theco,ncreiefill (i nm). ; p,2stic o. caper vapor retarder s be d COP:ac_on the %rood shea'-ninc befbhould ,e placement o,` th= , O.(ia` =til (ER 4147) and G r : ete (-R 3433) may be P!^ced on the Mooring Ins. provided the top ;n.`-:^ res!stn'e rag_ evaluation re P is i..,,bl!ed i, accordance v:ith its Port. ER -1607 2.6.2.4 Strongback Bracing: 2 -by 6 grade -marked Bracing must be d lumber oriented verticallyminist b - installed perpendicular to trusses on maximum 1'0_f001 must be MM) centers. Braces are attached to each truss v; th 1(3041c mum of three 10d nails. mini. 2.6.2.5 Ceiling Membrane: One la erof-5 /&-inch thick MM), USG, Type C wallboard is applied directly to the bottom chord members of the wood truss. All joints must be (15 with minimum.31/2 inch wide (89 mm)'steel channels orv;ooc members. All wallboard edges are attached to the wood chord members or blocking with 15/8 -inch -Ion Type S drywal,, spaced 8 inches (203 mm) oncen era Wal)- boardjoints and screws are covered withjoint compound and are taped. 2.7 Identification: Model 20, TVJ18 and TW16 plates are embossed with the identifying int rksthe"TW20 ^"TW18 ^and'•TW16 ^respectively, stamped into the parent metal.l 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSUTPi 1-1995, for the Model 20, TW18 and TW16 plates. 4.0 FINDINGS That the Model 20 TVY18 and Plates for wood trusses comply metal connecto- ply with the 1997 Unir"orrr, Building Code subject to the following conditions: 4.1 Plans 2nd hrricalcu atlons must h . trhnlitt^d tc: t!', ldiny ofiiciarl for the trusses using metal con- nector plates described in this report. 4.2 Model 20, TWIlBand TW16 metal connector plates are designed to transfer the required loads usin-, the design formula^ in /tt.''I/Tf'I i• i'a4';. / c:apy o; the ANSI!Tt'I 1-1995 standard must be supplied to the building department when this is requested by, the building official. 4.3 The aliowable loads for the metal connectorplates comply v:ith this evaluation report. 4.4 Metal connector plates are not permitted to be le - n mbers. knots occur in conneced wood truss 4•5 hiatal connector plates are installed in pairs on o-.- posite faces of truss members connected hnected by to 4.6 Trusses using metal connectorplates describe;; in this report must be fabricated by a truss fabricat pproved by o - the building official in accordance v','ith Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this repo.; may be increased for duration of load in accord• 2nce with Section 2304.3.4 of the code. 4.8 Allowable loads shown in the tables in this repo„ are not applicable for metal connector plates ern - bedded in lumber treated v:ith fire -resistive che,n;- ca!s. 4.9 Yhere _ hour fire -resistive construction is r--- puired, refer to Sectio, h cation re ; ; , _ 2.6 0` this report, or to oeva - + —R-1352 o. -;:R- i 632, for description= o; code-c=h plying floo resistir ceiling oroof-cfreiling ve -2ssemblies. This repo;; is subject to re-examination in rivo years. • -- _ Ti'' -tai -"' a`",kAr3.'f L. :;' _ .. .. ER -1 60 1 19/32" =_ - --r- 12" Minimum r , -r— •I 4 T1/2" 112" 1. Minimum 19/32' (11.9 mm) thick T&G plywood 2. Minimum 12' (305 mm) depth Truswal FlorTrusT" truss spaced 24' (610 mm) o.c.'maximum 3. 2x6 strongback.bridging/bracing at'10'-0' (3048 mm) o.c. 4. Two layers of W (12.7 mm) thick, USG Gold Bond Fire Shield -) Type X vrall board For SI: I inch = 25.4 n;m. FIGURE SONE -HOUR FIRE ASSEMBLY NO. 1 (SEE SECTION 2.6.1 FOR COMPLETE DETAIL S) Ut1.2 -------------Nz - ----------- ------- `- _ " 23/32" 10 3/4" Minimum t 0 / 5/8" 1. Optional lightweight floor topping 2. • Minimum 23/32' (18.2 mm) thick T&G structural wood sheathing 3. Minimum 10'/.' (273 mm) depth TrLSv.'21 Sp2ce,loist-:S , truss spaced 24' (610 mm) o:a. maximum , 4. 2x6 strongback bridging/bracing at .10'-0' (3045 mm) o. c. 5. Factory -installed TrusG2rd ," No. 30 gage steal ch2nnel 6. One layer of 5/8' (i.5.9 mm) USG Type C v, -al: b:,a,d Fo: SI: I in:h =25.4 m n. FIGURE 7 --ONE-HOUR FIR= ASSEMBLY NO. 2 (SEE SECTION 2.6.2 FOR. COhiPLETE DETAILS) !LOAD LOAD IIIl1Ill _ _ LOAD ___ LDaD IIIIIIII --- _ - - ntultt LOAD pn!nunlnwunt LOAD IIIRIIIIIIIIIIIIII ununnitttlnnt _ _ LOAD AA ORIENTATION LOAD AE ORI=NTATION EA ORIENTATION FIGURE 1 —PLATE ORIENTATIONS EE ORIENTATION f`— LENGTH VIDTH 4 I _ _ __ ttlllllllllltlllltJl 3 =_ — _ _— ' IIlIIl1111 I1Itllllt Li 1IItIlIIIIi111IItIIII 0 0 R=_=_ PLA T, E ORIENTATION 90 DEGREE PLAN ORIENTATION FIGURE 2 — PLATE WIDTH and LENGTH ! LOngi; in01 Axis I 1 I C C +I C I ! C t o C I C C C C C C C C C C. C C C' r- -= Qi_:n = 3 C C C C C C C C Of toclh: hC C sp.rct rc:G:1On or C: O Oalnc telt' "5 Degrees ./r 'O :hr b_se C' t-ne tooth t>:o: "o—Y =o: S1: I in:n = _':.4 rnm. / FIGURE ?—TRUS4't'AL- WME CONN=CTO ODcL n and - R PLAT I_onoitupinnl Axis 2 1/ ! .' 1 1/4' f O -1 O C ! O c O vid I C=) J I I LI t I 5/2' rr// I • 'i;) of • :00th nos c s rc1 1 rototion of epproYi.nc-eiy 1, 1 42 degrees .fir to — bese of tn. tooth (1101 snc..n). ENLARGED TQOTH D=7A1L Fo: SI: I inch = 25.4 mm. FIGURE t _T,RUSWAL TVv 16 CONNECTOR PLATE I ! I FIGURE -r -HEEL JOINTS TO WHICH THE REDUCTION FACTOR, Hq, APPLIES CH -1 soy 1 E0)2Gr GTV -e,-OMAi lLT7-0,Aj -p S S A4 AY,, UP JTF` - 12- DS of AIA -IX, SY E -AI - . 3(,S PL -F- t4oP---ca-. 'b2 f = 7 30 2 132At- ` CSF ,vor Z4 o:c,. • ; AT 2A Ls, A 2-1 I.NT 0.)J (t3Y o s A34 -r/ ss , Wit} .B t Q_, El Z 2-1 DV(ZNTsON z7,%9 ` J,4 AU E TB : ? C P. U. Box 47.3 - Tho:;.sar, d Palr..-: ;, -A 02276 Architects- Phone (760) 343=00!2 fax (75G) 343-3637 ALTERNATE FRAMING OE7A:L AROUND 3(rACCESS TYPICAL ROOF TRUSS LAYC1Lrr ED ^.c? \ i F\'Obcrf Afcumbrac I-No.C-10381 1 j gEN.812001 r 24 24 TRUSSES WILL SUPPORT HALF OF r,, ON CENTER SPACING ON EACH FACE. THEREFORE. TRUSSES SHovm NOTL REFER TC APPROPRIATEENGINEERING DETAIL FOR WILL SUPPORT TON ONE FACC AVD 15- ON OTHER TRhS n'ES DESIGNED "OR OVERSPACING. FACE RESULTING INA NET SPACING Of- 24- oc ADJU='O ROOF TRUSS LAYOUT A "r191c rrlomber —r•1cn (rct 24- o.c.) _L 24- 1 24- 19- A Section Aq C'I-N`i(A!_ f 10'I GS• unless uU,onvlso toted: t DosrJn'to suPPOrt bads as shown. 2 0o11,;n assumo: V,o lop and bottom chords to bo latoraly tuuccd at 2'-0. 0.c. and at 12'-0- O.C. rnspoctivoy. 0 Impact 5rldolno or Iat0r2l bracln9 roCom- mcndod "c; r. shown + 4, 4 Instaaa:;Qn of tru3., is U11 rospon3IWd y «Iho r0- sPat" contnteor. 5 011911 axsumcs truuos Wo to to u30d In a port 0( u1cvc anvL^prynont, and aro for -dry condiUon- ause. G 0011.2(1 assumos full 1warin9 at aY WpporU shown, Shkn or w•od9a L' necessary. I7 Doslon asoma' adoQu-sto draln000 is providod. a PWo3 shall b0 10c=sod on both 12003 of tru13, and Ptacod so tholr ccntor Ilncs coVwlda with John ccmcr Inas. 0 Olohs lndlcatc slzc of plate In Inrhos. 1 0 For bask dcs122n vakro3 of tho CornpuTrus Plato lndicatod by tho prt(iz-C-• soo I.C.0.0. R.R. 421 ; , 11 The CompuTrus Net Sodbn Plato h hdleafod by the Prtflz'CN', Vic dcil,2nator (10) )ndkatos to 9a. Ladder Frame L3clWe0n trusses with 2x4 at 4a- O.C. DO TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAK(719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, provided thbt the following statements are true: e Ceiling loading is 10 PSF or less. e Trusses are spaced. 24" o.c. or less. 0 False Frame verticals are spaced 6'-0" .o.c. or less.. O No additional point loads or uniform loads are present on the false frame that would cause the'loads to exceed 10 PSF for any reason. 0 The joint(s) to repair does not have a support bearing directly underneath the joint. There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. The joint fits tightly (within all TPI tolerances). 0 All lumber in the false frame is 2x4 or 2x3. Repair as follows: 1. Cut a M," CDX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one face of truss has missing plate, then gusset is required on only that face. If both faces of the joint are unplated, then the gusset is required on each face. 3. Use (3) 8d nails into each member, from each face (see detail below). Typical Joint False frame refers only r To non-structural members -(zero design forces). .._. 4 >i r / / STANDARD BOTTOM CHORD FALSE FRAME DETAILS THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD - LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS N6iFn riN Tutc cu , d DO NOT USE THIS DETAIL FlrMIOR . BLOCKV[1 STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). DO NOT F;7. BLOCK OVERLAP 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. 5. TOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. PARTITION WALL 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-O"). SUPPORT (NP.) 8. FALSE FRAMES ON CANTILEVER SECTIONS OFA TRUSS. 14 el 3 A13M .. -SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL - USE #2 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORCS - USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT V-0" O.C. MAX., OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORDL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). - USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH VERT 1C L WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. - IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). APPLY REQUIRED BRACING (SEE BELOW). - OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MA ,X. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES OR FLA BOTTOM CHOR SECTIONS OF A TRUSS . "LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUM -3 -ER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT IN NO CASE MAY THE BRACING EXCEED 10'•0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFER TO SPECIFIC TRUSS DESIGN: TO DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHCRD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHCU_D ALSO BE APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IF THERE IS A70 SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. „ACING MATERIALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THF , ► 0 SYSTEMS r _' IrlC; I MUSS DESIGN IS SEPARATE FROM THIS DETAIL USE #2 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WE13S - LOCATE VERTICALS AT 6'-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK) MAY USE A 12" LONG 7/16" PLYWOOD (OR OSB) GUSSET AND 8d NAILS @ 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. 1F NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 12" LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). 1' APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES OR FLAT BOTTOM CHORD SECTIONS OF A TRUSS . NOTE: FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDIIIONS— ACING REQUIREMENTS MAY CHANGE BASED ON THE NFw I=QAnec--i r .,,,•,., I__ SHOWN ONLY. IT IS NOT INTENDED TO REPLACE O S TO THE APPLICATION UPERCEDE ANY DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING D THE G ES GNER.SITI13 ERS TO VERIFY XE ADEQUACY OF THIS DETAIL N RELATION TOIANY SPECILITY OF FIC PROJECT, AS TO ITS APPLICATION AND NTEN- APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTE-y;S ASSUMES NO RESPONSIBILITY FOR TI OR WORKMANSHIP QUALITY L 1 JI DATE: 901/99 I REF: FF -1 RECOMMENDED, CONNECTION DETAILS THESE DETAILS ARE INTENDED To' SHOW jMINIM UM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS'DO NOT. REPLACE OR SUPERSEDE ANY DETAILS MJTIOSPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR 'u HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- J NS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIMT THE APPROVAL OF THE PROJECT. ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A t—> Q •'STUDS @ A L 16" 0. c. (TYP.) '.BLOCK .-- TOP PLATES g0 TO BOT CHORD SECT: A -A TRUSS (TYP.) PROCEDURE:. 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1.-jr)d C01',1`iON NAIT.,. G PL ACL; NEXTBLOCY. AGT lNS'1' '.i'ttUSS AND REPEAT STEPS 1 'THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH_S'IMPSON A35F (OR EQUIV..) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS 'X' BRACING ,•B.C. OF TRUSS OR ` END VERTICAL RUN THROUGH TO BEARIN WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMt-fED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL, 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A biAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS BOT CHO!tT, B 2X, OPPLATE -'iti` SECT. B 1-16d CO_-_MON NAIL OR SIMPSON STC (OR EQUIV.) TRUSS CLIP ILE NO. CD -1 'DATE: 9/10/92 REF.: ' DES. BY: L.M. CK. BY: E%p. 12.'3_'02 WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH 2X SECT. C I C I TOP PLATE 'n 1-16d COMEON NAIL OR. 24" O.C. SIMPSON STC (OR EQUIV. (T_P.) TRUSS CLIP ®lom® TRUMM s®,&®®Asysrms TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598_8463 1/10/01 Users of Truswal engineering: CO01003160A The TrusPlusTM engineering software will correctly design the requirements for permanent continuous lateral bracing (CLB on me which it is required to reduce buckling length. g location from Truswal will show the required g Sealed engineering drawiners gs for for each me q number and approximate locations of braces tuber needing bracing. In general, this bracing -is done b using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the y edge of the member) runnin top or bottom g perpendicular to the trusses and adequately designed, connected and braced to the building per the buil ANSI/TPI current version). The following are other options (when gCLBrg ac (See not possible or desirable) that will also satisfy bracing needs for in " bracing is members (not building system bracing): individual 9) 1. A 1x or 2x structurally graded "T" brace may be nailed flat to the edge of the, member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if twn braces are required. The -I- brace must extend a minimum of 90% the member's length. of 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the memb . - nails at 8" O.C. if only one brace is required, 1orfmay`Ibe nailed 01 o l,u>, oth faces of the member if two braces are required. A minimum to 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members -length. 3. Any member requiring more than two braces must use perpendicula bracing or a combination of scabs and "T" r approved method, as specified and approved bbraces, or any other y the building designer. EXAMPLES T_ B= E SCAB -- L Please contact a Truswal en`oineer if there are any questions. 2. c:1.IscElcelwil,. rdlbrace-new.1cI ` PEAK PLATE: 3-4 (?x,I) 5-5 (2xG) G -G (2XII) MAXIMUM 1'.-0- SAVE WITH G' -O" MAXIMUM BLOCKS.101 32"o.c. OK.2'-O' SAVE, BRACE SPACING MAXIMUM, W171 -1. 4x2 #2 OR BTR. OUTLOOKERS CUT IN -I-0 GABLE 3 2'o..c. li 2x4 #2 MINifvIUM CONTINUOUS I II STRONGBACK BRACED TO ROOF STRUCTURE AT 6'.0- MAXI -MUM. STRONIGBACK AT; 2x4 STRONGBACK BRACED 4'-I0" CLEASPAN. '70 MPI -I AT EVERY 6'-0' MAXIMUM 1.5-3, TYPICAL 4'-1.5'CLEARSPAN, 00 MM -1 2x4 BRACE CONNECTION MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24-o.c. WALL BRACING PER BUILDINGI it HEEL PLATE: 3-4 (2x4) M L 5-5 (2x6) 6-6 (2X[J) 10C SPLICE; 3.4 (2x41 5-5 (2xG) CONTINUOUS LIEARING WALL 2x4 CONTINUOUS BACKING 6-0 (2xB) A I WITH I Off NAILS AT 24' ox. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL 11EQUIREMENTS SHOWN) MAXIMUM 40 PSF LIVE LOAD.. SHEATHING TO GABLE2.x,; SOLID BLOCK ;KITH 3. 1 Gd NAILS Od A u.c. . T G" GABLE STUD 00 MPII WIND EXPOSURE C. Eq. --ND AND Od NAILS 1-110M S14CATI-IING LESS THAN 20'-0' WALL HEIGHT. TRUSS, Od AT 6' ox. TO '.3LOCK AT 6^o.c. 1-16d 16d AT 24' o.c.. BRACING DETAILS I A NOTCH x 32- o. 2-i6d' Gd / SOLID BLOCK AT 12-1 6d WITH 2-16d TOE- 24'o.c, 2X4 BRACE NAILED EA. END '2,115IJ WITH 4-1 Od NAILS % %PACING DATE rC WARNING Read all notes on flits sheet and give a C'Ojr)y of it to IJ Er rfif , c Contractor. 2/11/99 .el This a6alip, ;.s lot an individual bijad.nu con puncm. 11 has been based un sp,,c 44 44one XCEVI(I.I.C. flip C."c"T —5.0,15 of TPI and AFPA riesign s:aitoarjS. No cllug, XP i:V . a:n lit".11 11' .. 11 In Ihns TRU' 10 Im —.1ma by This compo" and1or building les -tinct print to tutir.asion, if,,! bud 11 s a 11.5 de.sign meet assumed 11, . d 1. I'm Oku"a C a b It's, e,ceod file ioao.ng isndo.ea by Inc local I)u,IJ,nq cocie. if is q,d naic, at id fit 111,ol slipaih,nij and fit, bottom Chord i. lainially ,jaCed by .1 n is lot lateral wpi,cin of components moinucis only lumd-o Nursling lc.g,t,. Thif. cpmpunnnl 51,11 11 m7r, 1 71 1 QVANWJj SMC, ra'n- - I I c I slurs C .in,t of Ilio wood cicce i 19,; an wot cause cn,nic toi plain coS. a I n 'YfI('/SC0PPCAAIICI -TnUSC0m,AtUAL'IiyI,iswAl. OUALlrycolil 'AJI0 FO TEOVl(.11) IIIII-SISF - (03TI10). 'HAtjULINC, INSTALLING Asia UnACING METAL NAIL CONNECICT) WOOU tIIW;'-;ES u :I' 5111 %t-u1'i situ r, by rpi 71to TitwUrrvc,53119. Tho Ar, and (AFPA) is located at 1250 conneoscut Avu. NM/. Slu 200. Wa,,riaitilon. UC .0036. NOTE: Vcnl Ulocks may be omillcu where no vent is required. D-]9, T-79 D-]9, T-]9 Varlca 10 suit vent or outlooker Cutout for 2x9 laid nal s) Ali_Crnalc Sl"d ComleClion wit)%;il:.%l •s \t),P. Stud Conncclion f B - 19gu 4; )" Crownx 1 1/9"long -2,5,•': - T-31 or cquul Cutout for 2z9 laid flat P •(Spacing per b IldinC I ' 1x9 Add-on with 8d nails at (by builder) "OFF STUDICUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 9 O•UTLOOKERS DESIGN Foil TYPICAL CAULS CND TRUSS IZ K varies r n D-]9. T -J1 GAIILI: FIND TRUSS li -I'1 2-IGd nail 2-IGd nall5 TRUSS 2-16d nail/_ Truss Plalc Liu GABLE END BRACING D&t (to, Gable End Truss=Dy; 1'wn+AtcOnMnpialint Dale: 12/4/78 'ti'.•'nl«.. t'.•..1 ....,r.rq»..vu,..l trs.:..a.n»....%.......... .,............-.: 4n% . .r r. 'T : 1...0.x.1. ti,.lr.r:'Ivy.1T/.u.M..-.Ir.wlw.. w.%T.J{•.. M....-......... N%.IL"wy7:M ry e. 4C w1 1u.. .. .. r....a rV rn.a Re(:c j I.wwN►,r...-Pi:....0. r+.1. M..)1`..1T'b.y I.....0 TRUGWAL ANA11E1. R O N G L D [7)101' o. %C 1 0. nn. I. l .... nn , l.. f'`-?'\ Al1J ti 1 I 8 N O L n 4 O C V I % 0 I — 'n H r D-]9, T-]9 Varlca 10 suit vent or outlooker Cutout for 2x9 laid nal s) Ali_Crnalc Sl"d ComleClion wit)%;il:.%l •s \t),P. Stud Conncclion f B - 19gu 4; )" Crownx 1 1/9"long -2,5,•': - T-31 or cquul Cutout for 2z9 laid flat P •(Spacing per b IldinC I ' 1x9 Add-on with 8d nails at (by builder) "OFF STUDICUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 9 O•UTLOOKERS DESIGN Foil TYPICAL CAULS CND TRUSS IZ K varies r n D-]9. T -J1 GAIILI: FIND TRUSS li -I'1 2-IGd nail 2-IGd nall5 TRUSS 2-16d nail/_ Truss Plalc Liu GABLE END BRACING D&t (to, Gable End Truss=Dy; 1'wn+AtcOnMnpialint Dale: 12/4/78 'ti'.•'nl«.. t'.•..1 ....,r.rq»..vu,..l trs.:..a.n»....%.......... .,............-.: 4n% . .r r. 'T : 1...0.x.1. ti,.lr.r:'Ivy.1T/.u.M..-.Ir.wlw.. w.%T.J{•.. M....-......... N%.IL"wy7:M ry e. 4C w1 1u.. .. .. r....a rV rn.a Re(:c j I.wwN►,r...-Pi:....0. r+.1. M..)1`..1T'b.y I.....0 TRUGWAL ANA11E1. R O N G L D [7)101' o. %C 1 0. nn. I. l .... nn , l.. f'`-?'\ Al1J ti 1 Z11111111 — A DATE HIP FRAMING DETAIL 1/21/98 I. 2x4 POST ATTACHED TO EACH -TRUSS PANEL POINT AND OVEPJ (EAD PURI..1N. .2. 2x4/11 IIF OR#2DFPURLINS 4'-O"C.0 J. 2x'4 /if I IF OR H2. OF CONTINUOUS STiFFENER ATTACKED TO POST. 4. wrmuss Iii SETBACK FROM END .WALL AS NOTED ON TRUSS DESIGN. 5. EXTENDED END JACK TOP CHORD (TYPICAL) 6. COMMON TRUSS. 7. 11111" CORNER RAFTER. 8. 1 xj CONTINUOUS LATE7,A1. BRACING. 9. EXTENDED BOTTOM Ci:ORD. SECTION A LATERAL STABILITY OF P,001, SYSTEM IS PER BUILDING DESIGNER. 04-- E D SETBACK AS NOTZI:: ONT;7 )_SS DE N T;'.(JSS Dr-51G(Gt I IIP TRUSSES 24" C; C. (TYPICAL) af-LION 13 ADEQ C8R1\qg6*T1J, ' BY 0 TYPIC,). / WARNING Read all notes on this shoat and give a COPY Of /I to the Erecting Contractor. V" d:' an ol,-- based on speckAtIons pro-ued by In* And dery In C.,,enI,,,wsos%5 of TPI and AFPA desj. slj,,uj,Oj. NO dun. IIxwAcy I 0 DO vul-flu t' ?I co,npo on manutaclutos, ,%Lu? tju,D,,IV qj,,,U,,,f Is— to fatw l.on it.. u0j',,Q M.1 Me loasis v1su it I% o"u, 11, 1, lop q_j, Uj.pw)y D,Acby" 1-1 ul 11ps), sh sth.hq aow IF,* bottom chord ,s laterally t -C.0 by A .Vj Sh-th,.v uwe.' psn.-as. noted (U." vso.n a for wp,al juppoq OF components member dI 1-1. Comm of 111 SYMMS A A vvO*d --C-d IIY% AnWo, c,u.. pt, C.,,O,_ F.D,I.. Aet 111LISI-VAL SYSILIVIS corXIMAIK)PI "O'll" ".. 'WAI.'OUALI 1Y cots I nuL 5 TA11L)AAL) lOn ME JAL PLATE CONNEC TEO CIjIuA;ICV -:;! III, luflo-9 slanoatu.: 'Tnuscom MANUAL' by TIV w IhA iiil %:-oO I'u55C3*.- (mr-ae). 'HANOLING INSTALLING Alto urvono METAL PLATE CONNECTED wOOV mussfs . " tire 91 41.11,11,1A ty SNE T' by TPI. The Trutt PLO. lnslllWe (IN Is 10(100 At 583 0 Onolvio D—o. mau,LOn, w,SCwln w m The AmAvv:An Forw PIP., -IOCII: , (AFPA) To IocAjod at 1250 Connou-cut Ave. Nw, Sts 200. WAVU119ton, DC 20036. alNl SUPPORT REQUIRED EVERY 4'-0 MAXIMUM. 48" MAX BEARING SUPPORT FOR TOP CHORDS OF END JACKS B WHERE THEY CROSS 6UPPORTING MEMBERS, 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MA A TO THE SUPPORTING Y BE TOE-NAILEI ! MEMBER WITH (2)10d NAILS. TYPICAL END JACK WITH ; i 2. FOR REACTIONS GREATER THAN 3004, THE DETAILS BELOW MAY BE VARYING TOP CHORD j USED TO PROVIDE ADEQUATE BEARING SUPPORT. LENGTHS. j I 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL I I TRUSS DESIGNS. i I 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL HIP GIRDER (ONE OR MORE PLY). I ` CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE - HIP TRUSSES NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TOA HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS 0 2 WEDGE OR BEVELED TOP a PLATE UNDER JACK TOP CHORD END OF EXTENSIONS. LATERAL FOR WEDGE, USE (2) (RACE. 1Od TOE -NAILS EA. FOR CONNECTION OF (BRACE MAY TOP PLATE— NAIL W/10dOVERLAP WITH 6' O.C. INTO TOP LATERAL BRACE IS CHORD OF HIP GIRDER. BASED ON BRACE TRUSS CHORD - FORCES CETERMINED NAIL CHORD TO BY THE BUILDING FACE OF BRACE DESIGNER. WITH (2) 10d) )I NOTE: BEVELED LEDGER MAYBE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED 4 TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CCNDI AND SHOULD BE DETERMINED BY BUILDING DESIGNER. TIONS ` 'Q ` . 0 -;•: . J t.. THIS DETgIL IS PROVIDED AS A SUGGES'PED SOLUTION TO THEA ?PLICATION b. ` 1 ® nd ® SHOWN ONLY. IT IS NOT INTENDED TO REPLACE ORSU ; Jp ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESK•NERSITILRTHE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF': IS . / • %C? ` / p IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION 1ND 1INTENT jL,w.,m.% ®®®ga APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO r ` • ' i RESPONSIBILITY FOR FIELD INSPECTION OR WORKMA ` I ' - NSHIP QUALITY. TE: BEVEL CUT ON TOP CHORD OF TRUSS OR 'SECONDARY" TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. HJ -1 yr,. Y'+ ¢R+•+•vRT'Y•> 9 ..r: ':}. .fig - . DUTCH HIPSET DETAILS i R/ A x x . ` HI? S'.'SBti C E D ADk:Q::ATE'•3L4?:CER OR (2) 16e HAILS (Z) •Ibd'YAILS ,. "!'UE -NAILED 8 C RUSS"PU E OR (2) 16d HAILS (2) 16d -HAILS END -NAILED TUE-NAILED A - DUTCH HIP GIRDER B•- 2x NAILER (BY OTHERS) C - END JACKS D - CORNER JACKS = CORNER ,JACK B.C. WEDCES R BLOCKING FOR DIAGONAL BRACE - DIAGONAL BRACE JACK CPT1ON '1 JACK OPTION 2 DIAGONAL ERACES "X" AF,E F-EQUIR-ED AT CENTERLINE AND AT 10-0" 0.•C. FROM 'CENTERLINE. -s y BLOC}ING "R" IS REQUIRED FOR EACH DIAGONAL BRACE "X", ATTACHED WITH (2)16d NAILS, END NAILED INTO TRUSS TOP CHORD. LOCATE BLOCKING AT TOP OF DIAGONAL B34CE °i: Z AND IN BETWEEN NEXT TRESSES EACr. DiccCT"0\ (3 BLOCKS TOTAL) . BLOCK tf i1i m_ GFFSET FROM RIDGE, OR A DOUBLE BLOC:; I•_"•,Y BE USED TOPRO •iDE A FLUSH, FIT WITH F I sz'52 . DIAGONAL BRACE. 1 . DUTCH }:IP GIFJ)ER, J:ACi:S, ;AND. EIP_ F. ,FTEF RQUIF" S?ECIFIC DESIGN COt:SID:,...'.'IO::, 0= c j k• OTHER DETAILS NOT SHOWN. NA,ILIN , IS BASED ON At: 8'-0" M-kXIMUM SETBACK AIND $0 PSF !L4):IPti;t TOTAL LOAD, AND IS GOOD FOR ANY SPAN, ANY PITCH, AND A:;Y LUMBER SIZE AND MADE. CONNECTIONS -0 \ ~ WIND AND SIES`:IC LO.!,DS 0, THE BUILDING {UST BE DONE BY THE BUILDING DESIGNER. FILE NO. DUTCH HIPSET DETAILS DATE: 1991 REF., _ DES. BY: L, M_ • CK. BY: IT ADk:Q::ATE'•3L4?:CER OR (2) 16e HAILS (Z) •Ibd'YAILS ,. "!'UE -NAILED 8 C RUSS"PU E OR (2) 16d HAILS (2) 16d -HAILS END -NAILED TUE-NAILED A - DUTCH HIP GIRDER B•- 2x NAILER (BY OTHERS) C - END JACKS D - CORNER JACKS = CORNER ,JACK B.C. WEDCES R BLOCKING FOR DIAGONAL BRACE - DIAGONAL BRACE JACK CPT1ON '1 JACK OPTION 2 DIAGONAL ERACES "X" AF,E F-EQUIR-ED AT CENTERLINE AND AT 10-0" 0.•C. FROM 'CENTERLINE. -s y BLOC}ING "R" IS REQUIRED FOR EACH DIAGONAL BRACE "X", ATTACHED WITH (2)16d NAILS, END NAILED INTO TRUSS TOP CHORD. LOCATE BLOCKING AT TOP OF DIAGONAL B34CE °i: Z AND IN BETWEEN NEXT TRESSES EACr. DiccCT"0\ (3 BLOCKS TOTAL) . BLOCK tf i1i m_ GFFSET FROM RIDGE, OR A DOUBLE BLOC:; I•_"•,Y BE USED TOPRO •iDE A FLUSH, FIT WITH F I sz'52 . DIAGONAL BRACE. 1 . DUTCH }:IP GIFJ)ER, J:ACi:S, ;AND. EIP_ F. ,FTEF RQUIF" S?ECIFIC DESIGN COt:SID:,...'.'IO::, 0= c j k• OTHER DETAILS NOT SHOWN. NA,ILIN , IS BASED ON At: 8'-0" M-kXIMUM SETBACK AIND $0 PSF !L4):IPti;t TOTAL LOAD, AND IS GOOD FOR ANY SPAN, ANY PITCH, AND A:;Y LUMBER SIZE AND MADE. CONNECTIONS -0 \ ~ WIND AND SIES`:IC LO.!,DS 0, THE BUILDING {UST BE DONE BY THE BUILDING DESIGNER. FILE NO. DUTCH HIPSET DETAILS DATE: 1991 REF., _ DES. BY: L, M_ • CK. BY: I 1 . PRESSURE BLOCKING DETAILD JACK . UP TO 10'-0" AT HIP N0. 1 W TH CEILING LOAD OFT M CI-10RD - 51Sr PRESSURE BLOCK 3-lOd WITH 4-16d NAILS 3-10d 3-100 "RESSURE BLOCK WITH 4-16c NAILS .BOTTOM CHORD OF 2'-0" O.C. TYPICAL NIP N0. 1 TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. I WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-101d NAILS AT EACH END OF THE PRESSURE BLOCK. PLATE CODE SPACING DATE TW20 UBC NA 5/15/97 ° CA 3-10d HIP N0. 1 TRUSS S1DL VIEW r -U t ND JACK ( \ PRESSURE BLOCK 3-10d 0 3-10d ( O w n i; Irmic''OC ccO s E (On r411S If1n jSCC no I,, Iln` t/q 10aU5 Ur t1.11C0 IwIsI "" ll 11E Orr Ir. Uloo(."; nlpn 10 Ila OS llp g5rprr; lull tl, C lt;l l D 0, Ii UCSIG.I "Ill Un CrC1f0 1, IlliU I '111151v la olaICSISNO,ril i E 0 lnllU„al U 16 Irta UrrajUU1'U1nG CWCaOn if fl al'ya co willl irq CO^ l C+ v lOrl nrr l .Cl c"(CA( n/a P Ci 1'1[0. ' Ilrl •, 1111 •.fr U'4* fall llal 'IBI SPCC Ir ICall+ U[Sl i I' I. ` 'U55 °l a'! I r;l alrr ',PC i lla-.0 OIIalS .11a fill ll t 111`,.111 l"r, Ii .rI "O C ."'l"011(IU IUIIU 'l j 01114n.rI IC Ilrfor cu-11rV01/510y lc ""OUal In1111.1F 11 I.rI; prU,.gUlCS In•.Urri IIIICI 1 Irl r1011 C U flr S.. ll'.5 fllr. IrrG r, nG IrI rjol 1 u2uswn ;vslEr✓sCor;Q lr,i rY::i: .u;li.uiilw uliq':'w;I.apl"ILU wg11ITi";V5110 inUl'0'rlDr' li;i'p'."°'k'15 :' nOvj-(Cn(%,_U OR/1110N Ynq al'lal u. I'r 1115515 it„Ilrrc 1 n11 I0 ,, 1( ruu/llo'•r(f .,Cl iin'lu rr`:o1 nnctin,t 1V'r lu, IOCu Ii/r..in p'l.rrD. Cl U 1 •f 1111 1'll a•n7: Ur1 U UI UI, nC.CLU i r . lrrrin I'•p Ilq (.rOnUS L. Inll •14III:V Ii1C 110'r •/11111( IU115 •Iy Sl a ICa'ID•I COrnrl (IUP nlal Orr..l rll .ai vl; ''• U Pool •I •.l Oa IanCnIVIC( &NU UOnE S r0U1SIU1C utiul 15 pit SEOnlCa an ;r0 S1Ull n1 B u' pV3 SECTION.: MAXIMUM WIND SPEED IS 851APH. LATERAL LOADS IN LINE WITH THE 2-1 6d NAILS TOENAILED CAP TRUSS CHORDS HAVE NOT BEEN CONSIDERED. THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. I` ( 61 12 2x4 BRACE 2-1 Od NAILS j BOTTOM TRUSS ANY PITCH REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. No. -T) rz; Exp.12' 131iC2 CM - OF CALI 2X4 CONTINUOUS LATERAL BRACING APPLIED AT 24"o.c.4" CHORD/WEB SIZE ARE ATTACH EACH BRACE TO THE PER THE APPROPRIATE BOTTOM TRUSS WITH 2-10d TRUSWAL DESIGN. NAIL'S AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-1 Gd NAIL FROM EACH SIDE AT EACH INTERSECTION. CYL pea CODE SPACING DATE & 'WARNING, road all notes on this sheet and give a copy of it to the Erecting Contractor.' INS clesiun ir.!ofan Individual building component. It has been hasedon specificattonn. llin, by [no COmPOAPA f"nufaclute, anti dotle ;A accordance w::!i thr, current versions ot TPI and AFPA design S1.1"aalds. No roSponSit)il,jy,s A'de" A UBC 24"o.c. P-14 tb, ssulnell for tilmensiv .1 accuracy. Dannnstons are -30-98 e t Y [he Component manufacturer and/or building designer Prior lotabricalion utilized CA lli-- insign mem or exceed the loadinq Imposed by Tho iovalbudding code It,% assumed that the top Chonl is lato,ally braced by In- enol or llnot!naalh,ntj and tho bollorn 0101d IS IIlnfAIIY t)101t00 by rigid Sheathing material il-cily attachna. unlessoiheynse not Cd Gracing In, shown is 1 1 1-1:s,al svppnn of components mombnrs only to n,tI .,jCe hucHing length This Cill"PnAPM snap not be Placed many en%4,onnien, ma, CAP CONNECTION DETAIL MWIVAIIVA sysinvis I will Cause me rpislufl) COMIOnt 01the wood e-ceed 19% AhWar cause connector Plate corrosion. Fabricate. handle. install and brace this I I n,c danco -':.I In,, following standards: 'mLISCOMMANUAL'Ily ttiswal.'QUALITY contnOt. STAtIOAno ron METAL PLATE CONNE'CUTS'n IPLISSWAL Tr!;I .Mr COW017ATION 0 ED WOOD Tnt)S ---S' . (OST00) 'HANDLING INSTA LUNG Iv AND (XIACItIC METAL PLATE CONNECTED WOOD TnUSSES* - (1r10 -9f) and , " 0-9. SLIM. Ally SPHCT' t,y TPI. The Truss Plain Institute W 10"31"d at 583 D-O OO Onvir, M-1d,So,l. Wisconsin 53, l!) The Amenw. Fo,es; Anil CO Pa Per Asioci..:-On (AFPA) Is located at 1250 ConnOVICUI A,n. Mv. S .110 '00. Washington. UC 2001G. 4050 (4= s) 0 A — a .0-77- 1630- 1630 1630 24" P I ,✓cN • REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. (2) 16d TOENAIL CONT. 2X4 SUPPORT M.,iSS 72" O.C. TYP. 1630 P3260 1630 QS 1630 PIGGYBACK DETAI PIGGYBACK 3 ,1/2 X8"X1/2" PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END. 3245 (3 1630 SP3260 1.5X3 2X4 CONTINUOUS SUPPORT BRACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH (2) NAILS \\ L 'r Exp. 1 ;31J02 ATE SHOULDER DETAIL Job.. ame-, I,OT 87 TRADITIONS Truss ID: Al Q : 1 Drw : r., .r TC 2x4 SPF 1650F -1.5E' Plating spec : ANSI/TPI - 1995 This truss is designed using the • BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT,OF UBC -97 Code.. GBL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes _ Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT 01607. Truss Location = End Zone - Top chord supporta 24.0 " of uniform load Hurricane/Ocean Line = No,Exp Category = C at 16 psf live load and 14 psf-dead load. Bldg Length = 40.00 ft, Bdg Width = 20.00 ft • Additional design considerations may be Mean roof height = 16.81.ft, mph. = 70 required if sheathing is attached. - UBC Special Occupancy, Dead Load = 21.0 psf - Gable stud vertical members require lateral bracing (designed by others). perpendicular to the plane of the member at intervals. , Bracing is a result of wind 1-o—aa applied- L ARCHITECTS CERTIFICATION . to member. (Combination axial plus bending) . THIS PROFESSIONAL This truss requires adequate sheathing, as IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED designed by others, applied.to the truss face providing lateral support for webs in LOADS. THE INPUT LOADS AND DIMENSIONS WERE i the truss plane and creating shear wall PROVIDED BY OTHERS AND SHALL BE VERIFIED action to resist diaphragm loads.pip APPROVED FOR THE SPECIFIC APPLICATION ^NAL. - s , 4-2-0 2-8-0 2-8-0 2-8-0 2-8-0 4-2-0 6-10-0 9.8-0 12-2-0 14-10-0 ` 9-0-0 9-0-0 / 2 3 P S 6 7- 8 9 /0 400 4.00 11. 4-a 3-7-8t 1 - + 3-4 I0-6-8 BY THS pNgdr^fi ® 81®N EsROf'€SSl Joint Locations• 1 0- 0- 0 12 ,0- 0- 0 2 4- 2- 0 13 4- 2- 0 3 5- 6- 0 14 5- 6- 0 4 6-10- 0 15 6-10- 0 5 8- 2- 0 16 8- 2- 0 6 9- 6- 0 17 9- 6- 0 4-2-0 7 10-10- 0 18 10-10- 0 19-" 8 12-,2- 0 19 12- 2- 0 9 13- 6- 0 20 13- 6- 0' 10 14-10- 0 21 14-10- 0 11 19- 0- 0 22 197 0- 0 i SED AF? - 3-7-6 IO -51 Robert S. A Alcumbrac 10. C-10381 t N. 8/2001 t p`3Q Qll lsoo " - 12 - 13 14 IS 16 /7 18 19 10 - 1/_ 11 4-2-0 2-8.0 2-8-0 2-82-8-00 2-8-0 4-2-0 4-2-0 6-10-0 9-6-0 12-2-0 14-10-0 19.0-0 • 6/12/2001' tt TYPICAL PLATE: 1.5-3 "18" "H" 'Scali: All plates are 20 gauge Truswal Connectors unless preceded by for 18 gauge or for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT 114 =1" 4 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ti 4 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer . Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Com You Can Trussl Company P y is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 ❑. „ Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live .0.00 psf O.C.SpaCing • 2 0 0 " ? Thousand Palms CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI 1', 'WTCA I' - Wood Truss Council BC Dead 7.00 psf P Design Spec UBC -97 9 P r Phone (760) 343-3461 of America Standard Design Responsibilities,14ANDLTNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - . (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. - Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL .37.00 psf Seqn T6.2.6 - 0• Job Name: LOT 87 TRADITIONS Truss ID: A2 Qty: 5 Drw : ' MG X -IAC REACT 'SIZE REQ'D TC 2x4 SPF .1650F-1.SE Plating Spec : ANSI/TPI'-•1995 This truss is'designed using the 1 0- 1-12 • 703'3.50^ 1.50^ BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 18-10- 4 703 3.5011 '1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes 6/12/2001 Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Hurricane/Ocean Line = No - Exp Category = C 1-2 -1568 0.02 0.22 0.24 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1123 0.01 0.15 0.17 • r Mean roof height = 16.81 ft, mph = 70 3-4 -1123 0.01 0.15 0.17 a UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1508 0.02 0.22 0.24 TC Live 16.00 psf Bc FORCE AXL BND CSI ARCHITECTS CERTIFICATION A Company YCTI p youanrUSS 6-7 7-8 1387 0.21 0.18 0.38 1387 0.21 0.18 0.38 THIS PROFESSIONAL IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any LOADS. THE INPUT LOADS AND DIMENSIONS WERE WEB FORCE CSI WEB FORCE CSI PROVIDED BY OTHERS AND SHALL BE VERIFIED BC Live 0.00 psf 2-7 3-7. -385 0.24 4-7 -385 0.24 , 384 0.19 AND APPROVED FOR THE SPECIFIC APPLICATION , 3-7-8 3-4 Ios-s BY THg PRO,iECT DESIGN PROFESSIONAL. 4-11-99 4-6-7 4-6-7 4-11-9 4-11-9 9-" 14-0-7 19-" 9-" 1 9-" l 1 .3 4 S 400 -4 . 44 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.06" D= -0.08" T= - Joint Locations 1 0- 0- 0 5 19- 0- 0 2 4-11- 9 6 0- 0- 0 3 9- 6- 0 7 9- 6- 0 4 14- 0- 7 8 19- 0- 0 3-7-8 SHIP SED ARcy Tc ` Robert S. Icumbrac N - C-10381 N. 8/2001 b- 14' 6 7 8 9-0-0 9-6-0 9-0-0 19-M 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge,or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 114" = V - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 - P=1.25 - T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTI p youanrUSS is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fibricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSVTPI 1', 'WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (1-IH3-91) and UM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste goo, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 14' Job- Name: LOT 87 TRADITIONS Truss ID: A3 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 703 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 2. 18-10- 4 703 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT ()1607. Truss Location = End Zone noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC FORCE AXL END CSI -------------------------------------------- .Hurricane/Ocean Line = No , Exp Category = C ' O.C.Spacing 2- 0- 0, 1-2 -1524 0.01 0.37 0.38 Designed for 2.0 R lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1334 0.02 0.15 0.17 evenly along the top chord to the bottom Mean roof height = 16.81 ft, mph = 70 TOTAL 37.00 psf 3-4 -1334 0.02 0.15 0.17 chord at the bearings, concurrently with UBC Special Occupancy, Dead'Load = 21.0 psf 4-5 -1524 0.01 0.37 0.38 dead loads and 0:8 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. SC FORCE AXL HND CSI (each bearing). a 6-7 2169 0.30 0.13 0-.43 -------------------------------------------- 7-8 1571 0.22 0.10 0.33 - - 8-9 2169 0.30 0.13 0.43 - FORCE cwee FORCE CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION ' 2 -77 3-7 -350 0.0909 522 0.25 5 3-8 522 0.225 4-8 -350 0.09 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE - PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION MAX DEFLECTION (span) BY THE PRAdEGT DESIGN PROFESSIONAL. • L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.09" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 4-11- 9 7 6- 5-11 3 - 6- 0 8 12- 6- 6- 5 6- 4-11-9 4-0�4-6-7 44-11-99 4 144- 7 9 19- 0 4-11-9 9.6-0 14-0-7 19-" 5 19- 0- 0 9-6-0 9-0-0 / 7 3 4 S 4-4 SED ARC jy 1.5-3 1.5-3 N�j 3-7-8 3-7-8 RObert S. � SHIP Alcumbrac 3-43-4NO. C-10381 Io -5-s I0 -s 3.4 3-4 REN. 8/2001 CAb�F® R 19-0-0 6-06-01 6-5-11- 6-5-11 12.6-5 19-M, 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/4" _ V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB - T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.2$ utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf ' O.C.Spacing 2- 0- 0, Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSI/TPI I', '1vT'CA P- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97.' Phone (760) 343-3461 - (HB -91) and M-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 = 0 16' Job Name: LOT 87 TRADITIONS Truss ID: A4 Qty: 6 Drw : RG x=LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 . This trues is designed using the 1 0- 1-12 703 3.50^ 1.50 BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code: 2 18-10- 4 703 3.50" 1.50" WEB 2x4 SPF STUD ' MULTIPLE LOAD CASES. Bldg Enclosed = Yes utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI P y Loaded for 10 PSF non-concurrent-BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC -FORCE AXL BND CSI O.C.Spacing 2- 0- 0 Hurricane/Ocean Line = No,Exp Category = C 1-2 -1508 0.02 0.22 0.24 . Phone (760) 343-3461 Bldg Length = 40.00 ft, Bdg Width = 20.00 ft 2-3 -1123 0.01 0.15 0.17 THIS Mean roof height = 16.81 ft, mph = 70 = 21.0 3-4 -1123 0.01 0.15 0.17 PROFESSIONAL SSIONAL ARCHITECTS Special Occupancy, Dead Load psf 4-5 -lsoe 0.02 0.22 0.24 CERTIFICATION IS TO VERIFY THIS TRUSS BC FORCE AXL HND CSI TO CARRY THE APPLIED LOADS. THE INPUT LOADS 6-7 1387 0.21 0.18 0.38 AND DIMENSIONS WERE PROVIDED BY OTHERS 7-8 13137 0.21 0:18 0.38 AND SHALL BE VERIFIED AND APPROVED WEB FORCE CSI WEB FORCE CSI FOR THE SPECIFIC APPLI BY THE PROJECT DESIGN 2-7 -385 0.24 4-7 -385 0.24 PROFESSIONAL 3-7 384 0.19 .ON 44-11_9 4-6-7 4-6-7 44-11-99 4-11-9 9-6-0 14-0-7 19-" 9.6-0 1 9-0-0 r l 2 3. 4 3 . F-4.00 T 4-4 1 3-7-8 ` 3-4 I0-5-8 19-0-0 6 7 8' 9-6-0 9-6-0 9-6-0 19-" -MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.06" D= -0.08" T= - Joint Locations 1 0- 0- 0. 5 19- 0- 0 2 4-11- 9 6 0- 0- 0 3 9- 6- 0 7 9- 6- 0 4 14- 0- 7 8 19- 0- 0 0 AFR?r, 3a-8 SHI� " Robert S. Alcumbrac Io -5 NO. C-10381 \� EN. 8/2001 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by. "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 114"= V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ®' This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB ` R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI P y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf r Rep Mbr Bnd 1.15 P.O. Box 626 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install t . BC Live 0.00 psf O.C.Spacing 2- 0- 0 . Thousand Palms CA92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSI/TPI 1','WTCA I'- Wood Truss Council BC Dead 7.00 psf P Design Spec UBC -97 9 p . Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and WB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Al Job Name::hOT 87 TRADITIONS Truss ID: A5 Qty: 1 Drwg: IRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating Spec : ANSI/TPI - 1995 This truss is designed using the 1 O- 1-12 703 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 18-10- 4- 703 3.5011 1.50^ WEB' 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yea Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = _ End -Zone TC FOfiCE AXL HND CSI ---------------------------------------- - --- Hurricane/Ocean Line = No E Cate o C Exp Category = 1-2 -1524, 0.01 0.37 0.38 Designed for 2.0 K lbs drag load applied Bldg Length = .40.00 ft, Bldg Width'= 20.00 ft.. 2-3 -1334 0.02 0.15 0.17 evenly along the top chord to the bottom Mean roof height = 16.81 ft, mph - 70 3-4 -1334 0.02 0.15 0.17 chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1524 0.01 0.37 0.38 dead loads and 0 8 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. " BC FORCE AXL BND CSI (each bearing). 6-7 2169 0.30 0.13 0.43-------------------------------------------- - 7-8 1571 0.22 0.10 0.33 - 8-9 2169 0.30 0.13 0.43 ' WEB FORCE CSI WEB FORCE CSI - - 2-7 -350 0.09. 3-8 522 0.25 3-7 522 0.25 4-8 -350 0.09 THIS PROFESSIONAL ARCH, CERTIFICATION IS TO VERIFY,.T.HIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED MAX DEFLECTION (span) AND APPROVED FOR THE SPECIFIC APPLICATION L/999 1N MEM 17-8 (LIVE) BY THE PROJECT' DESIGN PROFESSIONAL. L= -0.0711 D= -0.091- T= - " Joint Locations 1 0- 0- 0 6 0- 0- 0 { 2 4-11- 9 7 6- 5-11 3 9- 6- 0 8 12- 6- 5 4-11-9 4-6-7 4-6-7 4-11_9 4 14- 0- 7 9 19- 0- 0 .4-11-9 9.6-0 14-0-7 19-0-0 5 19- 0- 0 9.6-0 9-6-0 1 2 3 - 4 5 -. 4.00 0 r. - 4-4 T Tr USED ARC,y T I 1.5-3 1.5-3 I 3-7-8 r 3-7-8 Robert S. SHIP Alcumbrac l 3-4 3-4 NO. C-10381 10-5-8 I0-5 3-4 3-4 REN. 8/2001 s Q• CAL\FC ' - 4 7 8 .. 9 - 6-5-11 6-0-10 6-5-11 6-5-11 12-0-5 19-0-0 -6/12/2001 `All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/4" _ T ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Eng. Job: .EJ. * Chk: SB WO: B1320 _ r 0" and done in. accordance with the current versions of TPland AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr• SB " are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads - T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P-1.25 A Company You Can'Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf P Re Mbr Bnd 1.15 P - " P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install0'._01 BC Live 0.00 psf O.C.Spacing 2- . ' Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANS VrPI 1','WTCA F- Wood Truss Council BC Dead 7.00 psf L Design Spec. UBC -97 - Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1-1I13-91) and WB -91 SUMMARY SHEET by TPI. The Truss Plate institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 = • 0 1.6' Job Name: LOT 87 TRADITIONS Truss ID: B1 Qty: 2 Drwg: RG X -Loc REA6x SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1=12 1896 3.50^ 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 8 2 22-10- 4 1896 3.50•• 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to 9-5-0 13-5.4 23-" - Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 9-11-11 13- 0- 0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. _FORCE FORCE AXL BND CSI Nail pattern shown is for uniform loads Loaded for 10 PSF non -concurrent BCLL. This truss is designed using the EJ.. 1-2.'-4453 ® 0.04-0.37 0.41 only. Concentrated loads > 350# must be Drainage must be provided to avoid ponding. UBC -97 Code. 2-3 -4184 0.05 0.62 0.67 distributed (by others) equally to each Permanent bracing is required (by others) to Bldg Enclosed = Yes 3-4 -4456 6.04 0.36.0.41 ply, unless nail clusters are shown ( ). prevent rotation/toppling. See HIB -91 and Truss Location =End Zone T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 2x4 continuous lateral bracing @24.0 " o.c. ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Hurricane/Ocean Line = No .Exp Category = C' A Company You Can Trussl BC FORCE AXL BND CSI attached w/ 2-10d box or common wire nails. 2 -PLY! Nail w/lOd BOX, staggered (NDS -97 - Bldg Length =. 40.00 ft, Bldg Width.= 20.00 ft noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 5-6 4146 0.31 0.35 0.66 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Mean roof height = 16.89 ft, mph = 70 BC Live 0.00 psf O.C.Spacing 2- 0- 0 ' Thousand Palms CA. 92276 r and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI 1% %TCA I'- Wood Truss Council of America Standard Design Responsibilities, T ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' UBC Special'Occupancyy, Dead Load = 21.0.psf . BC Dead 6-7 4168 0.31 0.13 0.44 - (HIB -91) and UM -91 SUMMARY SI SET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. ----------LOAD CASE N1 DESIGN LOADS --------------- 7-8 4149 0.31 0.35 0.66 TOTAL Dir L.Plf L.Loc R.Plf R.Loc LL/T Vert 60.00 0- 0- 0 60.00 10- 0-•0 0.5 WEB FORCE CSI WEB FORCE CSITC THIS PROFESSIONAL ARCHITECTS CERTIFICATION TC Vert 175.63 10- 0- 0 175.63 13- 0- 0 0.5 2-6 315 0.08 3-7 324 0.08 IS TO VERIFYr.T.HIS TRUSS TO CARRY THE APPLIED TC Vert 60.00 13- 0- 0 60.00 23- 0- 0 0.5 2-7 is 0.00 LOADS. THE INPUT LOADS AND DIMENSIONS WERE acvert 40. 98 0- o- 0 40.98 23- 0- 0 0.0 ..-.Type... lbs X.Loc LL/TL PROVIDED BY OTHERS AND SHALL BE VERIFIED TC Vert 299.3 10- 0- 0 1.00 AND APPROVED FOR THE SPECIFIC APPLICATION TC Vert 261.9 10- o- 0 0.00 BY THE PROJECT DESIGN PROFESS►ONAL TC Vert 299.3 13- 0- 0 1.00 TC Vert 261.9 13- 0- 0 0.00 9-6-12 3-10.8 9.6-12 9-6-12 ' 13-5-4 23-0-0 9-11-11 9-11-11 2-PLYS I 3 a . REQUIRED 4r Op 561# 3-0 1 3-9-6 k4l I0-5-8 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.12" D= -0.15" T= -0 27' Joint Locations 1 0- 0- 0 5 0- 0- 0 2 9- 6-12 6 9- 5- 0 3 13- 5- 4 7 13- 5- 4 4 23- 0- 0 8 23- 0- 0 a USED ARCh, T Robert S. Alcumbrac NO. C-10381 REN. 8/2001 23-0-0 9 4 7 8 9-5-0 4-0-4 9-6-12 9-5-0 13-5.4 23-" - 6/12/2001 -. All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = 1'_ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. a Eng. Job: EJ.. WO: 81320 ® This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads . T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFBcs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf Rep Mbr Bnd 1.00 - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 ' Thousand Palms CA. 92276 r and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI 1% %TCA I'- Wood Truss Council of America Standard Design Responsibilities, T ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' . BC Dead 7.00 psf Design Spec UBC -97 - Phone (760) 343-3461 - (HIB -91) and UM -91 SUMMARY SI SET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: SOT 87 TRADITIONS Truss ID: B2 Qty:' 6 Drwg: ' G X -LOC REFtCT SIZE REQ'D TC 2x4- SPF 1650F-1.SE Plating Spec.: ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 851 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. " 2 22-10-4 851 3.50" 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. _ Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC -FORCE AXL END CSI Hurricane/Ocean Line = No,, Exp'Category = C " 1-2 -1899 0.03 0.34 0.37 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1659 0.03 0.21 0.24 Mean roof height = 17.15 ft, mph = 70 3-4 -1659 0.03 0.21 0.24 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1899 0.03 0.34 0.37 BC FORCE AXL BND CSI , 6-7 1748 0.26 0.18 0.44 - 7-8 1199 0.12 0.21 0.34 8-9 1748 0.26 0.18 0.44 •_ ARCHITECTS CERTIFICATION WEB FORCE CSI WEB FORCE CSI THIS PROFESSIONAL THIS TRUSS TO CARRY THE APPLIED 3-8 466 - IS TO VERIFY LOADS AND DIMENSIONS WERE 3-7 466 o. is 4-8 -329 0.10 LOADS. THE INPUT BE VERIFIED ' PROVIDED BY.OTHERS AND SHALL FOR THE SPECIFIC APPLICATION AND APPROVED BY THE PROJECT DESIGN PROFESSIONAL -MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE)' L= -0.11" D= -0.14" T= - - Joint Locations 1 0- 0- 0 6 0- 0- 0 - - 2 5-11- 9 7 7- 9-11 5-11-9 5-0-7 5-6-7 5-11-9 3 11- 6- 0 8 15- 2- 5 4 17- 0-'7 9 23--0- 0 5-11-9 11.6-0 17-0-7 23-0-0 5 23- 0- 0 11-6-0 1 11 6-0 / 2 3 4. 3 ` • 4 • 4-4 ARCti/,, T as o Robert S. 'X 1.5-3 1.5 I -3 AlcumbraC 43-8 a3 8 SHI C-10381 No. I ' 3-4 10-5a 34' ,Io-5-81 a 2 REN• 0 ` 3-4 5.5 P Q SOF CAS-\ O 23-" 6 78 , 9 7-9-11 7-4-10 7-9-11 7-9-11 15-2-5 23-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a. copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB _ and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnc SB ry ' T R U S S R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads WO KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf . DurFacs L=1.25 P=1.25- ,, ' A Company You Can Trussl is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin . 2- 0- 0 +'f p 9 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVfPI 1','WTCA F- Wood Truss Council America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD - ' BC Dead 7.00 psf , Design Spec UBC -97 Phone (760) 343-3461 of TRUSSES' MB SUMMARY is D'Onofrio Fax # (760) 343-3491 _ (HIB -91) and -91 SHEET by TPI. The Truss Plate Institute (TPI) located at Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 87 TRADITIONS Truss ID: B3 Qty: 1 Drw : RG X -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 857 3.50^ 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. , 2 22-10- 4 857 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC -FORCE AXL HND CSI --------------------------------------------- .Hurricane/Ocean Line =No , Exp Category = C 1-2 -2038 0.04 0.66 0.70 Designed for 4.0 K lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1659 0.03 0.21 0.24 evenly along the top chord to the bottom Mean roof height = 17.15 ft, mph .= 70 3-4 -1659 0.03 0.21 0.24 ., chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -2038 0.04 0.66 0.70 dead loads and 0 8 live load. Duration . =1.33. Horizontal reaction = 4.0 K lbs. HC FORCE AXL BND CSI (each bearing). 6-7 3710 0.52 0.29 0.81 ------- ------------------------------------ 7-8 2714 0.38 0.20 0.58 ^ 9-9 3710 0.52 0.29 0.81 WEB FORCE CSI WEB FORCE CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION 2-7 -601 0,17 3-8 842 0.40 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 3, 7 842 0.40. 4-e -601 0.17 LOADS. THE INPUT LOADS AND DiMENSIgNS WERE ., PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION Max DEFLECTION (span) BY THE PROJECT DESIGN PROFESSIONAL. L/999 IN MEM 8-9 (LIVE) L= -0.11" D= -0.15" T - - - - Joint Locations 7- t 2 5-11- 9 7 9-11 5 11_9 6-6-7 6-6-7 55-11 g 3 11- 6- 0 8 15- 2- 5 4 17- 6- 7 9 23- 0- 0, 5-11-9 11 6-0 17-0-7 23-0-0 5 23- 0- 0 11-6-0 t 11 6-0 r a ARQ& 2-4 211 TF Robert S. 43-8 .4-3-8 SH AlcumbraC , `1 C-10381 3-8 3-8 NO. 10-5-8 10-5-8 3-4 5-5 REN. 8/2001 OF CSL 23-0-0 . - 6 78 9 : Y, 7-9-1Q 7-4-10' 7-9-11 ;. ^ 7-9-11 15-2-5 23-0-0 ! 6/12/20.01 All plates are 20 gauge Truswial Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1' WARNING. Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Eng. Job: EJ. Chk: SB WO: 81320 r ;r - r - and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions pBgnr: SB + TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUrFHCS L=1.25 P-1.25 A Company You Can Trussl P y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Re Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf p P P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 191/6 and/or cause connector plate corrosion: Fabricate, handle, install - BC Live 0.00 psf - O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUCPI 1% WrCA I'- Wood Truss Council CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec. UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE - (11111-91)and lUB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. 4 '-0 Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - " T- Job. Name: ,I OT 87 TRADITIONS Truss ID: B4 Qty: 1 Drwg: RG X -IOC REACT 'SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating Spec ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 851 3.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT_ OF UBC -97 Code. , 2 22-10-'4 851 3.5011 1.5011 WEB 2x4 SPF STUD - MULTIPLE LOAD CASES. Bldg Enclosed = Yes s f :. Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC _ FORCE AXL BND.-CSI Hurricane/Ocean Line = No,Exp Category = C' - 1-2 -1899 0.03 0.34 0.37 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Bldg Length = 40.00 ft, Bdg Width =' 20.00 ft 2-3 -1659 0.03 0:21 0.24 - Mean roof height = 17.15 ft,.mph = 70 3-4 -1659 0.03 0.21 0.24 ® UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1899 0.03 0.34 0.37 ,Z'- - •x i BC FORCE AXL BND CSI Dsgnr: SB 6-7 1748 0.26 0.18 0.44 ` are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 7-8 8-9 1199 0.12 6.21 0.34 1748 0.26 0.18 0.44HIS RY 7HE'�APPLIED. _ WEB FORCE CSI WEB FORCE CSI T TO VERI H S BUSS TO CARECTS DI F EADS TC Live ,16.00 2-7 -329 0.10 3-8 466 0.24 AND D THE INPUTHERS is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 3-7 466 0.24 4-8 -329 0.10 GADS. AND SHALL BE:VERIMENSIONS Rep Mbr Bnd PROVIDED BY OT SpEcIFIC AND PRCt=�S91®t��o 55-11-99 5-6-7 5.6-7 55-11_9 5-11-9 11.6-0 - .17-0-7 + 23-" 11-6-0 t 11.6-0 2 3 I S 400 4.00 4-0 MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.11" D= -0.14" T= -0. Joint Locations 1 0- 0- 0 6 0-'0- 0 2 5-11- 9 7 7- 9-11 3 11- 6- 0 8 15- 2- 5 4 17- 0- 7 9 23- 0- 0 5 23- 0- 0 L- ARC jy�T 4-3-8 Robert S. S Alcumbrac Io -5-8 NO. C-10381 REN. 8/2001 25' 23-0-0 - 6 7 8 , 7-9-11 7-4-10 9 7-9.11 s f :. 7-9-11 15-2-5 , 23-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. t Scale: 7132" = T :- WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ.. WO: 81320 , ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB ,Z'- - •x i and done in accordance with the current versions of TPI and'AFPA design standards. No responsibility is, assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live ,16.00 psf DurFaCS. L=1.25, P=1_.25 A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf Rep Mbr Bnd noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in arty .1.16 - ' P.O. BOX 626 environment that will cause the moisture content ofthe wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing " 20- 0 - : Thousand Palms, CA. 92276 ','W and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Tmswal,'ANSI/fPI IfCA 1' -Wood Truss Council � BC Dead 7.00 psf 4 Design Spec' UBC -97`' • ; Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 _ (11113-91) and WB -91 (TPI) at The Americin Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL - 37.00 psf Seqn T6.2.6 - 0 25' Job Name: ,4OT 87 TRADITIONS _ Truss ID: B4A Q 10 Drwg: RG X -IAC REACT.'SIZE REQ'D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This truss is designed using the 1 8-.3-12 851 3.5011 1.50" BC 2x4 SPF 165OF-1. SE ® at each location shown. Lateral bracing UBC -97 Code. 2 31- 0-`4 851 3.50" 1.50" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes Plating spec : ANSI/TPI - 1995 are the responsibility of the building Truss Location = End Zone TC -FORCE AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No Exp Category = C 1-2 -941 0.02 0.52 0.54 • MULTIPLE LOAD CASES. used for continuous lateral bracing on • Bldg Length = 40.00 ft, B1dg.Width = 20.00 ft 2-3 -955 0.01 0.48 0.48 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Mean roof height = 17.83 ft, mph =70 3-4 -1798 0.02 0.48 0.50 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf End verticals designed for axial loads only. Systems standard details. . BC FORCE AXL BND CSI End verticals that are extended above or 5-6 91 0.00 0.13 0.13 below the truss profile (if any) may require 6-7 1634 0.24 0.13 0.37 additional design consideration (by others) 7-8 1638 0.24 0.10 0.34 for lateral forces due to wind or seismic loads.on the building. WEB FORCE CSI WEB FORCE CSI 1-5 -808 0.24 3-6 -852 0.77 1-6 902 0.46 3-7 105 0.05 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 2-6 97 0.05 IS TO VERIFY THIS TRUSS TO CARRY THEIAPPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THR PROJECT DESIGN PROFESSIONAL. 3-4 5-7-13T 3-2-3 1 2-4 e 23-" 8-28-2_0 STUB s 4 7 8 - 7-$-0 7-6-15 8-0-1 V 7-5-0 14-11-15 23-0-0 7-5-0 7-6-1$ 7-5-0 14-11-15 1 2 3 4.00 4.00 r 4-4 8-0-1 23-" 4 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Eng. Job: EJ. Chk: SB Dsgnr: SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.09" T= - Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 5- 0 67- 5- 0 3 14-11-15 7 .14-11-15 4 23- 0- 0 8 23- 0- 0 16' ARCylT Robert S. A ' 1 Alcumbrac NO. C-10381 REN. 8/2001 6/12/2001 Scale: 7132" = V WO: B1320 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec UBC -97 ` Seqn T6.2.6 - 0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/rPI 1%'WTCA P- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofho Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 _ (HIB -91) and'HM-91 (TPI) at The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: EJ. Chk: SB Dsgnr: SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.09" T= - Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 5- 0 67- 5- 0 3 14-11-15 7 .14-11-15 4 23- 0- 0 8 23- 0- 0 16' ARCylT Robert S. A ' 1 Alcumbrac NO. C-10381 REN. 8/2001 6/12/2001 Scale: 7132" = V WO: B1320 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec UBC -97 ` Seqn T6.2.6 - 0 Job Name: SOT 87 TRADITIONS Truss ID: B5 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. G "x -IAC REAQT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Denotes the requirement for lateral bracing UPLIFT REACTION(S) ' .1 0- 1-12 638 3.50" 1.50^ BC 2x4 SPF 165OF-1.5E ® at-each'location shown. 'Lateral bracing Support 1 -296 lb 2 8- 4-'4 1158 3.50" 1.50^ WEB 2x4 SPF STUD systems which include diagonal or x -bracing This truss is designed using the 3 31- D- 4 848 3.50" 1.5011 Lumber shear allowables are per NDS -97. are the responsibility of the building UBC -97 Code. BC Live 0.00sf p O.C.$ acin g 1-6-0 p g- ' and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/PPI 1','WTCA I'- Wood Truss Council Plating Spec : ANSI/TPI -.1995 - designer. TruswalSystemsBRACE-IT may be Bldg Enclosed = Yea of America Standard Design Responsibilities,1iANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' UM SUMMARY SHEET by TPI. Truss Plate Institute is located D'Onofrio Drive, Madison, Wisconsin 53719. TC FORCE AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Truss Location = End Zone 1-2 -1325 0.00 0.63 0.63 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Hurricane/Ocean Line = No , Exp Category = C 2-3 -1080 0.01 0.63 0.63 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1157 0.01 0.52 0.52 Loaded for 10 PSF non -concurrent BCLL. Systems standard details... Mean roof height = 17.83 ft, mph = 70 4-5 -1929 0.05 0.55 0.59 Interior support or temporary shoring must Location of interior bearings should be UBC Special Occupancy, Dead Load = 21.0 psf be in place before erecting this truss. clearly marked on each truss. " Bc FORCE AXL BND CSI - .-------------------------------------------- . 6-7 1548 0.22 0.53 0.75 Designed for 3.0 R lbs drag load applied 7-8 1906 0.22 0.31 0.52 evenly along the top chord to the bottom 8-9 2642-0.37 0.22 0.59 chord at the bearings, concurrently with 9-10 2648 0.37 0.36 0.73 dead loads and 0 8 live load. Duration THIS PROFESSIONAL ARCHITECTS =1.33. Horizontal reaction = 3.0 x lbs. '(each ng) WEB FORCE CSI WEB FORCE CSI CERTIFICATION IS TO VERIFY THIS - ----- 2-7 _ 1003 0.30 4-8 71023 O . 87 TRUSS -TO CARRY THE APPLIED 2-8 3-8 1313 0.78 284 0.13 4-9 181 0.09 LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BEVERIFIED MAX DEFLECTION (span) AND APPROVED FOR THE SPECIFIC APPLICATION L/see IN MEM 6-7 (LIVE) BY BY THE PROJECT DESIGN PROFESSIONAL . L= -0.14" - T= - Lo Joint Lo ` 1 0- 0- 0 6 0- 0- 0 2 8- 3- 9 7 8- 3- 9 3 15- 7- 0 8 15- 7- 0 8-3-9 7-3-7 7-34 8=3-9 4 22-10- 7 9 22-10- 7 8-3-9 15-7-0 22-10-7 31-2-0 5 31- 2- 0 10 31- 2- 01 15-7-0 15-7-0 • / 2 3 4 S ,y 40 -4.0 4-4 T T SeD ARC/y T I 3-4 3.4 5-7-13 5-7-13 Robert S. SHIP Alcumbrac 3-4 1 44 NO. C-10381 t . =0 5 8 IO 5`:; S-8 1.5-3 H31 0 REN. 8/2001J 1: 31-2-0 6 7 8 9 10 8-3-9 7-3-7 7-3-7 8-3-9 8-3-9 15-7-0 22-10-7 31-2-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER 3 SUPPORTS Scale: 5132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnP $B are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 ; T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTI p youanrUSS is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 ^ noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the.wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00sf p O.C.$ acin g 1-6-0 p g- Thousand Palma, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/PPI 1','WTCA I'- Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 ` Phone (760) 343-3461 of America Standard Design Responsibilities,1iANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' UM SUMMARY SHEET by TPI. Truss Plate Institute is located D'Onofrio Drive, Madison, Wisconsin 53719. - Fax # (760) 343-3491 - (MB -91) and -91 The (TPI) at The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 33' Joh Name: 4OT 87 TRADITIONS Truss ID: B6 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TO 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 356 3.50" 1.50 BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing UBC -97 Code. . 2 8-'4-`a 1158 3.50" 1.50" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes 3 31- 0- 4 845 3.50^ 1.50" Plating spec : ANSI/TPI - 1995 are the responsibility of the buildingTruss Location = End Zone ' THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems,BRACE-IT may be Hurricane/Ocean Line = No', Exp Category C TO FORCE AXL BND CSI MULTIPLE LOAD CASES. used for continuouslateralbracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -344 0.00 0.63 0.63 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use. Mean roof height = 17:83 ft, mph = '70 2-3 -917 0.01 0.63 0.63 Loaded for 10 PSF non -concurrent BOLL. scabs or T -braces as shown on Truswal' UBC Special Occupancy, Dead Load = 21.0 psf 3-4 -914 0.01 0.52 0.52 Location of interior bearings should be Systems standard details. 4-5 -1766 0.02 0.52 0.54 clearly marked on each truss. Interior support or temporary shoring must be in place before erecting this truss. BC FORCE AXL BND CSI 6-7 259 0.04 0.26 0.30 7-8 - 269 0.04 0.23 0.27 8-9 1601 0.17 0.26 0.43 - 9-10 1605 0.24 0.11 0.35 _ THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE CSIWEB FORCE CSI IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 2-7 -1003 0.30. 4-8 -870 0.87 2-8 842 0.43 4-9 181 0.09 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 3-8 227 0.11 PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION int DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) ®Y TMPROJECT DESIGN PROFESSIONAL, L= -0.08" D= -0.10" T= - " - Joint Locations w 1 0- 0-.0 6 0- 0- 0 2 8- 3- 9 7 8- 3- 9 3 15- 7- 0 8 15- 7- 0 8-3-9 7-3-7 7-3-7 8-3-9 4 22-10- 7 9 22-10- 7 8-3-9 15-7-0 22-10-7 31-2-0 5 31- 2- 0 10 31- 2- 0 - 15-7-0 15-7-0 .. I '. 2 3 I 400 - -4.00 _ 4-4 F ARC 3-4 3 USED T 5-7-13 5-7-13 v Robert S. IP Alcumbrac 3-4 3-4I NO. C-10381 =0.5-8 TO -5 5-7 1.6-3 REN. 8/2001 w co: CA 1F®Q' 31-2-0 8-3-9 7-3-7 7-3-7 8-3-9 8-3-9 15-7-0 22-10-7 31-2-0 6/12/2001'-. All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER 3 SUPPORTS Scale: 5132" = V , WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 81320 r ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S W KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads O R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 pSf DurFacs L=1.25 P-1.25 A Company You CTI p y anruSS is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise a r noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead' 14.00 psf Rep Mbr Bnd 1.15 i P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANSI/IPI 1% %TCA I'- Wood Truss Council BC Dead 7.00 psf P Design Spec UBC -97 -' 9 P Phone 76O 343-3461 ( ) of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HID -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. ; t Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 18' Job.Name: LOT 87 TRADITIONS Truss ID: B7 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec :.ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1;12 228 3.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 8- 4- 4 -1364 3.50" 1.58" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to 3 31- 0- 4 791 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT (11607.' TC 24.00" 10- 7- 7 19- 7- 8 ' Interior support or temporary shoring must Location of interior bearings'should be This truss is designed using the TC FORCE AXL. BND CSI be in place before erecting this truss. clearly marked on each truss. UBC -97 Code. 1-2 285 0.02 0.38 0.40 2x4 continuous lateral -bracing @24.0 " o.c. Drainage must be provided to avoid ponding. Bldg Enclosed = Yes 2-3 495 0.06 0.38 0.44 attached w/ 2-10d box or common wire nails. Truss Location = End Zone 3-4 -912 0.01 0.28 0.29 Hurricane/Ocean Line = No Exp Category = C 4-5 -912 0.01 0.19 0.20 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6• -1441 0.01 0.18 0.19 Mean roof height = 17.48 ft, mph = 70 6-7 -1710 0.02 0.30 0.33 UBC Special Occupancy,.Dead Load = 21.0 psf BC FORCE AXL' BND CSI - 8-9 -236 0:00 0.23 0.23 9-10 166 0.02 0.26 0.27 •" 0-11 1122 0.12 0.26 0.38 ', 1-12 1568 0.23 0.15 0.38 THIS PROFESSIONAL ARCHITECTS Wee FORCE CSI WEB FORCE CSI CERTIFICATION . IS TO VERIFY TRIS TRUSS TO CARRY THE APPLIED 2-9 -456 0.15 5-10 -259 0.22 LOADS. THE INPUT LOADS AND DIMENSIONS WERE MAX DEFLECTION (span) 3-9 -1116 0.66 6-11 369 0.19 3-10 920 0.46 6-11 -319 0.11 PROVIDED. BY OTHERS AND SHALL BE VERIFIED L/999 IN MEM 10-11 (LIVE) 4-l0 -z9s o. iz AND APPROVED FOR THE SPECIFIC APPLICATION L= -0.08" D= -0.10" T= - @Y THE PROJECT DESIGN PROFESSIONAL. " - Joint Locations 1 0- 0- 0 7 31- 2- 0 2 5-11-13 . 8 0- 0- 0 3 11- 6- 8 9 8- 4- 4 5-11-13 5-6-11 4-0-8 4-0-8 5-6-11 5-1113 4 15- 7- 0 10 15- 5 19- 7- 8 11 22- 7- 0 9-12 ,5-11-13 11-6-8 15-7-0 19-7-8 25-2-3 31-2-0 6 25- 2- 3 12 31- 2- 0" 13-6-3 13-0-3 II 3 I 5 6 7` 4' 00 , 8-1-� -4.00 T 5-5 1.5-3 j ARPy�T� t 1.5-3 1.5- Robert S. 4-11-9 411 9 SHIP Alcumbrac a 3 �-5 NO. C-1038.1 1 �-5-8 5-7 3-4 REN. 8/2001 31-2-0 8 9 10 11 12 - 8-4-4 7-2-12 7-212 8-4 4 8-4-4 15-7-0 22-9-12 31-2-0 6/12/2001 ; All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted.. OVER 3 SUPPORTS Scale: 5132" = V - WARNING Read all notes on this sheet and give a copy of it to the Erecting. Contractor. Eng. Job: EJ. w0: B1320 ti ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mb► Bnd 1.15. noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19°/ and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0. _ t Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI 1%'WTCA I'. Wood Truss Council BC Dead ' 7.00 psf Design Spec UBC -97 e' Phone (760) ,343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Secin T6.2.6 - 0 18' Job -Name: L.OT 87 TRADITIONS Truss ID: B8 Qty: 1 Drwg: IRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1712 228 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: ' 2 8- 4. 4 1364 3.50" 1.58" WEB 2x4 SPF STUD . MULTIPLE LOAD CASES. max o.c. from to 3 31- 0- 4 791 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 11- 6- 3 19- 7- 8' - All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER 3 SUPPORTS Interior Support or temporary shoring must Location of interior bearings Should be This truss is designed using the WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TC FORCE AXL BND CSI be in place before erecting this truss. clearly marked on each truss. UBC -97 Code. Chk: SB 1-2 285 0.02 0.38 0.40 2x4 continuous lateral bracing @24.0 " O.C. Drainage must be provided to avoid ponding. Bldg Enclosed = Yee Y' ' 2-3 495 0.06 0.38 0.44 attached w/.2 -10d box or common wire nails. - Truss Location = End Zone A Com an You Can Trussl p y 3-4 -912 0.01 0.28 0.29 Rep Mbr Bnd 1.15 Hurricane/Ocean Line = No Exp Category = C 4-5 -912 0.01 0.19 0.20 - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 -1441 0.01 0.18 0.19 , Mean roof height = 17.15 ft'mph.= 70 Design Spec UBC -97 6-7 -1710 0.02 0.30 0.33 UBC Special Occupancy, Dead Load = 21.0 psf Fax # (760) 343-3491 BC FORCE AXL BND CSI Seqn T6.2.6 - 0 8-9 9-10 -236 166 0.00 0.23 0.23 0.02 0.26 0.27 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 0-11 1122 0.12 0.26 0.39IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 1-12 1568 0.23 0.15 0.38 LOADS. THE INPUT LOADS AND DIMENSIONS WERE NEB FORCE CSI WEB FORCE CSI PROVIDED BY OTHERS AND SHALL BE VERIFIED 2-9 -456 0.15 5-10 -259 0.22AND APPROVED. FOR THE SPECIFIC APPLICATION -1920 0. n6 PROFESSIONAIe. MAX DEFLECTION (Span) 3-10 6-11 -319 0.11 BY THE PROJECT BR®ION L/999 IN MEM 10-11 (LIVE) 4-10 -295 0.12 L= -0.08" D= -0.10" T= - Joint Locations 1 0- 0- 0 7 31- 2- 0 2 5-11-13 8 0- 0- 0 3 11- 6- 8 9 8- 4- 4 4 15- 7- 0 10 15- 7- 0 5-11-13 5-6-11 4-04 4-0_8 5-6-11 5-11-13 5 19- 7- 8 11 22- 9-12 i 6 25- 2- 3 12 31- 2- 0 5-11-13 11-6-8 15-7-0 19-7-8 25-2-3 31-2-0 11-6-3 11-0-3 l 2 3 4 s 4 7 .. 400 8-1-0 -4 .00 T 43-9 3-4 T >-0-5-8 T 4-3-9 SHIP _ _5 D ARCy c<` . Robert S. Alcumbrac NO. C-10381 18' - REN. 8/2001 3L-2-0 Q, 8 9 10 It 12 -. • - 8 7-2-12 7-2-12 8-4-4 - 8_" 15-7-0 22-9-12 31-2-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER 3 SUPPORTS Scale: 5/32" = V WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB Y' ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can Trussl p y is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any psf ~ P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install - BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSUPPI 1', 'WTCA I' - Wood Truss Council WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED TRUSSES' - (HIB -91) and'HM-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 18' Job Name: ,LOT 87 TRADITIONS Truss ID: B9 Qty: 2 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 4080 3.50•' 3.36" 2x4 SPF 210OF-1.8E 3-5 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 31- 0- 4 4080 3.50" 3.3611 BC 2x6 HF 165OF-1. SE MULTIPLE LOAD CASES. max o.c. from to 5-2-13 9-1-4 15-7-0 22-0-12 25-11-3 31-2-0 WE 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 9- 6- 3 21- 7- 8 Tc _ FORCE AXL BND. CSI Nail pattern shown is for uniform loads - Loaded for 10 PSF non -concurrent BCLL. This truss is designed using the 1-2 -10150 0.26 0.15 0.41 only. Concentrated loads > 350# must be - Drainage must be provided to.avoid ponding. UBC -97 Code. 2-3 -9853 0.23 0.18 0.41 distributed (by others) equally to each Permanent bracing is required (by others) to Bldg Enclosed = Yes 3-4 -11684 0.38 0.45 0.83 ply, unless nail clusters are shown ( ). prevent rotation/toppling. See HIB -91 and Truss Location = End Zone 4-5 -11684 0.38 0.45 0.83 2x4 continuous lateral bracing @24.0 o.c. ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Hurricane/Ocean Line = No , Exp Category = C 5-6 -9853 0.23 0.18 0.41 attached w/ 2-10d box or common wire nails. 2 -PLY! Nail w/10d BOX, staggered (NDS -97 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -10150 0.26 0.15 0.41 - ('HIB -91) and'HIB-91 SUMMARY SHEET Institute (TPI) located at D'Onofrio Drive, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Mean roof height = 16.82 ft, mph = 70' UBC Special Occupancy, Dead Load = 21.0 psf SC FORCE AXL BND. CSI ----=-----LOAD CASE #1 DESIGN LOADS --------------- 8-9 9571 0.45 0.21 0.67 Dir L.Plf L.Loc R.Plf R.Loc LL/T 9-10 9569 0.45 0'.20 0.66 TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 0-11 9364 0.44 0.19 0.63 TC Vert 145.63 8- 0- 0 145.63 23- 2- 0 0.5 1-12 9364 0.44 0.19 0.63 TC Vert 60.00 23- 2- 0 60.00 31- 2- 0 0.5 2-13 9569 0.45 0.20 0.66 BC Vert 138.98 0- 0- 0 138.98 31- 2- 0 0.3 3-14 9571 0.45 0.21 0.67... Type... lbs X.Loc LL/TL THIS PROFESSIONAL ARCHITECTS CERTIFICATION TC Vert 176.0 8- 0- 0 1.00 WEB FORCE CSI WEB FORCE CSITC IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED Vert 154.0 B- o- 0 0.00 2-9 2-10 249 0.05 -284 0.04 5-11 2503 0.63 5-12 1180 0.30 LOADS. THE INPUT LOADS AND DIMENSIONS WERE TC Vert 176.0 23- 2- 0 1.00 TC Vert 154.0 23- 2- 0 0.00 3-10 1180 0.30 6-12 -284 0.04 PROVIDED BY OTHERS AND SHALL BE VERIFIED 3-11 2503 0.63 6-13 249 0.05 AND APPROVED THE - 4-11 -1018 0.12 -FOR SPECIFIC APPLICATION MAX DEFLECTION (span) BY THE PR9JE6t DESIGN PROFESSIONAL. L/999 IN MEM 11-12 (LIVE) L= -0.32" D= -0.42" T= - Joint Locations 1 0- 0- 0 8 0- 0- 0 5-2-13 3-10-7 6-5-12 6-5-12 3-10-7 5-2-13 2 5- 2-13 9 S- 2-13' 5-2-13 9-1-4 15-7-0 22-0-12 25-11-3 31-2-0 3 9- 1- 4 10 9- 1- 4- 4 15- 7- 0 11 15- 7- 0 9.6-3 9-6-3 5 22- 0-12 12 22- 0-12 1 z 3' 4 r3 4 z 1 2-PLYS 7 31-1 2- 0 14 31-2- 0 REQUIRED 4.0 -4.00 33(W-4.00 3 0# . a-tu t.a-s -t T 3-4 3-4 T o ARC 37-9 3-12 3-12 -7 9 SHIP = C,cJ y/TF 0-5-8 =0-5 v Robert S. 2-4 3-4 7-8 3-0 2-4 Alcumbrac NO. C-10381 73' REN. 8/2001 31-2-0 CCM OO 8 9 10 11 12 13 14 5-2-13 3-10-7 6-56-5-1 2 6-5-12 3-10-7 5-2-13 5-2-13 9-1-4 15-7-0 22-0-12 25-11-3 31-2-0 w 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB S S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 'P=1.25 T R U W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Re Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf p P P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSIMI 1', 'WTCA F- Wood Truss Council 'HANDLING TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD by TPI. The Truss Plate is Madison, Wisconsin 53719. Fax # (760) 343-3491 - ('HIB -91) and'HIB-91 SUMMARY SHEET Institute (TPI) located at D'Onofrio Drive, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 . 73' Job Name: LOT 87 TRADITIONS Truss ID: C1 Qty:. 11 Drwg: RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 210OF-1.8E Denotes the requirement for lateral bracing UPLIFT REACTIONS) 1 0- 1-12 974 3.50 1.50 BC 2x4 SPF 1650F-1.SE ® at each location shown. Lateral bracing Support 1 -339 lb 2 14- 6- 4 995 3.50" 1.50" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Support 2 -318 lb Compan ACom an You Can TrussI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise , TC Dead 14.00 , Rep Mbr Bnd' 1.00 y 2x4 SPF 165OF-1.5E 5-3 are the responsibility of the building HORIZONTAL REACTIONS) TC FORCE AXL END CSI Plating spec ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be support 1 165 lb 1-2 -2292 0.15 0.69 0.84 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on support 2 165 lb r 2-3 -1021 0.01 0.48 0.48 MULTIPLE LOAD CASES. - trusses spaced 24" oc. Alternatively, use This truss is designed using the PLATE VALUES PER ICBG RESEARCH REPORT #1607, scabs or T -braces as shown on Truswal UBC -97 Code. ' BC FORCE AXL BND CSI Loaded for 10 PSF non -concurrent BCLL. Systems standard details. Bldg Enclosed = Yes' - 4-5 3033 0.43 0.48 0.90 End verticals.designed for axial loads only. Permanent bracing is required (by others) to TrussLocation = End Zone 5-6 -3500 0.49 0.21 0.70 End verticals that are extended above or prevent rotation/toppling. See HIB -91 and Hurricane/Ocean Line = No Exp Category = C below the truss profile (if any) may require ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft WEB FORCE CSI WEB FORCE CSI additional design consideration (by others) -------------------------------------------- Mean roof height = 17.52 ft, mph = 70 2-5 -894 0.24 3-6 -954 0.61 for lateralforces'due to wind or seismic Designed for 3.5 K lbs drag load applied UBC Special Occupancy, Dead Load = 21.0 psf 3-5 1896 0.27 loads on the building. evenly along the top chord to the bottom ----------LOAD CASE #1 DESIGN LOADS --------------- chord at the bearings, concurrently with Dir L.Plf L.Loc R.Plf R.L.oc LL/T dead loads and 0 8 live load. Duration TC Vert 60.00 0- 0- 0 60.00 14- 8- 0 0.5 =1.33. Horizontal reaction = 3.5 K lbs. BC Vert 14.00 0- 0- 0 14.00 14- 8- 0 0.0 (each bearing). ..Type... lbs X.Loc LL/TL ----------------a--------------------------- BC Vert 35.0 10- 0- 0 0.43 BC Vert 35.0 12- 6- 0 0.43 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS: THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED 7-6-9 7-1-7 AND APPROVED FOR THE SPECIFIC APPLICATION 7.6-9 14-8-0 BY THE PROJECT DESIGN PROFESSIONAL / 2 3 4.00 ss n364 35# MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) It -0.12" D= -0.15" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 7- 6- 9 5 7-'6- 9 3 14- 8- 0 6 14- 8- 0 x ARcy,T w Robert S• 5-4-3 sl Alcumb0 c 6 0. C- '+ EN. 812001 CPQ\ { s 7/11/2001 7-17 7-6-9 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5116" = V WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 • -'ti= T U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Compan ACom an You Can TrussI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise , TC Dead 14.00 , Rep Mbr Bnd' 1.00 y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any psf 4 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANSUIPI 1', 'WTCA I'- Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and IUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. - Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 27' Job Name: ,CLOT 87 TRADITIONS Truss ID: C2 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) ' 1 0- 1-12 789 3.50 1.50:: BC 2x4 SPF 210OF-1.BE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -537 lb 2 5-10- 4 789 3.50' 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Support 2 -537 lb 2 6- 0- 0 4 6-0- 0 / 2 End verticals designed for axial loads only. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC -FOhCE AXL BND CSI End verticals that are extended above or -------=------------------------------------ UBC -97 Code. 1-2 -1630 0.22 0.59 0.82 below the truss profile (if any) may require Designed for 3.0 K lbs drag load applied Bldg Enclosed = Yes - and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI 1%'WTCA I'- Wood Truss Council 'HANDLING . additional design consideration (by others) evenly along the top chord to the bottom Truss Location = End Zone BC FORCE AXL BND CSI for lateral forces due to wind or seismic chord at the bearings, concurrently with Hurricane/Ocean Line =.No , Exp Category = C 3-4 3000 0.13 0.69 0.82 loads on the building. dead loads and 0 8 live load. Duration Bldg Length= 40.00 ft, Bldg Width = ' 20.00 ft =1.33. Horizontal reaction = 3.0 K lbs. Mean roof height = 16.08 ft, mph = 70 WEB FORCE CSI NEB FORCE CSI (each bearing). UBC Special Occupancy, Dead Load = 21.0 psf 2-4 -650 0.24 -------------------------------------------- THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED Eng. Job: EJ. LOADS. THE INPUT LOADS AND DIMENSIONS WERE ® PROVIDED BY OTHERS AND SHALL BE VERIFIED Chk: SB AND APPROVED FOR THE SPECIFIC APPLICATION Max DEFLECTION (span) _: BY THE PROJECT DESIGN PROFESSIONAL. L/655 IN MEM 3-4 (LIVE) L= -0.10". D= -0.14" T= - 66-0 Joint Locations 6-" 1 0- 0- 0 3 0- 0- 0 DurFacs L=1.25 P=1.25 2 6- 0- 0 4 6-0- 0 / 2 A Company You Can Trussl F. TC Dead 14.00 2-5-8 3 T 0-5.8 1 Y( 6-" `GP gED ARCjy T . . Robert S. 2.5-8 Alcumbrac NO. C-10381 REN. 812001 OF CAS\FOP ' 6-"6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless notes{' -0-0 Scale: 11116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy.. Dimensions Dsgnr: SB R U S S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T W O R KS util'tud on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Re Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P P P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf' O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI 1%'WTCA I'- Wood Truss Council 'HANDLING BC Dead 7.00 psf P Design Spec 'UBC -9T 9 P Phone 760 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SHEET' by TPI. The Truss Plate is located D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 - 0-I1B-91) and UM -91 SUMMARY Institute (TPI) at The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 24' Job.Name: LOT 87 TRADITIONS Truss ID: C3 Qty: 3 . Drwg: RG x -LOC REAL'!; SIZE RE4'D TC 2x4 SPF 165OF-1.SE' Plating spec : ANSI/TPI - 1995 This truss is designed using the - 1 0- 1-12 222 3.50^ 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 5-10- d 222 3.5011 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes ' • End.verticals designed for axial loads only. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone._ TC FORCE AXL BND CSI End verticals that are extended above or Hurricane/Ocean Line = No Exp Category= C 1-2 -57 0.00 0.33 0.33 below the truss profile (if any) may require Bldg Length = 40.00.ft, Bldg Width = 20.00 ft -additional design consideration (by others) - Mean roof height = 16.08 ft, mph - 70 ' BC FORCE AXL BND CSI for lateral forces due to wind or seismic -. _ UBC Special Occupancy, Dead Load = 21•.0 psf 3-4 66 0.00 0.19 0.19 loads on the building. "csI THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE ccues FORCE 2-4 -162 o.0 04 4 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED' AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL, .. ' • MAX DEFLECTION (span) .< •. - L/999 IN MEM 3-4 (LIVE) _ - L= -0.04" D= -0.05.. T= _ - 6-0.0 1 - Joint Locations ' 6 0 0 1 .0- 0- 0 3 0- 0- 0 2. 6- 0- 0 4. 6- 0- 0 / a - 4 ' r ARCy/T .< t gED 0 Robert S. 2-5-8 + 2-5 -8 AICUmbrac 0. C-10381 3-4 EN. 8/2001 ` 0.5.8 LU 1 O' A F4 CA1.1F0 - 3 a 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted -0 0 r Scale: 11116" = 1' »,• " WARNING Read all notes on this sheet and give` a copy of it to the Erecting Contractor. y En 9 , Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB "_T r• are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord ; TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TruSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise a ' p y - noted. Bracing shown is for lateral support ofcomponents onents members only to reduce bucklin len . This component shall not be laced in an B PP P Y 8 Bm P P Y TC Dead 14.00 psf Rep Mbr Bnd 1.15. P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. fabricate, handle, install - BC Live 0.00 psf p .. ry C.C.S acro 2-0-01,1 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal, 'ANSUi'PI I', 'WTCA t' -Wood Truss Council BC Dead 7.00 psf Design Spec UBC -9i Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofiio Drive, Madison, Wisconsin 53719. - Fax #.(760) 343-3491 - (HM -91) and'HTB-91 (TPI) at The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 i9' Job.Name: LOT 87 TRADITIONS * Truss ID: D1 Qty: 2 Drw :' G X -I.00 REACT- SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating.,spec : ANSI/TPI - 1995 This truss is designed using the 1. 0- 1-12 1090 3.50" 1.50. BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 15-10- 4 1090 3.50" 1.50^ WEB 2x4 SPF STUD ' MULTIPLE LOAD CASES. Bldg Enclosed = Yea Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI Permanent bracing is required (by others) to Nail pattern shown is for uniform loads Hurricane/Ocean Line = No , Exp Category = C 1-2 -2281 0.01 0.24 0.25 prevent rotation/toppling. See HIB -91 and only. Concentrated loads > 350# must be Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2281 0.01 0.24 0.25 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. distributed (by others) equally to each Mean roof height = 16.56 ft, mph = 70 • 2-PLYI Nail w/10d BOX, staggered (NDS -97 ply, unless nail clusters are shown ( ). UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI Sect. 12) in: TC- 2/ft BC- 2/ft WEBS= 2/ft ----------LOAD CASE #1 DESIGN LOADS --------------- 4-5 2094 0.16 0.16 0.32 Dir L.Plf L.Loc ' R.Plf R.Loc LL/T 5-6 2094 0.16 0.16 0.32 TC Vert 60.00 0- 0- 0 60.00 16- 0- 0 0.5 BC Vert 35.00 0- 0- 0 35.00 16- 0- 0 0.0 WEB FORCE CSI WEB FORCE CSI... Type. .+ lbs X. LCC LL/TL 2-5 287 0.07 TC Vert 352.0 8- 0- 0 1.00 - TC Vert 308.0 8- 0- 0 0.00 THIS.PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS 70 CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED MAX DEFLECTION (span) AND APPROVED FOR THE SPECIFIC APPLICATION L/999 ' N MEM 4-5 (LIVE) BY THE PROJECT DESIGN PROFESSIONAL. L= -0.0411 D= -0.0511 T= - • - - _' Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 0- 0 5 8- 0- 0 8-0-0 8-" 3 16- 0- 0 6 16- 0- 0 8-0-0 16-" �- 8-0-0 1 8-" ' 2-PLYS / z a REQUIRED 4� 00 660# 4-4 ARCyi�c� \G��r,CO Robert _ Alcumbrac I �' NO. C-10381 3-1 8 3-1-8 s . SHIP ` 3-4 3-4 REN. 8/2001 Io -5-8 - I6-5-8 .� t . 1.5-3 �� CA1-\F�� 16-0-0 a s 4 8-" 8-" 16-0-0 A/ 6/1 `/2001 w , All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk- S13 - t' ' and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: SB TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC LIVO 16.00 psf DUrFBCS L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. BOX 626 i i enoe wooto exceed and/or cause connector plate corrosion. Fabricate, aricate, handle, install envronment that wcause the moisture content thd d 19%d/ ill h h BC Live 0.00 psf O.C.Spacing 2- 0- 0 w Thousand Palms, CA. 92276 IPI I',TCA F- Wood Truss Council and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSU'W of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 , Phone (760) 343-3461 - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. 1 r Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 500, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 10, Job Name, LOT 87 TRADITIONS Truss ID: D2 Qty: 1 Drw : G 'X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI.- 1995 This truss is designed using the 1 0-'1-12 592 3.50"- 1.50 BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. .. 2 15-10- 4 592 3.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes - ,1.50" Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES -PER ICBG RESEARCH REPORT #1607.. Truss Location = End Zone _ _ TC FORCE AXL BND CSI .. Hurricane/Ocean Line = No , Exp Category = C 1-2 -1063 0.02 0.39.0.41 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 =1063 0.02 6.39.0.41 • .Mean roof height = 16.56 ft, mph - 70 •.} UBC Special Occupancy, Dead Load = 21.0 psf .. Sc FORCE AXL BND 'CSI ' 4-5 942 0.14 0.20 0.34 - 5-6 942 0.14 0.20 0.34 THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE CSI weB FORCE CSI -. IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 2-5 153 0.08 • - LOANS. THE INPUT LOADS AND DIMENSIONS WERE a F PROVIDED BY OTHERS AND SHALL BE VERIFIED •- . ' AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. •' .• - . MAX DEFLECTION (span) - L/999 IN MEM 4-5 (LIVE) L= -0:05" D= =0.06" T-- =Joint JointLocations _ 1 0- 0- 0 4 0- 0- 0 r} 2 8- 0- 0 5 8- 0- 0 • 8-0-0 8-0-0 6.. 16- 0- 0 3 , 16- 0- 0, 8-0-0 - 16-M t .. 1 8-0-0 1 8-0-0 •,.. r Z - 3 .. y ` 4.0* -4.00' 44 1 DAF? , ? Roberts. p 3-1-8 3-1-8 SHI Alcumbrac NO. C-10381 ' 3-4 3-4 I0-5-6 1.5-3 REN. 8/2001 OF CA:• 8-0-0 16-0-0 •: 6/12/2001.4 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. ` Scale: 6116" = 1' WARNING Read all notes on, this sheet and give a copy of it to the Erecting Contractor. - Eng. Job: EJ. WO: 131320 ; 't• t u This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB t, and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnc SB ' •, 7r.. U S R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R S WO utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=115 P=1.25 Company an A Com YCTruss, is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14:00 , Rep Mbr end 1.15 - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be laced in an g PP W Y B 8t P P Y - psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install - BC Live 0.00 psf P O.C.S acin 2-0-0 P 9 'ti Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal, 'ANSUIPI 1','WTCA V- Wood Truss Council BC Dead 7.0o psf P r Design Spec UBC -97- 9 P Phone 78O 343-3481 ( ) of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' by TPI. The Truss Plate Institute is located D'Onofrio Drive, Madison, Wisconsin 53719. _ Fax # (70).343-3491 - (HID -91) and'HIB-91 SUMMARY SHEET (TPI) at The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington; DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - " 0 Jbb Name: 40T 87 TRADITIONS Truss ID: D3 Qty: 4 Drw : IRG X -IAC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec : ANSI/TPI - 1995 -1650F This truss is designed using the 1 0- 7-'4 575 3.50 1.50 BC 2x4 SPF -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. - 2 15-10-,4 , 575 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed =Yes 7-0-8 15.6-8 • SLIDER,. 2x4 SPF 165OF-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End'Zone TC ,-FORCE AXL BND CSI Scale: 5/16" = V . Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No Exp Category = C 1-2 -142 0.00 0.10 0.10 - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -976 0.01 0.34 0.35 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions '. Mean roof height = 16.86 ft, mph = 70 2'-3 -998 0.02 0.42 0.44- g nr: - ' UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI DUrFBCS L=1.25 P=1.25 A Company You Can -Tru SSI 4-5 879 0.13 0.18 0.31 THIS PROFESSIONAL ARCHITECTS CERTIFICATION noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 5-6 879 0.13 0.18 0.31 P.O. BOX 626 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED BC Live 0.00 psf WEB FORCE CSI WEB FORCE CSI Thousand Palms, CA. 92276 LOADS. THE INPUT LOADS AND DIMENSIONS WERE BC Dead 7.00 psf 2-5 144 0.07 SLDRL -985 0.10 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SHEET by TPI. The PROVIDED BY OTHERS AND SHALL BE VERIFIED Fax # (760) 343-3491 - (1{18.91) and HM -91 SUMMARY Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf ' AND APPROVED FOR THE SPECIFIC APPLICATION Segn T6.2.6 - 0 BY THE PROJECT DESIGN PROFESSIONAL. _ _ MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) L= -0.05" D= -0.07" T= - • Joint Locations ` 1 0- 0- 0 4 0- 0- 0 2 7- 6- 6 5 7- 6- 8 7.6-8 8-" 3 15- 6- 8 6 15- 6- 8 7-6-8 15-0-8 •/ 7-6-8 1 8-M ' 2 3 4.0 4.00 50-D ARr% 3-4 - M Robert S. 34-8 3-4 3-1-8 SHIP Alcumbrac R44 "34 C-10381 • tI0-7 5 I0-5-6 1NO. . 1.5-3 EN. 8/2001 12' 15-0-8 00-5_88 STUB 4 s 6 7.6-8 8-0-0 7-0-8 15.6-8 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5/16" = V . WARNING Read all notes on this sheet and give a copy of it to the Erectingr Contractor. Eng. Job: XJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB Se t, TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g nr: utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUrFBCS L=1.25 P=1.25 A Company You Can -Tru SSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr end 1.15 Y P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 { Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSIMI 1', 'WTCA I'- Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SHEET by TPI. The Fax # (760) 343-3491 - (1{18.91) and HM -91 SUMMARY Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf ' Segn T6.2.6 - 0 12' Job Name: LOT 87 TRADITIONS Truss ID: D3DRG Qty: 1 Drwg: IRG x -LOC REACT SIZE REQ -0 TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This design based on chord bracing applied 1 0- 1-12 595 3.50" 1.50" BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing per the following schedule: 2 15- 4-12 595 3.50" 1.50" WEB 2x4 SPF STUD systems which include diagonal or x -bracing max o.c. from to utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 2x4 SPF 165OF-1.5E 5-3 are the responsibility of the'building TC 24.00" 7-11- 6 15- 6- 8 TC - FORCE. AXL END CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be This truss is designed using the 1-2 -1296 0.01 0.46 0.46 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on UBC -97 Code. 2-3 -1242 0.04 0.77 0.81 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Bldg Enclosed = Yes Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Truss Location = End Zone BC FORCE AXL END CSI Drainage must be provided to avoid ponding. Systems standard details. Hurricane/Ocean Line = No , Exp Category = C 4-5 1683 0.21 0.27 0.48 End verticals designed for axial loads only. 2x4 continuous lateral bracing @24.0 11 o.c. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 -2000 0.28 0.13 0.41 End verticals that are extended above or attached w/ 2-10d box or common wire nails. Mean roof height = 16.55 ft, mph = 70 below the truss profile (if any) may require ------------------------------- --- UBC Special Occupancy, p p cy, Dead Load = 21.0 psf WEB FORCE CSI WEB FORCE CSI additional design consideration (by others) Designed for 2.0'K lbs drag load applied 2-5 -299 0.09 3-6 -556 0.15 for lateral forces due to wind or seismic evenly along the top chord to the bottom , 3-5 1474 0.21 loads on the building, chord at the bearings, concurrently with dead loads and 0 8 live load. Duration . =1.33. Horizontal reaction = 2.0 K lbs. ' THIS PROFESSIONAL ARCHITECTS CERTIFICATION - (each bearing) . IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 3-1-5 3-4 110-6-8 7.6-7 7-0-T 7-11-0 7 ; 400 - 7-6-13 8-0-1 15-6-8 3 4 3 7-6-7 7-0-7 6 15-0-8 It Joint Locations 1 0- 0- 0 4 0- 0- 0 2 7- 6- 7 5 7- 67 7 3 15- 6- 8 6 15- 6- 8 IARfr s yir 1 3-1-5 SHIP Robert S. 1 Alcumbrac NO. G10381 REN. 8/2001 7/1.1/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB 1 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions t TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds nr: SB g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC LIVE 16.00 psf DUrFBCS L=1.25 P=1.25 " A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any , TC Dead 14.00 psf Rep Mbr end 1.15 " a P.O. 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC LIVE 0.00 psf, O.C.Spacing 2- 0- 0 an Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: DETAILS' by Truswal,'ANSV'W PPI 1',TCA P- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Paper Association is located 1 and (AFPA) at I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 17' Job Name: LOT 87 TRADITIONS Truss ID: F1 QV: 1 Drwg: TC 2x4 SPF '1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. ' GBL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yea " Loaded for 10 PSF non -concurrent BOLL. - PLATE VALUES PER ICBO RESEARCH REPORT (11607. Truss Location = End Zone Topchordsupports 24.0 " of uniform load -------------------------------------------- Hurricane/Ocean Line = No , Exp Category = C at 16 psf live load and 14 psf dead load. Designed for 2.5 K lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Additional design considerations may be evenly along the top chord to the bottom Mean roof height = 16.67 ft, mph = 70 required if,sheathing is attached. chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0 psf Gable stud vertical members require lateral dead loads and 0 8 live load. Duration - bracing .(designed by others) perpendicular =1.33. Horizontal reaction = 2.5 K lbs. DurFacs L=1.25 0-1:25 1 ` Rep Mbr Bnd 1.15' ys. O.C.Spacing 2-0-O Design Spec UBC -97 _' 4 , tv Seqn T6.2.6 - 0 to the plane of the member at intervals. (each bearing). Bracing is a result of wind loos applied _ -------------------------------------------- - to member.(Combination axial plus bending). This truss requires adequate sheathing, as • designed by others, applied to the truss face providing lateral support for webs in THIS PROFESSIONAL ARCHITECTS CERTIFICATION the trots plane and creating awall action to resist diaphragm loadsds.. IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS: THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PRAJ68T 0E6IUN PROFESSIONAL. 4-8-0 2-8�' 2-8-0 2-&0 4-" 4-8-0 7-4-0 10-0-0 12-8-0 17-4-0 t 8-M I - 8-8-0 1 2 3 4 S 6 7 8 9.1 400 -4.00 , 4-4 3-4-3 SHIP IO -5$1. � r Joint Locations 1 0- 0- 0 10 0- 0- 0 2 4- 8 0 11 4- 8= 0 3 6- 0-..0 12 6- 0- A 4 7- A- 0 13 7- 4- 0 5 8- 8- 0 14 8- 8- 0 6 10- 0- 0 15 10- 0- 0 7 11- 4- 0 16 11- 4- 0 8 12- 8- 0 17 12- 8- 0 , 9 17- 4- 0 18 17- 4- 0- �SEQ ARCy/� O - Robert S. ��A Alcumbrac NO. C-10381 J REN. 8/2001 OF CA.\C` - - 10 11 12 13 14 15 16 17 18 4-8-0 2-8-0 2-8-0 2-8-0 4-8-0 4-8-0 7-0-0 10-" -12-8-0 17-4-0 7/11/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 209a positioned per Joint Report, unleSOVIS CONTINUOUS SUPPORT Scale: 9132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds nr: s6 g TC Live 16.00 psf TC Dead 14.00 psf BC LIVE 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf DurFacs L=1.25 0-1:25 1 ` Rep Mbr Bnd 1.15' ys. O.C.Spacing 2-0-O Design Spec UBC -97 _' 4 , tv Seqn T6.2.6 - 0 TRUSSWORKS A Company You Can Trussl P.O. BOX 626 Palms, Thousand Palms CA. 92276 Phone (760). 343-3461 Fax # (760) 343-3491 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUI'PI F,'WTCA F- Wood Truss Council . of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 71113-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Job Name:,,L OT 87 TRADITIONS Truss ID: F2 Qty: 5 Drwg: RG x -IAC REACT SIZE- REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12' 641 3 -So" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 17, 2- 4 641 3.50" 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. - Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone - TC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 -1354 0.02 0:20 0.22 - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1015 0.01 0.13 0,14 Mean roof height = 16.67 ft, mph = 70 3-4 -1015 0.01 0.13 0,14 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1354 0..02 0.20 0.22 BC FORCE AXL SND CSI - 6-7 1244 0.19 0.15 0.34 7-8 1244 0.19 0.15 0.34 WEB FORCE CSI WEB FORCE CSI THIS PROFESSIONAL ARCHITECTS 2-7 -338 0.18 4-7 -338 0.19 CERTIFICATION IS TO VERIFY 3-7 340 0.17 THIS TRUSS TO TO THE APPLIED LOADS.. THE INPUT LOADS AND DIMENSIONS VVERE PROVIDED BY OTHERS AND•SHALL r BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL, MAX DEFLECTION (span) L/999 IN MEM 17-8 (LIVE) _L= -0.05" D= -0.06" T= - Joint Locations 1 0- 0- 0 5 17- 4- 0 2 4- 6- 9 6 0- 0- 0 4$-9 4-1-7 4-1-7 - 4-0-9 - 3 8- 8' 0 7 8- 8- 0 4 127 ,9- 7 8 17- 4- 0 4.6-9 8$-0 ' 12-9-7 17-4-0 8-8-0 I 8$-0 ' - 400 + -4.00 _ 4 ARCh,/TF 1.5-3 1.5-3 G S p 1 Robert S. >, 3-4-3 3-4-3 , AICUfllbfaC SHIP. I NO. C-10381: 3-4 3-4 j I0_5'_8 3-7 REN. 8/2001 F a . 17.4-0• - ' 4 7 8 t 8$ 8$-0 - 8$-0 17-4-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 9132" o 1' - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: WO: B13204 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 'EJ. Chk' SB i. and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB - _ T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and theparticular application. The design assumes that the top chord TC Live 16.00 psf DurFaes L=1.25 P=1.25 " - an Company A Com YCTl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf -" Rep Mbr Bnd ,1.15. _ P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 -, a Thousand Palms CA. 92276 and brace this truss in accordance with the following standards:.'JOINT DETAILS' by Truswal,'ANSI/fPI I','WTCA F- Wood Truss Council INSTALLING TRUSSES' BC Dead 7.00 psf - Design Spec UBC -97 t Phone (760) 343-3461 of America Standard Design Responsibilities, IIANDLING AND BRACING METAL PLATE CONNECTED WOOD TPI. The Truss Plate Institute is Wisconsin 53719. Fax # (760) 343-3491 _ (HIB -91) and'HB3-91 SUMMARY SHEEr'by (TPI) located at D'Onofrio Drive, Madison, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 " 11' Jgb Name: LOT 87 TRADITIONS Truss ID: F2DRG Qty: 1 Drw : • X -LOC REACT SIZE REQ 'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 641 3.50^ 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 17- 2- 4 641 3.5011 1.501, WEB 2x4 SPF STUD MULTIPLE LOAD CASES. - Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone T(°- FORCE AXL BND CSI -------------------------------------------- Hurricane/Ocean Line = No , Exp Category = C- 1-2 -1354 0.01 0.37 0.38 Designed for 2.0 K lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1015 0.01 0.13 0.14 evenly along the,top chord to the bottom Mean roof height = 16.67 ft, mph = 70 3-4 -1015 0.01 0.13 0.14 chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1354 0.01 0.37 0.38 dead loads and. 0 8 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. BC FORCE AXL EM CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION _ (each bearing) . - 6-7 2076 0.29 0.15 0.44 __________ 7-8 2076 0.29 0.15 0.44 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED WEB FORCE CSI WEB FORCE CSI LOADS; THE INPUT LOADS AND DIMENSIONS WERE - 2-7 -541 0.28 4-7 -541 0.28 PROVIDED BY OTHERS AND SHALL BE VERIFIED " 3-7 340 0.17 _ AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. ' r - MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.08" D= -0.10" T= -C. Joint Locations 1 0- 0- 0 5 17- 4- 0 2 4- 6- 9_ 6 0 0- 0 4-6-9 4-1-7 4-1-7 4-6-9 3 8- 8- 0 7 8- 8- 0 -� -� 4 12- 9- 7 8 17- 4- 0 4.6-9 8-8-0 , 12-9-7 17-4-0 1 8-8-0 1 8-8-0 _ . - 2 3 4 5 400 -4.06 4-a T ; . 1.5-3 1.5-3 SARCH/T 3-4-3a� C, � Robert S. 3 SHIP �O. Alcumbrac 3-4 3-4 Io -5-8 to -s 1 NO. C-103$1 3-7 REN. WOW 18' t, .if 17-4-0 . 6 7 8 - 8-6- -0 1 8-8-0 r .. 8-8-0 17-4-0 7/11/2001,- All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 9/32" ='1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB 7 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS we to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord - TC Live 16.00 psf DurFaes L=1.25 P=1.25 .' A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise �' noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 - t P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 = Thousand Palms, CA. 92276 and brace this cuss in accordance with the following standards: DETAILS' by Tmswal,'ANSUCPI 1','WTCA I' -Wood Truss Council , Phone 760 343-3461 ( ) of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and HM -91 SUMMARY SHEET by TPI- The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Paper Association is located -• - and (AFPA) at I I I 1 19th Streeti NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 18' t, Job Name: LOT 87 TRADITIONS Truss ID: G1 Qty: MG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Denotes the requirement for lateral bracing 1 6-•1-12 '1268 3.50" 1".81" BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral'bracing 2 24-•7-12 1416 3.50" 2.03" WEB 2x4 SPF STUD systems which include diagonal or x -bracing 10-7-0' 18-9-8 Plating spec : ANSI/TPI-- 1995 are the responsibility of the building TC -FORCE' AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truawal Systems BRACE -IT may be 1-2 609 0.01 0.27 0.28 MULTIPLE LOAD CASES. used for continuous lateral bracing on, 2-3 =1065 0.00 0.27 0.28 PLATE VALUES PER ICBO RESEARCH REPORT #1607, trusses spaced 24" oc. Alternatively, use 3-4 -912 0.01 0.23 0.23 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces a9 shown on Truswal 4-5 333 0.01 0.20 0.20 End verticals designed for axial loads only. Systems standard details. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA. 92276 End verticals that are extended above or -------------------------------------------- BC FORCE AXL BND CSI below the truss profile (if any) may require Designed for 4.0 R lbs drag load applied 6-7 3005 0.38 0.43 0.81 additional design consideration (by others) evenly along the top chord to the bottom 7-8 3568 0.50 0.23 0.73 for lateral forces due to wind or seismic chord at the bearings, concurrently with loads on the'building. s dead loads and 0 %'live load. Duration WEB FORCE CSI•• WEB FORCE CSI =1.33. Horizontal reaction = 4.0 R lbs. 1-6 -238 0.06 4-7 1402 0.66 (each bearing). 2-6 -2161 0.97 4-8 -1578 0.89 ------------------------ ------------------- 2-7 3-7 -1205 0.58 5-8 -263 0.08 204 0.10 PROFESSIONAL ARCHITECTS CERTIFICATION THIS IS TO -VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LO.ADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PRGJFGT 0I3M16N FROFEMIONAL: 5-2-6 5-4-10 5-4-10 '2-9-14 5-2-0 10-7-0 15-11-10 18-9-8 5-11-13 1.5-3 T 2-15-8 1 10-7-0 Ir ._ 2 1 400 4-4 4. f 5 1 Drwg: UPLIFT REACTION(S) Support 1. -479 lb Support 2 -331 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone , Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.99 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 3-6 3.6 T 5-11-13 SHIP 03-0 1 1 ll. r 2-" 18-9-8 6-".8-4-8 STUB 4 7 8 STUB 10-7-0 8-2-8 10-7-0' 18-9-8 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUTPI 1','WTCA P- Wood Truss Council Phone !760 343-3461 ) of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY by TPI. The Truss Institute is l Fax # (760) 343-3491 - (HIB -91) and'HIB-91 SHEET Plate (TPI) located at D'Onolrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: EJ. Chk: SB Dsgnr: SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION (span) : L/911 IN MEM 6-7 (LIVE) L= -0.24" D= -0.32" T= - Joint Locations 1 0- 0- 0 5 18- 9- 8 2 5- 2- 6 6 0- 0- 0 3 10-'7= 0 7 10- 7- 0 4 15-11-10 8 18- 9- 8 e sEo AR h'i Robert Aicumbrac NO. CA 0381 BEN. -8!,2001 A CAI.\FCQ 6/12/2001 Scale: 7132" = V WO: B1320 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Segn T6.2.6 - 0 56' Job Name:' LOT 87 TRADITIONS Truss ID: G2 Qty: 1 DnN : _ MG X -LOC REACT SIZE REO'D " TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing UPLIFT REACTION(S) 1 6- 1-12 1487 3.50"• 2.13" IBC 2x4 SPF 210OF-1.8E ® at each location shown. Lateral bracing Support 1 -697 lb 2 24 7-12 1635 3.50" 2.34" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Support 2 -549 lb Plating Spec : ANSI/TPI - 1995 are the responsibility of the building This truss is designed using the " A TC -`FORCE XL BIM CSI THIS .DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT maybe UBC -97 Code. . 1-2 754 0.01 0.28 0.28 MULTIPLE LOAD CASES. used for continuous lateral bracing on Bldg Enclosed = Yes ' 2-3 -1233 0.00 0.28 0.28 PLATE VALUES PER ICBG RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone ` 3-4 -1043 0.01 0.26 0.27 Loaded for 10 PSF,non-concurrent BCLL. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No , Exp Category = C 4-5 411 0.01'0.20 0.20 End verticals designed for axial loads only. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft End verticals that are extended above or -------=------------------------------------ Mean roof height = 17.99 ft, mph = 70 BC FORCE AXL BND CSI below the truss profile (if any) may require Designed for 5.0 R lbs drag load applied UBC Special Occupancy, Dead Load = 21.0 psf 6-7 3669 0.45 0.37 0.82 additional design consideration (by others) evenly along the top chord to the bottom , 7-8 4403 0.40 0.18 0.58 for lateral forces due to wind or seismic chord at the bearings, concurrently with loads on the building. dead loads and 0 8 live load. Duration WEB FORCE CSI WEB FORCE CSI =1.33.• Horizontal reaction = 5.0 R lbs. - 1-6 -283 0.08 4-7 1715 0.81 (each bearing)- 2-6 -2588 0.85 4-8 -1869 0.56 - --------- ---------------------------------- - 2-7 -1504 0.72 5-8 -285 0.08 r 3-7 204 0. 10 THIS PROFESSIONAL ARCHITECTS CERTIFICATION . IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE MAX DEFLECTION (span) i PROVIDED BY OTHERS AND'SHALL BE VERIFIED L/999 IN MEM 6-7 (LIVE) AND APPROVED FOR THE SPECIFIC APPLICATION - L= -0.20" D= -0.27" T-- =BY BYTHE PROJECT DESIGN PROFESSIONAL. ,joint Locations 5-2.6 5-4-10 5-4-10 2-9-14 1 0- 0- 0 5 18- 9- 8 2 5- 2- 6 6 0- 0- 0 5-2-6 10-7-0 15-11-10 18-9-8 3 10- 7- 0 7 10- 7- 0 4 15-11-10 8 18- 9- 8 10-7-0 8-2-8 / 7 3 .4 S - 4-4 - r 4-8 3-6 /T s ; 1.5-3'. w 'A Robert S. 5-11-13 2d' T 5-11 1SHIP I Alcumbrac T I NO. C-10381 -3-0 3 2-5-8 I REN. 8/2001 3-10 3-7 3-7 \P cor 2-" 18-9-8 66-0-0 8-4-8 ` r STUB 4 7 a STUB ' 10-7-0 8-2-8 t 10-7-0 18-9-8 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1', WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor: Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB y and done in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB = , T R U S KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads S W O R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You CTI p y anruSS is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 - P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install2-0-0 p BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVrPI 1','WTCA I'- Wood Truss Council- BC Dead 7.00 psf. Design Spec UBC -97 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' F Phone (760) 343-3461 (RIB -91) and'HI13-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 '= 0 - 37' Job Namg.,LOT 87 TRADITIONS Truss ID: G3 Qty: 1 Drwg: RG X-LOC,REACT SIZE REQ'D TC 2x4 SPF 1650F-I'5E Denotes the requirement -for lateral bracing UPLIFT REACTION(S) 1 6- 1-12 832 3.50" 1.50 BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing Support 1 -42 lb , 2 241 7-12 980 3.50" 1.50" WEB 2x4 SPF STUD systems which include diagonal or x -bracing This truss is designed using the ' -. Plating spec : ANSI/TPI - 1995 are the responsibility of the building UBC -97 Code. TC FORCE AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be Bldg Enclosed = Yes 1-2 318 0.01 0.27 0.28 MULTIPLE LOAD CASES. used for continuous lateral bracing on Truss Location = End Zone 2-3 -728 0.00 0.27 0.28 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Hurricane/Ocean Line = No , Exp Category = C 3-4' -677 0.00 0.20 0.20 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 176 0.01 0.20 0.20 End verticals designed for axial loads only. Systems standard details. Mean roof height = 17.99 ft, mph = 70 End verticals that are extended above or ---=---------------------------------------- UBC Special Occupancy, Dead Load = 21.0 psf , SC FORCE AXL BND CSI below the truss profile (if any) may require Designed for 2.0 K lbs drag load applied 6-7 1650 0.07 0.60 0.68 additional design consideration (by others) -evenly along the top chord to the bottom 7-8 1898 0.05 0.60 0.65 for lateral forces due to wind or seismic chord at the bearings, concurrently with 1s-3 ;V Robert S. O;A loads on the building. dead loads and 0 8 live load. Duration WEB FORCE CSI WEB FORCE CSI j SHIP =1.33. Horizontal reaction = 2.0 K lbs. 1-6 -147 0.04 4-7 773 0.53 (each bearing). 2-6 2-7 -1305 0 -607 0.6677 . 4-8 -991 0.56 5-8 0.06 -------------------------------------------- THIS PROFESSIONAL ARCHITECTS CERTIFICATION - 3-7 204 0.16 -215 1S TO VERIFY THIS TRHSS TO CARRY THE APPLIED 56' LOADS. THE INPUT LOADS AND DIMENSIONS WERE - PROVIDED BY OTHERS AND SHALL BE VERIFIED MAX DEFLECTION (span) AND APPROVED FOR THE SPECIFIC APPLICATION L/911 IN MEM 6-7 (LIVE) BY TH9 PROMT OESIGN PRO.FUSIONAL, L= -0.24" D= -0.32" T= - -. Joint Locations 5-2-6 5-4-10 5-4-10 2-9-14 1 0- 0- 0 5 18- 9- 8 2 5- 2- 6 6 0- 0- 0 5-2-0 10-7-0 .15-11-10 18-9-8 3 10- 7- 0 7 10- 7- 0 10-7-0 8-2-8 4 15-11-10 8 18- 9- 8 l 2 3 4 3 ' - 4I oo -4.00 4-4 4.4 3-4 1s-3 ;V Robert S. O;A 5-11-13 1.5-3 T 5-11-13 j SHIP Alcumbrac T I NO. C-10381 3-3-0 i 1 REN. 812001 3-7 3-4 P� 3-4 22-M 18-9-8 - 6_" .8-4-8 STUB d 7 8 STUB 1010-7-0 -- 8-2-8 Y 10-7-0 18-9-8 6/12/2001 ` All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based onspecifications provided by the component manufacturer Eng. Job: EJ. Chk: SB WO: 81320 Y _a and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr.SB g '- TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads design meet loading imposed by the building the The design that the top utilized on this or exceed the code and particular application. assumes chord TC Live 16.00 psf DUrFaCS L=1.25 P=1.25 - A Company YCTrussl p youan is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 i Rep Mbr Bnd noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf -1.15 -- Boxenvironment P.O. 626 that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Thousand Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIMI 1','WTCA P- Wood Truss Council BC Dead 7.0o psf P Design Spec UBC -97 9 P Phone 760 343-3461 ( ) of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' by TPI. The Truss Plate is located Wisconsin 53719. Fax # (760) 343-3491 - (HIB -91) and I -UB -91 SUMMARY SHFEI' Institute (TPI) at D'Onofrio Drive, Madison, The American Forest and Paper Association (AFPA) is located at 11 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 56' Job Name:_. ,0T 87 TRADITIONS Truss ID: G4 QV: 7 Drwg: tRG x-LOAC C RET SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 6- 1-12 695 3.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 24- 7-12 '843 3.50 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL EM CSI End verticals designed for axial loads only. Hurricane/Ocean Line = No , Exp Category = C 1-2 57 0.01 0.27 0.28 End verticals that are extended above or Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -681 0.00 0.27 0.28 below the truss profile (if any) may require Mean roof height = 17.99 ft, mph = 70' 3-4 -677 0:00 0.20 0.20additional design consideration (by others) UBC Special Occupancy, Dead Load 21.0 psf ' 4-5 39 0.01 0.20 0.20. for lateral forces due to wind or seismic loads on the building. BC FORCE AXL BND CSI 6-7 654 0.07 0.60 0.68 7-8 417 0.05 0.60 0.65 - - THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE CSI WEB FORCE cs3 1-6 -122 0.03 4-7 263 0.13 IS TO VERIFY THIS TRUSS TO CARRY APPLIED ~ ' 2-6 -831 0.95 4-8 -740 0.42 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-7 96 0.05 5-8 -191 0.06 3-7 zoo 0.10 PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION 19y'ft ER@Jg@T 996I0N PRgFE8SION4, MAX DEFLECTION (span) L/911 IN MEM 6-7 (LIVE) L= -0.24" D= -0.32" T= - Joint Locations 5-2-6 5.4-10 5-410 2-9-14 - 1 0- 0- 0 5 18- 2 5- 2- 6 6 0- 9- 8 0- 0 5-2.6 10-7-0 15-11-10 18-9-8 3 10- 7- 0 7 10- 7- 0 10-7-0 8-2-8 4 ' 15-11-10 8 18- 9- 8 1 2 3 4 5 - F4.00 -4. 0 4-4 5-11-13 3.4 1.5-3 3-4 1.5-3 T 5-11 1 R ACti j(t T. SHIP 3-3-0 \ D v RobertS. I Alcumbrac ` 1 ; O. C-10381 S-7 3•4 _ 3-4 N. 8/2001 2-M , OFC 18-9-6AUFO 66-" 6 STUB 6 STUB 1010 8-2-8 _ 10-7-0 18-9-8 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFaes L=1.25 ' P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 - P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palms, Thousand Palms CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI 1','WTCA I'- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SHEET by TPI. The BC Dead 7.00 psf Design Spec UBC -97 ` Fax # (760) 343-3491 - (HIB -91) and UM -91 SUMMARY Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 56' Job'Name: LOT 87 TRADITIONS Truss ID: G4A Qty: 1 Drw : RG x -LDC: REACT SIZE- REO'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 6- 1-12 695 3.50 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per'the following schedule: 2 24- 7-12 843 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to - AND APPROVED FOR THE SPECIFIC APPLICATION Loaded for 10 PSF non -concurrent BCLL. PLATEVALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 15- 1- 3 18- 0- 8 TC'' FORCE AXL HND CSI 2x4 continuous lateral bracing @24.0 11o.c. Drainage must be provided to avoid ponding. This truss is designed using the 1-2 45 0.01 0.16 0.16 attached w/ 2-10d box or common wire nails. End verticals designed for axial loads only. UBC -97 Code. - 2 -3 -741 0.00 0.160.16 End•verticals that are extended above or Bldg Enclosed = Yes 3-4 -589 0.01 0.20 0.21 below the truss profile (if any) may require Truss Location = End Zone 4-5 -675 0.01 0.32 0.32 additional design consideration (by others) Hurricane/Ocean Line = No , Exp Category = C 1 0- 0- 0 6 0- 0- 0. for lateral forces due to wind or seismic Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE- AXL BND CSI loads on the building. . Mean roof height = 17.75 ft, mph = 70 6-7 608 0.07 0.31 0.38 UBC Special Occupancy, Dead Load 21.0 psf 7-8 666 0.09 0.31 0.40 8-9 27 0.00 0.19 0.19 THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE CSI NEB FORCE CSI IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED - 1-6 -104 0.03 3-8 -120 0.12 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-6 -813 0.60 4-8 -153 0.10 PROVIDED BY OTHERS AND SHALL BE VERIFIED 2-7 146 0.07 5-8 667 0.30 3-7 164 0.08 5-9 -904 0.25 - AND APPROVED FOR THE SPECIFIC APPLICATION BY TME PROJECT DESIGN PROFESSIONAL. • MAX DEFLECTION -(span) L/999 IN MEM 6-7 (LIVE) L= -0.11" D= -0.15" T= - 26' - Joint Locations - 1 0- 0- 0 6 0- 0- 0. 4-24-211 4-5-9 3-9-8 6-312 2 4- 2-11 7 8- 8- 4 4-2-11 8-8-4 12-5-12 18-9-8 • 8 12- 5-12 3 8- 8- 4 12- 5-12 2 9 18- 9- 8 9-1-3 1 6-8-11 t •r 5 18- 9- 8 ..1 3 4 F-4.002-11-0t-� 4.0 - 3-4 3-4 g�D ARCh,�r TJ , 5-5-14 1.5-3 T I . 5-5-14SHIP R066rt S. �! Alcumbrac - 2-5-8 3-3 1 iu NO. C-10381 l 3 4 3a +, EN. 8/2001 3-4 2-4 �Q Y opc 18-9-8 I , 66-" - .8-4-8 STUB 6 STUB 8-8-4 3-9-8 6 3� 8.8-4 12-5-12 18-9-8 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. - Scale: 7132" = 1'- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B_1320 ,f ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI -and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB - • T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TruSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise , noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr.Bnd 1.15 `- P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0' - - Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIMI F,'WTCA I'- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, T ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' HM SUMMARY BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (IB -91) and -91 SHEET by TPI. The Truss Plate institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: OT 87 TRADITIONS Truss ID: G5 Qty: 1 Drwg: MG x -LAC, REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 6- 1-12 758 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 24- 7-12 906 3.5011 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max O.C. from to are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.0011 10- 2- 7 22- 0- 8 TC - FORCE AXL BND CSI 2x4 continuous lateral bracing @24.0 " o.c. Drainage must be provided'to avoid ponding. This truss is designed using the 1-2 -724 0.00 0.15 0.15 attached w/ 2-10d box or common wire nails. End verticals designed for axial loads only. UBC -97 Code. 2-3 -1445 0.01 0.37 0.39 -------------------------------------------- End verticals that are extended above or Bldg Enclosed = Yes 3-4 -1256 0.01 0.37 0.39 Designed for 2.0 R lbs drag load applied below the truss profile (if any) may require Truss Location = End Zone 4-5 -377 0.00 0.11 0.11 evenly along the top chord to the bottom additional design consideration (by others) Hurricane/Ocean Line = No , Exp Category = C Seqn T6.2.6 -. 0 chord at the bearings, concurrently with for lateral forces due to'wind or seismic Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI dead loads and 0 8 live load. Duration loads on the building. Mean roof height = 17.41 ft, mph = 70 6-7 7-8 -2000 0.28 0.04 0.32 =1.33. Horizontal reaction = 2.0 x 1baHIS PROFE I (each bearing) SS,ONAL ARCHITECTS UBC Special Occupancy, Dead Load = 21.0 psf B-9 1868 0.26 2001 0.28 0.07 0.33 0.07 0.35 . CERTIFICATION ------------------------------- --------- L4r0 VERIFY THIS TRUSS TO CARRY 9-10 -2000 0.28 0.03 0.31 THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE WEB FORCE CSI WEB FORCE CSI PROVIDED BY OTHERS AND SHALL BE VERIFIED " 1-6 1-7 -737 0.18 997 0.47 4-8 1155 0.55 4-9 -537 0.20 AND APPROVED FOR THE SPECIFIC APPLIOATION 2-7 -379 0.14 5 - 9 0.35 BY THE PfaBdE19T LP4944193NPROFMIONAL, 2-8 940 0.67 5-10 -734 914 0.27 3-8 -410 0.15 MAX DEFLECTION (span) • L/999 IN MEM 7-8 (LIVE) L= -0.0411 D= -0.0511 T= -OL 3-4 4-9-14r 2-5-8 1 4-8-4 5-10-12 5-10-12 , 2-312 4-8-4 10-7-0 16-5-12 18-9-8 7-1-3 1 4-8-11 t 1 2 3 4 5 10-11-0 1 11.00 4.00 2-4 2-4 T4-9-14 3-3-0 1 SHIP 18-9-8 2 " - t 6-" 8-44--8 STUB 6 7 s 9 10 STUB 4-8_4 5-1 5-1012 , 2-3-12 4-8-4 10-7-0 16-5-12 18-9-8 Joint Locations 1 0- 0- 0 6 '0- 0= 0 2 4- 8= 4 .-7 4- 8- 4 3 10- 7- 0 8 10- 7- 0 4 16- 5712 9 16- 5-12 5 18- 9- 8 .10 18- 9- 8 r t D ARCh' )\ Robert S. Alcumbrac NO. C-10381 REN. 8/2001 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr. SB . T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 >' utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: '10[M DETAILS' by Ttuswal,'ANSUfPI 1','W1'CA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 . . Phone .(760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste $00, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 -. 0 08' Job Name: LOT 87 TRADITIONS Truss ID: G6 Qty: 1 Drw 4-1-14 ��s�0 Robert S. c x -IAC. REACT SIZE REQ D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1227 3.50^ 1.75^ BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT -OF per the following schedule: 2 33. 0- 4 1227 3.50•• 1.75•• WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Loaded for 10 PSF non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 11- 1- 3 22- 0- 8 - Chk: SB TC TCFORCE FORCE ANG. BND CSI 2x4 continuouslateral bracing @24:0 11o.c. Drainage must be provided to avoid ponding. This truss is designed using the ' f 1-2 -2910 0.05 0.56 0:61 attached w/ 2-10d box or common wire nails. -------------------------------------------- UBC -97 Code.. DurFacs L=1.25 P=1.25 2-3 -2583 0.07 0.15 0.22 Designed for 3.3 R lbs drag load applied Bldg Enclosed = Yes - 3-4-2865 TC Dead 14.00 psf 0.12 0.34 0.46 evenly along the top chord to the bottom Truss Location = End Zone 4-5 -2865 0.12 0.34 0.46 chord at the bearings, concurrently with Hurricane/Ocean Line = No , Exp Category = C of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 5-6 -2583 0.07 0.15 0.22 dead loads and 0 % live load. Duration Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -2910 0.05 0.56 0.61 =1.33. Horizontal reaction = 3.3 R lbs. Mean roof height = 17.08 ft, mph = ,70 (each bearing)-. UBC Special Occupancy, Dead Load = 21:'0 psf SC FORCE AXL BND CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION------------------------------------------- - e-9 4045 0.40 0.33 0.73 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 9-10 0-11 4041 3531 0.57 0.50 0.03 0.60 0.06 0.56 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 1-12 3531 0.50 0.06 0.56 PROVIDED BY OTHERS AND SHALL BE VERIFIED 2-13 4041 0.57 0.03 0.60 AND APPROVED FOR THE 3-14 4046 0.40 0.33 0.73 SPECIFIC APPLICATION - BY THE PROJECT DESIGN PROFESSIONAL. WEB FORCE CSI WEB FORCE CSI ' 2-9 90 0.04 5-11 821 0.39 - _ MAX DEFLECTION (span) Y 2-10 -574 0.38 5-12 319 OAS - '' L/999 IN MEM 11-12 (LIVE) 3-10 319 0.15 6-12 -574 0.38 L= -0.21" D= -0.27" T= -C. 821 0.39 6-13 90 0.04 4-11 -400 0.15 • Joint Locations 1 0- 0- 0 8 0- 0- 0 2 5- 97 5 9 5- 9- 5 3 10- 8- 4 10 10- 8- 4. 4 16- 7- 0 11 16- 7- 0 5 22- 5-12 12 22- 5-12 5-9-5 4-10-15 5-10-12 5-10-12 4.104.10155 ,, 5-9-5 6 27- 4-11 13 27- 4-11 5-9-5 10-8-4 16-7-0 22-5-12 27-4-11 33-2-0 7 33- 2- 0 14 33- 2- 0 ' 11-1-3 11-1-3 l 2 3 4 5 6' 7 ., 4.0 10-11-0 4� tA'. 4-1_14 a-6 =0-5-8 a T ARCy��C�` 4-1-14 ��s�0 Robert S. `� SHIP Alcumbrac t -5 O. C-10381 I EN. 8/2001 11 33-2-0 CiA,-�Fv a 9 ra rr 1 /2 /3 /4 5-9-5 4-1015 5-1012 5-10-12 44-1� 5-95-9-5. 5-9-5 10-8-4 16-7-0 22-5-12 27-4-11 33-2-0- 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18•' for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This designis for an individual building component not truss stem. It has been based on specifications provided b the component manufacturer B P �' P P Y P Chk: SB ,- 5 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• • SB f T R U S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 S utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI 1%'WTCA I'- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7,.00 psf Design Spec UBC -97 Fax # (760) 343-3491 . (IIB -91) and'HM-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 11 Job Name; LOT 87 TRADITIONS Truss ID: G7 Qty: 1 Drw : RG x -Loc PZACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1227 3.50•+ 1.75•' BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule.: 2 33- 6- 4 1227 3.50^ 1.75" WEB 2x4 SPF STUD - MULTIPLE LOAD CASES. max O.C. from to Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. TC 24.00" 7- 0-15 25- 2- 0 TC FORCE AXL BND CSI 2x4 continuous lateral bracing @24.0 " o.c. Drainage must be provided to avoid ponding. This truss is designed using the 1-2 -2882 0.07 0.57 0.64 attached w/ 2-10d box or common wire nails. UBC -97 Code. 2-3 -3852 0.22 0.36 0.58 Bldg Enclosed = Yea 3-4 -3884 0.22 0.27 0.49 Truss Location = End Zone 4-5 -3884 0.22 0.36 0.58 .Hurricane/Ocean Line = No , Exp Category = C 5-6 -2882 0.07 0.57 0.64 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BALD CSI THIS PROFESSIONAL ARCHITECTS Mean roof height = 16.89 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 7-8 2661 0.40 0.23 0.63 CERTIFICATION IS TO VERIFY THIS TRUSS TO -9 2669 0.40 0.09 0.48 9 9-10 3902 0.58 0.09 0.67 CARRY THE APPLIED LOADS. THE INPUT LOADS ' 0-11 2669 0.40 0.09 0.49 AND DIMENSIONS WERE PROVIDED BY 1-12 2660 0.40 0.23 0.62 OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY WEB FORCE CSI WEB FORCE CSI 2-8 86 0.04 4-10 -353 0.10 THE PROJECT DESIGN PROFESSIONAL, _ 2-9 1264 0.64 5-10 1294 0.65 " 3-9 -363 0.10 5-11 87 0.04 - MAX DEFLECTION (span) 3-10 -19 0.02 L/999 IN MEM 9-10 (LIVE) L= -0.33" D= -0.43" T= - Joint Locations 1 0- 0- 0 .7 0- 0- 0 2 , 7- 6-12 8 7- 5- 0 3 13- 6- 5 9 13- 6- 5 4 19- 7-11 10 19- 7-11 5 25- 7- 4 11 25- 9- 0 7.6-12 5-11-9 6-1-5 5-11-9 7-0-12 6 33- 2- 0 12 33- 2- 0 7-6-12 13-6-5 .19-7-11 25-7.4 33-2-0 9-11-11 9-11-11 .. l 2 3 0 S 4 ' F4.00 17-2-0 -4.00 l + T' 5-8 3-4 1.5 T 3-9-6 3-9-6 ARCyjr( 1 ZOS-8 3-6 G Q -0L ZO-5 I SHIP Robert S. • 1.5-3 . 5-5 4 7 1.5-3 AlcumbraC I. C-10381 )N9, WREN, 8/2001 33-2-0 77-5-0 64-5 6-1-5 6-1-5 7-5-0 7-5-0 13-6-5 19-7-11 25-9-0 33-2-0 6/12/2001 All plates are 20 gauge Truswat Connectors unless preceded by "18" for 18 gauge or ••H•' for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr $B T R U S S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUrFacs L=1.25 P=1.25 A Company You Can TrusSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise + , - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 199/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 ¢, Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI P, •WTCA F- Wood Truss Council America Standard •HANDLING PLATE BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of Design Responsibilities, INSTALLING AND BRACING METAL CONNECTED WOOD TRUSSES' UM SUMMARY SHEET' by is located D'Onofrio ._ Fax # (760) 343-3491 - (HB -91) and -91 TPI. The Truss Plate Institute (TPI) at Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 I l9th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 76' Job Name:.LOT 87 TRADITIONS Truss ID: G8 Q 2 Drw : Rc x -Loc .REACT SIZE REQ 'D. TC 2x4 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 This design based on chord bracing applied + ! Alcumb 1 0- 2-12 341'1 5.50 2.44" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 32-11= 4 1503 5.50" 1.50" 2x4 SPF 2100F -1.8E 8-12 MULTIPLE LOAD CASES. max o.c. from to 33-2-0 WEB 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 25- 2- 0 8 9 10 /l /2 /3 14 3-9� 9-9-1 6-1-5 6-1_5 7-5-0 TC FbACE AXL BND CSI Drainage must be provided to avoid ponding. Nail pattern shown is for uniform loads This truss is designed using the 1-2 -8037 0.14 0.74-0.88 Permanent bracing is required (by others) to only. Concentrated loads > 350# must be UBC -97 Code. Scale: 1/8" = 1' 2-3 -7881 0.14 0.48 0.61 prevent rotation/toppling. See HIB -91 and distributed (by others) equally to each Bldg Enclosed = Yea T R U S S W O R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 3-4 -5942 0.16 0.27 0.42 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. ply, unless nail clusters are shown ( ). Truss Location = End Zone - 4-5 -5284 0.06 0.19 0.26 2 -PLY! Nail w/10d BOX, staggered (NDS -97 2x4 continuous lateral bracing @24.0 o.c. Hurricane/Ocean Line = No Exp Category = C 5-6 -5284 0.06 0.23 0.30 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft attached w/ 2-10d box or common wire nails. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -3595 0.03 0.46 0.49 Mean roof height = 16.56 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL .gptp CSI ----------LOAD CASE #1 DESIGN LOADS --------------- 8-9 7485 0.36 0.64 1.00 - Dir L.Plf L.Loc - R.Plf R.Loc LL/T 9-10 5445 0.26 0.40 0.67 TC Vert 60.00 0- 0- 0 60.00 33- 2- 0 0.5 0-11 5479 0.26 0.09 0.36 BC Vert 14.00 0- 0- 0 14.00 33- 2- 0 0.0 1-12 5962 0.29 0.06 0.35 ..Type - lbs X.Loc LL/TL 2-13 3-14 3333 3327 0.25 0.07 0.32 0.SI 0.24 0.49 THIS PROFESSIONAL ARCHITECTS BC vert 2460.0 3- 9- 4 0.43 CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED NEB z-9 FORCE c10 WEB FORCE c13 512 4-12 -736 0.13 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 3-9 2642 0.65 0.65 5-12 -330 0.04 PROVIDED BY OTHERS AND SHALL BE VERIFIED 1 (span) MAX DEIN 11-12 L/999 3-10 3-11 282 0.07 -609 0.13 6-12 2081 0.53 6-13 69 AND APPROVED FOR THE SPECIFIC APPLICATION ME (LIVE) 7:N MEM L= -0.2411 D= -0.32" T= - 4-11 290 0.06 0.01 13Y THE PROJECT DESIGN PROFESSIONAL, - Joint Locations 1 0- 0- 0 8 0- 0- 0 2 3- 9- 4 9 3- 9- 4 3 7- 6-12 10 7- 5- 0 4 13- 6- 5 11 13- 6- 5 5 19- 7-11 12 19- 7-11 3-9-0 3-9-8 5-11-9 6-1-5 5-11-9 7-0-12 6 25= 7- 4 13 25- 9- 0 --� 7 33- 2- 0 la 33- 2- 0 3-9-4 7-6-12 13-6-5 19-7-11 25-7.4 33-2-0 7-11-11 7-11-11 2-PLYS 2 3 4 s 6 7 REQUIRED 4.00 17-2-0 -0� 56' 1.5-3 3-1-6 4_7 l =0-5-8 5-5 1.5-3 3-4 3-1-6 5Eo aRCh,� 3 =0-5 SHIP �� , S. Robert S. �' 5-7 1.5-3 + ! Alcumb �,� NO. C-10381 , zaso# EN. 8/200 33-2-0 " 8 9 10 /l /2 /3 14 3-9� 9-9-1 6-1-5 6-1_5 7-5-0 //y�. O �C/'t�``O[' 3-9-4 13-0-5 19-7-11 25-9-0 33-2-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ' T R U S S W O R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk: SB • Dsgnr• SB A Company You Can Trussl P.O. 626 Thousand d Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVTPI F,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' _ (M-91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TC Live TC Dead BC Live BC Dead TOTAL 16.00 psf 14.00 psf 0.00 psf 7.00 psf DurFacs L=1.25 P=1.25 s Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 . Design Spec UBC -97 Seqn T6.2.6 - 0 37.00 psf 56' Job. Name,: 4.OT 87 TRADITIONS 6 7 8 9 10 77-5 .77-2_00 77-2-0 77-5_0 Truss ID: H1 Qty: 1 Drw : KRG x -LAC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0-1-12 1079 3.50" 1.54^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 29-.0- 4 1079 3.50" 1.54" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to Dsgnr: SB . -- TC Live 16.00 psf TC Dead 14.00 psf Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7- 0-15 21- 2- 0 TC -FORCE AXL BID CSI 2x4 continuous lateral bracing @24.0 " o.c.. Drainage must be provided to avoid ponding. This truss is designed using the 1-2 =2476 0.05 0.50 0.55 attached w/.2 -10d box or common wire nails. UBC -97 Code. 2-3 -3170 0.15 0.44 0.58 Bldg Enclosed = Yes 3-4 -3170 0.15 0.44 0.58 Truss Location = End Zone 4-5 -2477 0.05 0.50 0.55 Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, B1dg.Width = 20.00 ft BC FORCE AXL BND CSI CERTIFICATION Mean roof height = 16.89 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 6-7 7-8 2280 2291 0.34 0.18 0.52 0.34 0.10 0.44 PROFESSIONAL ARCHITECTS p cy, psf 8-9 2291 0.34 0.10 0.44 THIS TRUSS 70 CARRY THE APPLIED 9-10 2280 0.34 0.18 0.52 IS TO VERIFY THIS DIMENSIONS WERE LOADS. THE INPUT LOADS AND VERIFIED WEB FORCE CSI WEB FORCE CsiPROVIDED BY OTHERS AND SHALL BE PpON&-A 2-7 2-8 96 0.05 922 0.47 4-8 921 0.47 4-9 96 0.05 AND APPROVED FOR THE SPEGIFI6 = N pggl F1R - 3-8 -456 0.13 BY THE PR*4FIBT 7-67 7-0-12 9-11-11 4.00 T 3-9-0 4-4 =0-5-8 77-0-4 14-7-0 77-0-4 7-67-6 21-7-4 29-2-0 9-11-11 2 3 a 1 13-2-0 -4 29-2-0 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.21" D= -0.28" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7- 5- 0 3 14- 7- 0 8 14- 7- 0 4 21-'7- 4 9 21- 9- 0 5 29- 2- 0 10 29- 2- 0 T DAR T '3 s-4 3-9-6 SHI Robert S. =0-51 Alcumbrac a NO. C-10381 REN. 8/2001 OF rAOS _ 6 7 8 9 10 77-5 .77-2_00 77-2-0 77-5_0 - 7-5-0. 14-7-0 21-9-0 29-2-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5132" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: 81320 ' ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB T R U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB . -- TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord . is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any - P.O. Box 626 Thousand Palms CA. 92276 Palms, Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANSVrPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HM -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spaeing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 50' Job Name: LOT 87 TRADITIONS Truss ID: H2 Qty: 2 Drwg: Z X -IAC REXT SIZE REQ'D 1 0- 1-12 2264 3.50" 1.62" 2 29- 0=-4 2264 3.50" 1.62" TC FO)tCE AXL BND CSI 1-2 -5700 0.08 0.51 0.59 2-3 -7767 0.21 0.58 0.79 3-4 -7767 0.21 0.58 0.79 4-5 . -5700 0.08 0.51 0.59 BC FORCE AXI. BND CSI 6-7 5327 0.40 0.45 0.85 7-8 5346 0.40 0.15 0.55 8-9 5347 0.40 0.15 0.55 9-10 5328 0.40 0.45 0.85 WEB FORCE CSI 2-7 154 0.04 2-8 2539 0.64 3-8 -1251 0.15 TC 2x4 SPF 1650F-1.SE 2x4 SPF 2100F -1.8E 2-4 BC 2x4 SPF 1650F-1.SE WEB 2x4 .SPF STUD Lumber shear allowables are per NDS -97. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 2 -PLY! Nail w/10d BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Nail pattern shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ( ). 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. WEB FORCE CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION 4-8 2538 0.64 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 4-9 154 0.04 LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-0-12 77-0-4 7-0_4 7-0 7.6-12 14-7-0 21-7-4 29-2-0 7-11-11 7-11-11 2-PLYS 7 J 4 s REQUIRED400 3307# 13-2-0 _-- -4.00 I T 3-1-6 1 3-6 _ _5-8 29-2-0 6 7 8 9 /0 7-5-0 7-2-0 7-2-0 7-57-5_0 7-5-0 14-7-0 21-9-0 29-2-0 This design based on chord bracing applied per the following schedule: Eng. Job: EJ. max o.c. from to ® TC 24.00" 7-11-11 21- 2- 0 Chit: SB This truss is designed using the ' UBC -97 Code. DSgnr: SB Bldg Enclosed = Yea TC Live 16.00 psf TC Dead 14.00 psf Truss'Location = End Zone T R U S S WO R KS A Company You Can Trussl P y . Hurricane/Ocean Line = No , Exp Category = C P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.56 ft, mph = 70 O.C.Spacing 2-0-0 Design Spec UBC -97 Seqn T6.2.6 - 0 UBC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0. TC Vert 145.63 8- 0- 0 145.63 21- 2- 0 0. TC Vert 60.00 21- 2- 0 60.00 29- 2- 0 0. BC Vert 33.98 . 0- 0- 0 33.98 29- 2- 0 0. .Type.-. lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 21- 2- 0 1.00 TC Vert 154.0 21- 2- 0 0.00 T 3-1-0 SHIP =o -s MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.25" D= -0.33" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7- 5- 0 3 14- 7- 0 8 14- 7- 0 4 21- 7- 4 9 21- 9- 0 5 29- 2- 0 10 29- 2- 0 USED AR y,T Robert S. C Alcumbrac NO. C-10381 REN. 8/2001 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 . ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: SB TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S WO R KS A Company You Can Trussl P y . utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (MM -91) and HM -91 SUMMARY SHFET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2-0-0 Design Spec UBC -97 Seqn T6.2.6 - 0 57' Job-Name:.LOT 87 TRADITIONS Truss ID: 11 Qty: 1 Drw MG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing UPLIFT REACTION(S) - 1 0- 1712 840 3.50 1.50 BC 2x4 SPF 165OF-1.5E ® at each location shown. Lateral bracing Support 1 -3 lb 2 20-10- 4 840 3.50" 1.50" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Support 2 -3 lb ' 2x4 SPF 165OF-1.5E 1-6 are the responsibility of the building This truss is designed using the TC FORCE AXL BND CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be UBC -97 Code. 1-2 -2123 0.09 0.51 0.60 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg Enclosed = Yea . 2-3 -2046 0.04 0.45 0.48 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone - 3-4 -5 0.00 0.40 0.41 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No , Exp Category = C Drainage must be provided to avoid ponding. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI End verticals designed for axial loads only. Mean roof height = 16.07 ft, mph = 70 5-6 0 0.00 0.13 0.13 End verticals that are extended above or UBC Special Occupancy, Dead Load= 17..0 psf 6-7 2227 0.33 0.12 0.46 below the truss profile (if any) may require - 7-8 1998 0.30 0.15 0.44 additional design consideration (by others) for lateral forces due to wind or seismic WEB FORCE CSI WEB FORCE CSI loads on the building. 1-5 -781 0.24 3-7 210 0.11 1-6 2190 0.33 3-8 -2088 0.68 ' THIS PROFESSIONAL ARCHITECTS CERTIFICATION 2-6 -427 0.11 4-8 -169 0.04 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 2-7 -193 o.2s LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION MAX DEFLECTION (span) BY THE PROJECT DESIGN PROFESSIONAL. L/999 1N MEM 6-7 (LIVE) r L= -0.16" D= -0.16" T= - Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 0- 0 6 7- 0- 0 3 14- 0- 0 7 14- 0- 0 4 21- 0- 0 8 21- 0- 0 7-M 14-" 21-" t 1 I 3 a+ } 0.25 ED Agcy/� T3-7 1.5-3 5-5T Robert S. Alcumbrac 3 T t` „ 3-0-0T 2 3 0 NO. C-10381 �2� 5-a � I 1 SHIP REN, 8/2001 3-7 s -s 2-4 3-7 CAL�FO�� 21-M i 3 6 7 8 7-"___, 77-0-0 7-0-0 _ - 7-0-0 14-0-0 21-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, -positioned per Joint Report, unless noted. Scale: 7/32"= 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: SB TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DU•rFBCS L=1.25 P=1.25 '.. A Company You Can TrUSSI is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf P Re Mbr Bnd 1.15 p - P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0' '+- P g - Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSUPPI 1', 'WTCA I'- Wood Truss Council BC Dead 10.00 psf Design Spec UBC-97'- BC-97'-Phone Phone(760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -9p and HLB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I l I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.2.6 - 0 31' Job Name: LOT 87 TRADITIONS Truss ID: 12 Qty: RG ,X -LOC,' AC RET SIZE REQ'D TC 2x4 SPF 165OF-1.5E Denotes the requirement for lateral bracing 1 0„ 1-12 1102 3.50" 1.58" 2x4 SPF 210OF-1.BE 1-2 ® at each location shown. Lateral bracing 2 20-10- 4 1102 3.50" 1.58" BC 2x4 SPF 165OF-1.SE systems which include diagonal or x -bracing 6/12/2001 WEB 2x4 SPF STUD are the responsibility of the building TC- FORCE Ala. BND CSI 2x4 SPF 1650F -1.5E 1-6 designer. Truswal Systems BRACE -IT may be 1-2 -2779 0.12 0.68 0.80 Lumber shear allowables are per NDS -97. used for continuous lateral bracing on 2-3 -2680 0.06 0.72 0.78 Plating epee : ANSI/TPI - 1995 trusses spaced 24" oc. Alternatively, use 3-4 -7 0.00 0.67 0.67 THIS DESIGN IS THE COMPOSITE RESULT OF scabs or T -braces as shown on Truswal utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TruSSi is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise MULTIPLE LOAD CASES. Systems standard details. BC FORCE AXL BND CSI Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 5-6 . 0 0.00 0.15 0.15 End verticals designed for axial loads only. -Permanent bracing is required (by others) to 6-7 2927 0.44 0.14 0.57 End verticals that are extended above or prevent rotation/toppling. See HIB -91 and 7-8 2627 0.39 0.17 0.57 below the truss profile (if any) may require ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. _ additional design consideration (by others), WEB FORCE CSI WEB FORCE CSI for lateral forces due to wind or seismic 1-5 -1042 0.32 3-7 227 0.11 loads on the building. - 1-6 2867 0.43 3-8 -2746 0.90 2-6 -605 0.15 4-8 -238 0.06 . 2-7 -263 0.34 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL, 7-0-0 7-" 7-" 14-0-0 r T 3-"T T21-0 1 F-0- .25 3 7-M 21-" 1 Drwg: UPLIFT REACTIONS) Support 1 -4 lb Support 2• -4 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.07 ft, mph = 70 UBC Special Occupancy, Dead Load 17.0 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.L.oc LL/ TC Vert 85.00 0- 0- 0 85.00 21- 0- 0 0. BC Vert 20.00 0- 0- 0 20.00 21- 0- 0 0. a 2-4 3-8 21-0-0 MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L-- -0.20" D= -0.20" T=- 40' Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 0- 0 6 7- 0- 0 3 14- 0-0 7 14- 0- 0 4 .21- 0- 0 8 21- 0- 0 0 AF? Robert S. TT Alcumbrac NO. C-10381 2-5.4 3-0-0 0 SHIP \ REN. 8/201' i T - 1 CAI- FOQ t 7-0-0 7-0-0 t 77-M - • . t 7-0-0 14-" 21-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 r `, ® This designis for an individual building component not truss stem. It has been based on specifications provided b the component manufacturer` 8 P system. P P Y P Chk: SB r and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions. Dsgne SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TruSSi is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise , * noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.00 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIMI 1','WTCA F- Wood Truss Council 1 e Phone (760) 343-3461 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 k Fax # (760) 343-3491 - (HIB -91) and 7-11B-91 SUMMARY SHEET by TPI, The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The Ameriran Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.2.6 - 0 Job -Name: ,LOOT 87 TRADITIONS Truss ID: 13 Qty: 2. Drw : tRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1:SE Denotes the requirement for lateral bracing UPLIFT REACTIONS) ' 1 0- 1 12 840 3.50" 1.50" BC 2x4 SPF 165OF-1.SE ® at each location shown. Lateral bracing Support 1 -3 lb 2 20.10- 4 840 3.50" 1.so " WEB 2x4 SPF STUD systems which include diagonal or x -bracing Support 2 -3 lb • , 2x4 SPF 165OF-1.5E 1-6 are the responsibility of the building This truss is designed using the TC FORCE AXL BND CSI. Plating spec ANSI/TPI - 1995 .designer. Truswal Systems BRACE -IT may be UBC -97 Code. - 1-2 -2123 0.09 0.51 0.60 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on - Bldg Enclosed = Yes 2-3 -2046 0.04 0.45 0.48 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone ' 3-4 -5 0.00 0.40 0.41 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No , Exp Category = C Drainage must be provided to avoid ponding. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft SC FORCE AXL BND CSI End verticals designed for axial loads only. Mean roof'height = 16.07 ft, mph = 70 5-6 0 0.00 0.13 0.13 End verticals that are extended above or UBC Special Occupancy, Dead Load = 17.0 psf 6-7 2227 0.33 0.12 0.46 below the truss profile (if any) may require 7-8 1998 0.30 0.15 0.44 additional design consideration (by others), r ,• THIS PROFESSIONAL ARCHITECTS CERTIFICATION for lateral forces due to wind or seismic WEB FORCE CSI WEB FORCE CSI 1-5 -781 0.24 3-7 210 0.11 loads on the building.. IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 1-6 2190 0.33 3-8 -2088 0.68 - LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-6 -427 0.11 4-8 -169 0.04 PROVIDED BY OTHERS AND SHALL BE VERIFIED ' 2-7 -193 0.25 AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL, MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L= -0.16" D= -0.16" T= - - Joint Locations 1 0- 0- 0 5 07 0- 0 2 7- 0- 0 6 7- 0- 0 3 14- 07 0 7 14- 0- 0 4 21- 0- 0 8 21- 0- 0 7-0-0 77-"77-" 7-" 14-0-0 21-" 1. 1 3 4 rO r r� T 3 5-5 3-7 1 5-3T AR�,`y�T I. I I _A 3-"T2-5-4 3-0-0 Robert S. I2-0-0 I SHIP AlcurribraC 11 1 NO. C-10381 3-7 5-5 2-4 3-7 REN. 8/2001 OF CAN-�FO�� 21-0-0 - - S 6 7 8 , E I - 77-" 77-0.0 77-0-0 7-" 14-0-0 21-" .: 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk; SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S W O KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 - A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 - P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 - Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAFLS' by Truswal,'ANSUIPI 1% %TCA F- Wood Truss Council BC Dead 10.00 psf Design Spec UBC -97.x Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. Fax # (760) 343-3491 - (HIB -91) and'HIB-91 The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL - 40.00 psf Seqn T6.2.6 - 0 31' Job Name,:.LOT 87 TRADITIONS . Truss ID: 14 Qty: 1 Drw : RO . X -LOC hEA& SIZE REQ'D TC 2x4 SPF 165OF-1.SE Denotes the requirement for lateral bracing UPLIFT REACTION(S) 1 0-.1-12 840 3.50" 1.50" BC 2x4 SPF 165OF-1.5E ® at each location shown. Lateral bracing Support 1 -3 lb 2 20-10-'4 840 3.50^ 1.50 WEB 2x4 SPF STUD systems which include diagonal or x -bracing Support 2 -3 lb 7-0-0 14-" 21-0-0 -. 2x41 SPF 1650F-1.SE 1-6 are the responsibility of. the building This truss is designed using the " TC I. FORCE AXBND CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be UBC -97 Code. 1-2 -2123 0.09 0.51 0.60 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg'Enclosed = Yes -" 2-3 -2046 0.04 0.45 0.48 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone 3-4 -502 0.00 0.40 0.41 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No Exp Category = C are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Drainage must be provided to avoid ponding. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI '"-------------------------------------------- TC Live 20.00 psf End verticals designed for axial loads only. Mean roof height = 16.07 ft, mph = 70 5-6 3000 0.42 0.12 0.54 Designed for 3.0 K lbs drag load applied . End verticals that are extended above or UBC Special Occupancy, Dead Load = 17.0 psf 6-7 3001 0.42 0.14 0.56 evenly along the top chord to the bottom below the truss profile (if any) may require ' 7-8 3096 0.43 0.14 0.57 chord at the bearings, concurrently with additional design consideration (by others) " Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIlfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' dead loads and 0 9 live load. Duration for lateral forces due to wind or seismic Design Spec UBC -97 . 9 P WEB FORCE CSI WEB FORCE CSI =1.33. Horizontal reaction = 3.0 K lbs. loads on the building. _ 1-5 -781 0.24 3-7 454 0.22 (each bearing). - - 1-6 2190 0.33 3-8 -2088 0.68 -----=-------------------------------------- - 2-6 -427 0.11 4-8 -169 0.04 ' 2-7 -1071 0.59 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PRAdEBT OgBION PROFESSIONAL. 7-0-0 7-0-0 77-M 7-" 14-0-0 21-" 1 2 3 4 OI 25 T 3-0-0T . .121 2-4 3-7 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.16" D= -0.16•' T= - Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 0- 0 6- 7- 0- 0 3 14- 0- 0 7 14- 0- 0 4 21- 0- 0 8 21= 0- 0 v RObert S. TT Alcurnb c 3-0-0 No C-10381 2 SHIP ' N. si20011J 31' 21-0-0 S 6 7 8 77-0-0 77-0-0 7-" . 7-0-0 14-" 21-0-0 6/12/2001 , ` All plates are 20 gauge Truswal Connectors unless preceded by "1S" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1' WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25. P=1.25 A Company YCTl p youanruss is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd ' 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIlfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf P Design Spec UBC -97 . 9 P Phone 760 343-3461 - (HIB -91) and M-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. , Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington; DC 20036. TOTAL 40.00 psf Seqn T6.2.6 - 0 31' Job Name: LOT 87 TRADITIONS Truss ID: 15 Qty: 9 Drw : x -LOC ,REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing UPLIFT REACTION (S) 1 0- 1-12 840 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E ® at each location shown- Lateral bracing Support 1 -3 lb 2 20=10- 4 840 3.50^ 1.50" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Support 2 -3 lb ' 2x4 SPF 165OF-1.5E 1-6 + are the responsibility of the building This truss is designed using the . Tc "FORCE AXL BND CSI Plating Spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be USC -97 Code. 1-2 -2123 0.09 0.51 0.60 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on - Bldg Enclosed = Yes 2-3 -2046 0.04 0.45 0.48 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone " 3-4 -5 0.00 0.40 0.41 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No Exp Category = C Drainage must be provided to avoid ponding. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI End verticals designed for axial loads only. Mean roof height = 16.07 ft, mph = 70 5-6 0 0.00 0.13 0.13 End verticals that are extended above or UBC Special Occupancy, Dead Load = 17.0 psf ` 6-7 2227 0.33 0.12 0.46 below the truss profile (if any) may require 7-8 1998 0.30 0.15 0.44 additional design consideration (by others) ' for lateral forces due to wind or seismic WEB FORCE CSI WEB FORCE CSITHIS PROFESSIONAL ARCHITECTS CERTIFICATION loads on the building. 1-5 -781 0.24 3-7 210 0.11 1-6 2190 0.33 3-8 -2088 0.68 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED -. 2-6 -427 0.11 4-8 -169 0.64 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-7 -193 0.25 PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION oy TMl PROA 10T 13ESION PROFESSIONAL. MAX DEFLECTION (span) - L/999 IN MEM 6-7 (LIVE) L= -0.16" D= -0.16" T= - " - Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 0- 0 t6 7- 0-"0 . 3 14- 0- 0 7 14- 0- 0 4 21- 0- 0 8 21- 0- 0 77-M 77-" 77-0-0 F • . 7-" 14-0-0 21-0-0 r z 3 a. Or 25 AR T 5-5 3-7 1.6-3 T 3 I I C� Robert S. 3-"T 3-0-0 Alcumbrac I2-" 1I 1 2-5.4 I SHIP 1 1 M C-103$1 a; 3-7 5-5 REN. 812001 2-4 3-7 Qp 21-0-0 ; 67 g 7-0-0 77-" 77-0-0 F • - 7-" 14-0-0 21 6/12/20011''.11- /12/2001 'All Allplates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. ` Scale: 7/32".= V +' WARNING Read all notes on this sheet and givea copy of it to the Erecting Contractor. Eng. Job: EJ. 9 WO: 81320 r ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds nr:eB g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord - TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd '1.15 , P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install P BC Live 0.00 psf O.C.Spacing 2- 0- 0 . �. Thousand Palms CA. 92276 Palms, and brace this truss in accordancb with the following standards: 'JOINT DETAILS' by Truswal,'ANSVI•PI I','WTCA I' -Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' by BC Dead 10.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and'HIB-91 SUMMARY SHEET' TPI. The Truss Plate Institute.(TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL- 40.00 psf Seqn T6.2.6 - 0 31' Job, Name::.ITOT'87 TRADITIONS Truss ID: 16 Qty: 1 Drw : Rc X -LOC 'REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Denotes the requirement for lateral bracing UPLIFT REACTION(S) 1 0-, 1-12 840 3.50 1.50" BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing Support 1 -3 lb 2 20-10- 4 .840 3.50" 1.50 WEB 2x4 SPF STUD systems which include diagonal or x -bracing Support 2 -3 lb 2x4 SPF 1650F -1.5E 1-6 are the responsibility of the building This truss is designed using the TC FORCE AXL BND CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be UBC -97 Code. 1-2, -2123 0.09 0.51 0.60 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg Enclosed = Yes " 2-3 -2046 0.040.45 0.48 MULTIPLE LOAD CASES. trusses spaced'24" oc. Alternatively, use Truss Location = End Zone 3-4 -502 0.00 0.40 0.41 PLATE VALUES PER ICED RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No , Exp Category = C ' Drainage must be provided to avoid ponding. Systems standard details..Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL END CSI -------------------------------------------- End verticals designed for xial loads only. Mean roof height = 16.07 ft, mph = 70 5-6 . 3000 0.42 0.12 0.54 Designed for 3.0 R lbs drag load applied End verticals that are extended above or UBC Special Occupancy, Dead Load = 17.0 psf 6-7 3001 0.42 0.14 0.56 evenly along the top chord to the bottom below the truss profile (if any) may require 7-8 >3096 0.43 0.14 0.57 chord at the bearings, concurrently with additional design consideration (by others) 77-0-0 77-0-0 .. 77.0-0 " dead loads and ' 0 9 live load. Duration for lateral forces due to wind or seismic , 7-0-0 14-0-0 21-0-0 WEB FORCE CSI WEB FORCE CSI =1.33. Horizontal reaction = 3.0 K lbs. loads on the building. 1-5 -781 0.24 3-7 454 0.22 (each bearing). All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. 1-6 .2190 0.33 3-8 -2088 0.68 -------------------------------------------- WARMING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. .. 2-6 -427 0.11 4-8 -169 0.04 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB 2-7 -1071 0.59 .. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS, THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFI6 APPLICATION BY THE PR9d€eT QUION fflopE 8IONAL. 7-0-0 7-0-0 77-0-0 7-0-0 14-0-0 21-0-0 MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L= -0.16" D='-0.16" T= - Joint Locations - 1 0- o- 0 5 0- 0- 0 2 7- 0- 0 6 7- 0-'0 3 14- 0- 0 7 14- 0- 0 4 21- 0-'0 8 21- 0 0 " I 3 I ''. �0 Y T 3 5 5 3-7 1.5-3 T AIDC T 3 3-0-0 I -0.0 2-5-4 2 1I I 1 SHIP �G RObBrt S. Aicumbrac 1 3-7 5-5 NO. C-10381 2-4 S-7 RE 21-0-0OFCA1.�FOP . 77-0-0 77-0-0 .. 77.0-0 , 7-0-0 14-0-0 21-0-0 6/12/2001...': All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1' WARMING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ' ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr. SB - T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 , P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 + Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANSY17PI F,'WTCA I' - Wood Truss Council l Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97, Fax # (760) 343-3491 - (11I6-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.2.6 - 0 31' Job. Name: LOT 87 TRADITIONS Truss ID: J1. Qty: 1 Drw : IRG X -LOC REACT' SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec ANSI/TPI - 1995 This trues is designed using the 1 0-'1-12` 777 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 20-10- 4 777 3.50" 1.50" WEB 2x4 SPF STUD . MULTIPLE LOAD CASES. Bldg Enclosed = Yes •• ,FORCE Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone - TC AXL BND CSI •- Hurricane/Ocean Line = No,Exp Category = C 1-2 -1682 0.02 0.30 0.32 Eng. Job: EJ. Bldg Length = 40.00 ft, Bdg Width = :20.00 ft 2-3 -1433 0.01 0.24 0.26 Chk: SB Mean roof height = 17.19 ft, mph = 70 3-4 -1169 0.02 0.25 0.27 Dsgnr: SB UBC Special Occupancy, Dead Load = 21.0 psf 4-5 44 0.01 0.23 0.24 TC Live 16.00 psf BC FORCE AXL BND CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 6-7 7-8 1542 972 0.23 0.14 0.38 0.10 0.21 0.31 IS TO VERIFY THIS TRUSS -TO CARRY THE APPLIED noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 8-9 1035 0.11 0.20 0.31 LOADS. THE INPUT LOADS AND DIMENSIONS WERE environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install WEB FORCE CSI WEB FORCE CSI PROVIDED BY OTHERS AND SHALL BE VERIFIED and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Trus�val,'ANSI/TPI 1%'WTCA I'- Wood Truss Council 'HANDLING 2-7 -341 0.10 4-8 100 0.05 AND APPROVED FOR THE SPECIFIB AMIPATION of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1Ba-91) and'HM-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. s-8 lee 0.09 s-9 1256 0.01 PRg4t& 999AN PROF06I0NAI.. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 BY THE a -a-8 3-4 I0-5-8 6-1-1 5-715 5-715 3-71 6-1-1 11-9-0 17-4-15 21-0-0 11-9-0 i 9-3-0 / I 3 4 S 4.0 -400 4-4 - • 3-0 I a -a-8 1.5-3SHIP 11_3_ 8 MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE)- L-- -0.09" D= -0.12" T=. - Joint Locations 1 0- 0- 0 6 0- 0-'0 2 6- 1- 1 7 7-11-11 3 11- 9- 0 8 15- 6- 5 4 17- 4-15 9 21- 0. 0 5 21= 0- 0 C_ G��SED AFR? V %Robert S. Alcumbrac NO. C-10381 . REN. 8/2001 !1' 21-0-0 2.6"- - 6 7 8 9 STUB - - 7-1111 7-0-10 5-5-11 7-11-11 15-6-5 21-0-0 6/12/2001,; All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132"= 1' . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 e This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFaes L=1.25 P=1.25 .. T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Re Mbr Bnd. 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P P - P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Trus�val,'ANSI/TPI 1%'WTCA I'- Wood Truss Council 'HANDLING BC Dead 7.00 psf _ Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1Ba-91) and'HM-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 !1' Jo'b Name; I OT 87 TRADITIONS Truss ID: J2 Qty: 1 Drw : - RG x -LOC `REACT SIZE REQ'D TC 2x6 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 Thi.a truss'is designed using the 1 0" 1-12 869 3.50^ 1.50^ BC 2x6 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. ". 2 23- 4- 4 869 3.50" 1.50^' ,WEB 2x4 SPF STUD MULTIPLE LOAD CASES.. Bldg Enclosed = Yea • -Loaded for 10 PSF non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT 01607. Truss Location = End Zone TC FORCE A)M BUD CSI -------------------------------------------- Hurricane/Ocean Line = No , Exp Category = C 1-2 -1946 .0.03 0.53 0.57 Designed for 3.0 K lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft. I' 2-3 -1699 0'.03 0.22 0.25 evenly along the top chord to the bottom Mean roof height = 17.19 ft, mph = 70 3-4 -1699 0.03 0.22 0.25, chord at the bearings, concurrently with UBC Special Occupancy', Dead Load = 21.0 psf 4-5 -1946 0.03`0.53 0.57 dead loads and 0 % live load. Duration ' =1.33. Horizontal reaction = 3.0 R lbs.. - BC FORCE Ata. END c8I(each bearing). 6-7 3049 0.43 0.21 0.64 -• .. -7- ---------------------------------------- 7-8 2219 0.31 0.18 0.49 - 8-9 3049 0.43 0.21 0.64 WEB FORCE CSI WEB FORCE CSI 2-7 -492 0.14 3-8 710 0.34 THIS PROFESSIONAL -ARCHITECTS CERTIFICATION 3-7 710 0.34 4-8 -492 0..14 IS TO VERIFY THIS TRUSS -TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED r AND APPROVED FOR THE SPECIFIC APPLICATION . MAX DEFLECTION (Span) L/999 IN MEM 7-8 (LIVE) BY THE PR OJEGT 0981ON PROFESSIONAL L= -0.12" D= -0.1611 T-- - - - - - Joint - Locations 1 0- 0- 0 61 0- 0- 01 - _ -•. 2 6- 1- 1 7 7-11-.11 6-1-1 5-7-15 6-7-15 64-1 3 11- 9- 0 '8 15- 6-.5 4 17- 4-15 9, 23- 6- 0 ' 6-1-1 11-9-0 17-0-15 23.6-0 5 23. 6- 0 1 11-9-0 t, 11-9-0 ' F4.00 .. -400 4-4 T T D AR 1.5-3.` 1.5-3 4-a-8 4-4-8 Robert S. AICUMbrac 3-6 . - 110.5-8 3 6 I N0. C-10381. 10-5-8 3-4 5-5 REN. 8/2001 - CALIF - 23.6-0 7-11-11 7-6-10 7-11-11 7-11-11 15-0-5 23-0-0 W" - - 6/12/2001 " All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32 t 1' `Eng. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Job:, .EJ. WO: B1320 , + ® .. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer done in the versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Chk: SB C _ �� - - -. _ if and accordance with current Dsgnr:.SB + � . are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TRU SSWO RKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacS L=1.25 P=1.25 r A Company You Can TruSSI P Y is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Re Mbr 1.15 -r•' - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P Bnd P r 4�;..a " P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install •. environment BC Live 0.00 psf O.C.Spacing. 2 A 0' � Thousand Palms,:CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Trusvial; 'ANSMI 1', •WTCA F- Wood Truss Council WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 4_V`- Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED - (HlB-91) and `HlB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 !B' Job. Name: 40T.87 TRADITIONS Truss ID: A Qty: 1 Drwg: um X -LOC REt�CT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 869 3.50 1.50 BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 23- 41 4 869 3.50^ 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes - Joint Locations ' Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone TC FOkCE AXL END CSI Hurricane/Ocean Line = No Exp Category.= C 1-2 -1946 0.03 0.35 0.38 a _ Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1699 0.03 0.22 0.25 _ Mean roof height = 17.19 ft, mph = 70 3-4 -1699 0.03 0.22 0.25 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1946 0.03 0.35 0.38 11-9-0 t 11-9-0 BC FORCE AXL BMD cs2 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 6-7 7-8 1291 0.27 0.18 0.45 1227 0.13 0.22 0.35 IS TO VERIFY THIS TRUSS TO CARRY •. 4.0 -4.00 8-9 1791 0.27 0.18 0.45 THE APPLIED � LOADS. THE INPUT LOADS AND DIMENSIONS ' WEBPROVIDED NEB WERE BY OTHERS AND SHALL 2-7 2-7 FORCE c10 FORCE c24 -338 0.10 3-8 479 0.24 BE VERIFIED AND APPROVED FOR THE SPECIFIC ARP 3-7 479 0.24 4-8 -338.0.10 APPLICATION BY THE PROJECT DESIGN �Q PROFESSIONAL - MAX DEFLECTION (span) : " L/999 IN MEM 7-8 (LIVE) • L= -0.12" D= -0.16" T= - Joint Locations ' 1 0- 0- 0 6 0- 0- 0 2 .6- 1- 1 7 7-11-11 6-1-1 5-7-153 5-7-15 6_1_1 11- 9- 0 8. 15- 6- 5 1 i � 4 17- 4-15 9 23- 6- 0 6-1-1 11-9-0 17-4-15 23-6-0 5 23- 6- 0 11-9-0 t 11-9-0 •. 4.0 -4.00 4-4 - 1 T��SED ARP �Q 1.5-3 1.5-3I Robert S. JA 4-4-8 4-8 AICUMbrac SHIP ' I NO. C-10381 3-4 3-4 • . ' IO-6-10-5-8� REN. 8/2001 3.4 5-5 C,\Q' - ... _ CAI -FOP s a 23-6-0 i, 7_-1111 7-6-10 7-11-11 ` 7-11-11 15-0-5 23-0-0 6/12/2001 e- All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1'- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.- Eng. Job:.E.I. WO: B1320 ® This design is for an individual building component not ss system. It has been based on specifications provided by the component manufacturer cu Chk• SB t s and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnf' SB - + T R U S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord _ TC Live 16.00 psf DurFacs L=1.25 P=1.25 , A Company You Can TrUSSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal;'ANSIl1'PI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,14ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf , Design Spec UBC -97 Phone (760) 343-3461 - (RIB -91) and'[ -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. ` Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 28' JobName: 4OT 87 TRADITIONS Truss ID: A Qty: 1 Drw : RG x -LAC 'REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 ,869 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF - per the following schedule: 2 23- 4- 4 869 3.50" 1.50" - WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to 5 23- 6- 0 100 23- 6- 0 ' Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7- 0-15 15- 6- 0 TC' FORCE AXL BND CSI 2x4 continuous lateral bracing @24.0 11 o.c. Drainage must be provided to avoid ponding. This truss is designed using the 1-2 -1868 0.03 0.40 0.43 attached w/ 2-10d box or common wire nails. UBC -97 Code." 2-3 -1992 0.06 0.22 0.28 Bldg Enclosed = Yes 3-4-1992 0.06 0.22 0.28 5-5 1.5 Truss Location = End Zone 4-5 -1868 0.03 0.40 0.43 3-19.6 Hurricane/Ocean Line = No , Exp Category = C .. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI \G Robert S. Mean roof height = 16.89 ft, mph = 70 6-7 1715 1.25 1.18 0.34 3� 10-5-81 THIS PROFESSIONAL ARCHITECTS Load UBC Special Occupancy, Dead Lad = 21.0 psf 7-8 8 -9 1716 0.26 0.06 0.31 1716 1.26 0.06 0.31 1.5-3 5-7 1.5-3 CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED - 9-10 1705 0.25 0.08 1.34 . LOADS. THE INPUT LOADS AND DIMENSIONS WERE WEB FORCE CSI WEB FORCE CSI 23-6-0 PROVIDED BY OTHERS AND SHALL BE VERIFIED � 2-7 88 0.04 4-8 310 0.16 CAS AND APPROVED FOR THE SPECIFIC APPLICATION 2-8 3-8 310 0.16 4-9 as 0.04 -243 0.07 7-5.0 4-" 4-4-0 BY THE PROJECT DESIGN PROFESSIONAL. ' 22' Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7-5- 0 3 11- 9- 0 8 11- 9- 0 7$-12 42_-4 4 2� 7-0-1� 4 15-11- 4 1 16- 1- 0 5 23- 6- 0 100 23- 6- 0 ' 7.6-12 11-9-0 15-11-4 23-6-0 9-11-11 9-11-11 .. 1 2 3 a 4.007-0-0 x.00 5-5 1.5 DAR 39-6 3-19.6 SH .. I \G Robert S. 3-4 1 10-5 8 3� 10-5-81 Alcumbrac ; 1.5-3 5-7 1.5-3 NO. C-10381 . 23-6-0 � CAS 7-5.0 4-" 4-4-0 7-5-0 7-5-0 11-9-0 16-1-0 23.6-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1' WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 '± ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: S13 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads • T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTI p youanrussnoted. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direcdy attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANS VrPI 1','WTCA I'- Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 j Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' HM SUMMARY SHEET by is located D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 - (HIB -91) and -91 TPI. The Truss Plate Institute (TPI) at The American Forest and Paper Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job- Name: .LOT 87 TRADITIONS Truss ID: J5 Qty: 2 Drw : Eng. Job:. EJ. MG x -IAC RltA.CT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1,-12 1755 3'50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: _ 2 23- 4= 4 1755 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max O.C. from to noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Nail pattern shown is for uniform loads PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 15- 6- 0 BC Live 0.00 psf TC FORCE AXL BNO CSI only. Concentrated loads > 350# must be Drainage must be provided to avoid ponding. This truss is designed using the Phone (760) 343-3461 1-2 -4213 0.04 0.38 0.42 distributed (by others) equally to each Permanent bracing is required (by others) to UBC -97 Code. Seqn T6.2.6 - 0 2-3 -4912 0.05 0.32 0.39 ply, unless nail clusters are shown ( ). prevent rotation/toppling. See HIB -91 and Bldg Enclosed =.Yes 3-4 -4912 0.05 0.32 0.38 2x4 continuous lateral bracing @24.0 " o.c. ANSI/TPI 1-1995;.10.3.6.5 and 10.3.4.6. Truss Location = End Zone 4-5 -4213 0.04 0.38 0.42 attached w/ 2-10d box or common wire nails. 2 -PLY! Nail w/10d BOX, staggered (NDS -97 Hurricane/Ocean Line = No , Exp Category = C Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI Mean roof height = 16.56 ft, mph = 70 6-7 3922 0.29 0.31 0.60 UBC Special Occupancy, Dead Load = 21.0 psf 7-8 3939 0.29 0.07 0.36 ----------LOAD CASE #1 DESIGN LOADS --------------- B-9 3940 0.29 0.07 0.36 Dir L.Plf L.Loc R.Plf R.Loc LL/T. 9-10 3922 0.29 0.31 0.60 TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 TC Vert 145.638- 0- 0 145.63 15- 6- 0 0.5 WEB FORCE CSI WEB FORCE CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION TC Vert 60.00 15- 6- 0 60.00 23- 6- 0 O.S. 2-7 140 0.04 d -B 1091 0.28BC IS TO VERIFY THIS TRUSS ?O CARRY THE APPLIED Vert 33.98 0- 0- 0 33.98 23- 6- 0 0.0 2-8 3-8 1092 0.28 -834 0.10 4-9 140 0.04 LOADS. THE INPUT LOADS AND DIMENSIONS WERE ...Type... lbs X. Loc LL/TL TC Vert 176.0 e- 0- 0 1.00 PROVIDED BY OTHERS AND SHALL BE VERIFIED TC Vert 154.0 8- 0- 0 0.00 AND APPROVED FOR THE SPECIFIC APPLICATION TC Vert 176.0 15- 6- 0 1.00 TC Vert 154.0 15- 6- 0 0.00 BY THE PROJECT DESIGN PROFESSIONAL. MAX DEFLECTION (span) L/999 IN MEM 8-9 (LIVE) L= -0.12" D= -0.16" T= - ' Joint Locations 7-07� 44-2-4 4-2-0 7-0-12 1 0- 0- 0 6 0- 0- 0 - 7-0-12 11-9-0 15-11-0 23-0-0 2 7- 6-12 7 7- 3 11- 9- 0 8 11- 5- 0 9- 0 7.11.11 7_11.11 4. 15-11- d 9 16- 1- 0 5 23- 6- 0 10 23- 6- 0 2-PLYS g �2 3 a s REQUIRED 4.00 330 7 6-0 3 -0� T 3-1.6 4-0 10-5-8 23-0-0 6 7 8 9 7-57-5_0� 4-" 7-5-0 11-9-0 16-1-0 10 7-6-0 23.6-0 PSEC ARCy/� Robert S. �C'� Alcumbrac NO. C-10381 REN. 8/2001 CA�'0O 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job:. EJ. w0: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr' SB T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr end 1.00 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIII'PI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 _ (1-1I13-91) and UM -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 28' Jab Name:1.OT 87 TRADITIONS Truss ID: K1 Q : 2 Drw : 4-9-9 8-8-0 12-0-7 174-0 RG x -IAC REACT SIZE REQ'D TC 2x4 SPF 165OF-]..5E Plating spec : ANSI/TPI - 1995 This truss is designed using the WO: 81320 1 0� 1-12 4112 3.50 3.38" BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF - UBC -97 Code. and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 2 17- 2- a 2224 3.50" 1.83" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes DurFaes L=1.25 P=1.25 z •"` utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan TruSSI p you Loaded.for 10 PSF non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Rep Mbr Bnd 1.00 Tc FORCE AXL BND CSI Permanent bracing is required (by others) to Nail pattern shown is for uniform loads Hurricane/Ocean Line = No,Exp Category = C environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'WTCA 1-2 -8432 0.21 0.19 0.41 prevent rotation/toppling. See HIB -91 and only. Concentrated loads > 350# must be Bldg Length = 40.00 ft, Bdg Width = 20.00 ft 2-3 -5891 0.08 0.10 0.18 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. distributed (by others) equally to each Mean roof.height = 16.67 ft, mph = 70 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 3-4 -5891 0.08 0.10 0.18 2 -PLY! Nail w/10d BOX, staggered (NDS -97 ply, unless nail clusters are shown ( ). UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -5733 0.07 0.15 0.22 Sect. 12) in: TC- 2/ft BC- 3/ft WEBS- 2/ft - --LOAD CASE #1 DESIGN LOADS --------------- " Dir L.Plf L.Loc R.Plf R.Loc LL/T BC FORCE AXL BND CSI TC Vert 60.00 0- 0- 0 60.00 17- 4- 0 0.5 6-7 7959 0.38 0.28 0.66 BC Vert 449.00 0- 0- 0 449.00 7- 7- 0 0.0 7-8 7852 0.37 0.21 0.58 BC Vert 14.00 7- 7- 0 14.00 17- 4- 0 0.0 8-9 5405 0.26 0.16 0.42 ..Type... lbs X. Loc LL/TL - " 9-10 5387 0.26 0.16 0.42 THIS PROFESSIONAL ARCHITECTS CERTIFICATION BC vert 1755.0 e- 7- o 0.43 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED NEB 2-7 FORCE CSI WEB FORCE CSI 1724 0.44 4-8' 539 0.11 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-8 3-8 4510 0.33 3405 0.86 4-9 -278 0.03 PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 4-94-9 3-10-7 33-1� 4-94-9- 9 I 4-9-9 8-8-0 12.6-7 17-4-0 8-8-0 t 8-8-0 2-PLYS 1 d i e s REQUIRED4�4 - d -e „ 3�-3 3-T IO -5-8 17550 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.10" D= -0.14" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 4- 9- 9 7 4- 9- 9 3 8- 8- 0 8 8- 8. 0 4 12- 6- 7 9 12- 6- 7 5 17- 4- 0 10 17- 4- 0. F. Robert S. Alcumbrac NO. C-10381 REN. 8/2001 24' • 4-9-9 33-1� 3-10-7� 4-9-9 1 4-9-9 8-8-0 12-0-7 174-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 9/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. 1[ has been based on specifications provided by the component manufacturer Chk: SB ". *• and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFaes L=1.25 P=1.25 z T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan TruSSI p you is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'WTCA BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, B, F- Wood Truss Council and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSMI 1', 'H BC Dead 7.00 psf P Design Spec UBC -97 9 p Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (tuB-91) and'HE3-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax is (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 24' Job-Name:.,LOT 87 TRADITIONS Truss ID: K1A Qty: 1 Drw : IRG x -IAC REACT SIZE REQ'D TO 2x4 SPF 165OF-1.5E Plating Spec ANSI/TPI - 1995 This truss is designed using the 1 0- 1,12 641 3.50^ 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 17- 2- 4 641 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yee TC Live 16.00 psf •' Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FO RCE AXI. BND CSI -------------------------------------------- Hurricane/Ocean Line = No , Exp Category = C 1-2 -1354 0.01 0.39 0.41 Designed for 2.2 K lbs drag load applied a Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1015 0.01 0.13 0.14 evenly along the top chord to the bottom Mean roof height = 16.67 ft, mph - 70 3-4 -1015 0.01 0.13 0.14 chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1354 0.01 0.39 0.41 dead loads and 0 8 live load. Duration Fax # (760) 343-3491 - (HIB -91) and'HB-91 by TPI. The Truss Plate Institute (TPI) at Madison, 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. =1.33.. Horizontal reaction = 2.2 K lbs. Segn T6.2.6 - 0 BC FORCE AXL HND CSI (each bearing). ' 6-7 2214 0.31 0.16 0.47 _-------------------------------------------- ... 7-8 2214 0.31 0.16 0.47 WEB FORCE CSI WEB FORCE CSI • ' 2-7 3-7. -579 0.30 4-7 -579 0.30 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 340 0.17 IS TO VERIFY THIS TRPSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 4$4� 4-17 -� 4-6-9 8-8-0 I 2 3 400. Qo 4-4 r• 1 3-4-3 3-0 I0-5-8 MAX DEFLECTION (Span) L/999IN MEM 7-8 (LIVE) L= -0.08" D= -0.11" T= - Joint Locations 1 0- 0- 0 5 17- 4- 0 2 4- 6- 9 6 0- 0- 0 3 8- 8- 0 7 8- 8- 0 4-1-7 4 6-9 4 12- 9- 7 8 17- 4- 0 12-9-7 17-0-0 8-8-0 J s 4.00 17-4-0 6 7 8 8-8-0 8$� 8-8-0 17-4-0 :��D ARCy/T Robert Alcumbrac NO. C-10381 REN. 8/2001 M 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB - ' T are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads . TC Live 16.00 psf DurFacs L=1.25 P=1.25 R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You CTrUSSI p y an is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install ,. BC Live 0.00 psf O.C.Spacing 2- 0- 0- Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSVCPI F,'WTCA P- Wood Truss Council 'HANDLING BC Dead 7.00 psf - Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET is located D'Onofiio Drive, Wisconsin Fax # (760) 343-3491 - (HIB -91) and'HB-91 by TPI. The Truss Plate Institute (TPI) at Madison, 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.2.6 - 0 19' Job Npme:', WT 87 TRADITIONS TH Truss ID: K2 Qty: 2 Drw : RG X -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating Spec : ANSI/TPI - 1995 This truss is designed using the 1 0- Y-12 641 3.50" 1.50^ BC - 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 17- 2- 4 641 3.50" 1.5011 WEB 2x4 SPF STUD MULTIPLE LOAD CASES. 4 _ Bldg Enclosed = Yea MAX DEFLECTION (span) • Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone - TC FORCE AXL BbM CSI Hurricane/Ocean Line = No,Exp Category = C 1-2' -1354 0.02 0.20 0.22 Bldg Length = 40.00 ft, Bdg Width = 20.00 ft - Joint Locations roof 6.67 3-4 -1015 0.01 0.13 0.14 UBC Special Occupancy, psf UBC Specs l Occup cy, DeadtLoaaddh= 21.00 ' 4-5 -1354 0.02 0.20 0.22 4$-9 41-7 4-1-7 , � Bc FORCE AXL BN13 CSI 4-0-9 8-8-0 12-9-7 6-7 1244 0.19 0.15 0.34 - - • 8-8-0 1 5-8-0 7-8 1244 0.19 0.15 0.34 WEB FORCE CSI WEB FORCE CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION 4.0 -40 2-7 -338 0.18 4-7 -338 0.18 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 4-0 3-7 340 0.17 LOADS L1'. E INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED , AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL MAX DEFLECTION (span) ` L/999 IN HEM 7-8 (LIVE) L= -0.05" D= -0.06" T= - Joint Locations 1 0- 0- 0 ` 5 17- 4- 0 ` 2 4- 6- 9 6 0- 0- 0 4$-9 41-7 4-1-7 , � 4 6-9 3 8- 8- 0 7 8- 8- 0 4 12- 9- 7� 8 17- 47'0 4-0-9 8-8-0 12-9-7 17-4-0 + • 8-8-0 1 5-8-0 •41 - 4.0 -40 4-0 ` T t 1.5-3 1.5-3 I ARC, % 3-0-3 3-43 �S�D 4, w • - SHIP Robert S. I 3-4 3-4 Alcumbrac ;f . 1 I0-5-8 37 I0-5-8 NO. C-10381 ' REN. 8/200.1 . OF CA1-SFO 17-4-0 ', - 8-8-0 .. 8-6-0 0' �' �• 8-8-0 - 17-4-0 _ , ... y 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. ` Scale: 9132" =1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: .EJ. WO: 81320 _ - ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB , • and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgDr'' SB ' '� t ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads "' T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUrFacs L=1.25 P=1.25 A Company YCTrUSSI p youan is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 L Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install i BC Live. - 0.00 psf O.C.Spacing 2-0-0 , �• Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIrrPI 1','WTCA F- Wood Truss Council CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 r of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE Phone (760) 343-3461 - (HIB -91) and EM -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 L1'. Job-Name: LOT 87 TRADITIONS Truss ID: K3 Qty: 2 Drw : - • IRG X-LOC RrhCT SIZE REQ 'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1202.3.50"- 1.50^ BC 2x4 SPF 1650£-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC-97 Code. 2 17- 2i 4 1202 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes 3-1-0 Alcumbrac Nail pattern shown is for uniform loads PLATE VALUES PER ICBG RESEARCH REPORT #1607.. Truss Location = End Zone , TC FORCE AXL BND: CSI only. Concentrated loads > 350# must be Drainage must be provided to avoid ponding. Hurricane/Ocean Line = No,Exp Category = C 1-2 -2642 0.01 0.23 0.25 distributed (by others) equally to each Permanent bracing is required (by.others) to Bldg Length = 40.00 ft; Bdg Width = 20.00 ft 2-3 -2467 0.01 0.27 0.28 ply, unless nail clusters are shown ( ). . prevent rotation/toppling. See HIB-91 and Mean.roof height = 16.56 ft, mph = 70 3-4 -2643 0.01 0.23 0.25 2-PLY! Nail w/lOd BOX, staggered (NDS-97 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. UBC Special Occupancy, Dead Load = 21.0 psf Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft ----------LOAD CASE #1 DESIGN LOADS--------------- Bc FORCE AXL BND CSI -_ 17-4-0 Dir L.Plf L.Loc R.Plf R. Loc LL/T 5-6 2442 0.18 0.17 0.36 TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 6-7 2459 0.18 0.05 0.24 7-5-0 9-9-4 17-4-0 ' TC Vert 145.63 8- 0- 0 145.63 9- 4- 0 0.5 7-8 2443 0.18 0.18 0.36 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. TC Vert 60.00 9- 4- 0 60.00 17- d- 0 0.5 WEB FORCE CSI WEB FORCE CSITHIS ARCHITECTS CERTIFICATION BC Vert 33.98 0- 0- 0 33.98 17- 4- 0 ... Type... lbs X. Loc LL/TL 0.0 2-6 137 0.03 3-7 144 0.04 PROFESSIONAL VERIFY THIS TRUSS TO CARRY THE APPLIED TC Vert 176.0 8- 0- 0 1.00 2-7 10 0.00 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads IS TO LOADS. THE INPUT LOADS AND DIMENSIONS WERE TC Vert 154.0 8- - 0 0.00 176.0 9- d- 0 1.00 ' TC Vert- 4 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 , PROVIDED BY OTHERS AND SHALL BE VERIFIED TC Vert. 154.0 9- 4- 0 0.00 TC Dead 14.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any AND APPROVED FOR THE SPECIFIC APPLICATION .� P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf BY THE PROJECT DESIGN PROFESSIONAL MAX DEFLECTION (span) and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tnawal,'ANSVPPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,1HANDLING INSTALLING AND BRACING METAL. PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 _ (HIB -91) and'HTB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. L/999 IN MEM 5-6 (LIVE) - Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20636. TOTAL 37.00 psf I= -0.05" D= -0.06" T= - Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 6-12 6 7- 5- 0 3 9- 9- 4 7 9- 9- 4 7-6-12 2-2-8 7-6-12 4 17- 4- 0 8 17- 4- 0 7-6-12 9-9-4 - 17-4-0 � 7-11-11 7-11-11 __ 2-PLYS r 2 3 4 • REQUIRED4.0 -0� 330# 330# ' - • � Sr -D ARCy�T�C� I Robert S. 3-1-6 3-1-0 Alcumbrac 3.4 3.4I SHIP NO. C-10381 I0-5-8 IQ -5-61 1.5-3 3-4 REN. 8/2001 CA��FOQ' 17-4-0 .a s 4.. 7- 7-5-0 2-4� 7-0-12 7-5-0 9-9-4 17-4-0 ' 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 9132" = V . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 , A Company YCTl P youanruss is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any .� P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0-; 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tnawal,'ANSVPPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,1HANDLING INSTALLING AND BRACING METAL. PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 _ (HIB -91) and'HTB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. - Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20636. TOTAL 37.00 psf Seqn T6.2.6 - 0 ll' Job Name: SOT 87 TRADITIONS Truss ID: L1 Qty: 1 Drw : TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the BC 2x4 SPF 1650F-1.SE THIS DESIGN.IS THE COMPOSITE RESULT OF OBC -97 Code. GBL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed Yea - • • Loaed for 10 PSF non -concurrent BCLL. d PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone Top chord supports 24.0 " of uniform load -------------------------------------------- Hurricane/Ocean Line = No , Exp Category = C at 16 psf live load and 14 psf dead load.- Designed for 3.2 K lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Additional design considerations may be evenly along the top chord to the bottom Mean roof height = 17.48 ft, mph = 70 required if sheathing is attached. - chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0 psf - Gable stud vertical members require lateral dead loads and 0 8 live load. Duration bracing (designed by others) perpendicular =1.33. Horizontal reaction = 3.2K lbs. + 4 6-10- 0 22 8- 2- 0 s to the plane of the'member at intervals. - (each. bearing). -- Bracing is a result of wind looac applied -----------------------------=-------------- to member.(Combination axial plus bending).. - 6 9- 6- 0 24 10-10- 0 This truss requires adequate sheathing, as 7 10-10- 0 25 12- 2- 0 _ - designed by others, applied to,the truss - 8 12- 2- 0 -26 •13- 6- 0 face providing lateral support for webs in THIS PROFESSIONAL the truss plane and creating awall ARCHITECTS CERTIFICATION' IS TO VERIFY 13-"13.6-0 . action to resist diaphragm loads. THIS TRUSS TO CARRY TH LOADS. THE INPUT LOADS AND DIMENSIC APPLIED PROVIDED ONS WERE BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PRGJEGT Locations 90115IN PROPM810� I 0- - 0- 0 19 4- 2- 0 2 4- 2- 0 20 5- 6- 0 3 5- 6- 0 21 6-107 0 4 6-10- 0 22 8- 2- 0 5 8- 2- 0 23 .9- 6- 0 6 9- 6- 0 24 10-10- 0 4-24-201 2-8-0 28�, 18- �, 2-8-0 2-8-0 �. 2-8-0 2-8-0 4-2-0 7 10-10- 0 25 12- 2- 0 4-2-0 6-10-0 9-6.0 12-2-0 14-10-0 17-" 20.2-0 21-10.0 27-0-0 8 12- 2- 0 -26 •13- 6- 0 a 9 13- 6- 0 27 14-10- 0 13-"13.6-0 10 14-10- 0 28 16- 2- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 11 16- 2- 0 29 17- 6- 0 12 17- 6- 0 30 17-10- 5 4� -4.0013 18-10- 0 31 18-10. 0 14 • 20- 2- 0 32 20- 2- 0 '. 15 21- 6- 0 33. 21- 6- 0 4-4 16 22-10- 0 34 22-10- 0 T 27- 0-, 0 35 27 0- 0- T17 .. 18 0- 0- 0 4 ; • 4-11-8 4-11-8 SHIP I gED Aq + 1 3-4 Robert S. T0.5-834 S-3-4 I0-5.81 / AICumbrac „ NO. C-10381 REN. 8/2001 + 27-0-0 ♦ 18 19 20 21 • 22 13 14 15 26 27 28 2930 31 32 33 34 35 CAuf r .• ` + - .. - 4-14 -b 2-8-0 2-8-0 2288, 28�� 28�. 28-0 �. 2.8-0 - ". 4-2� • - 4-1-0 6-10-0 9-&0 12-2-0 14-10.0 17-" 20-2-0 22-10-0 27.0-0 • ' 6/12/2001 .. TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unlesspreceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS' SUPPORT Scale: 3116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This designis for an individual budding component not truss stem. It has been based on specifications provided b the component manufacturer 8 P system. P P Y P Eng. Job: -EJ. Chk: SB WO: B1320' 4 - A and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensionalaccumry. Dimensions Dsgnr SB T R WO R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads • U S S KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1:15,v:; P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate; handle, install BC Live 0.00 psf P O.C.S acin 2-0-0 + P g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSLTPI 1 ;'WTCA 1' -Wood Truss Council WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97;x, 4 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 - (HB -91) and'HB-91 (TPI) at The American Forest Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 and 3 Job Name: SOT 87 TRADITIONS Truss ID: L2 Qty: 2 Drw : RG X -LOC 'REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0-,1-12 962 3.50" 1.50. BC 2x4 SPF 1650F -1.5E• THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. • - - ' 2, 25-10- 4 1038 3.50^ 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes ' `FORCE WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC AXL 8ND CSI Loaded for 10 PSF non -concurrent BCLL. �. Hurricane/Ocean Line = No,Exp Category C 1-2 -2158 0.04 0.41 0-45 Bldg Length = 40.00 ft, Bdg Width = 20.00 ft - 2 -3 -1509 0.02 0.30 0.32 - Mean roof height = 17.48 ft, mph = 70 3-4 -1502 0.04 0.38 0.42 UBC Special Occupancy, Dead Load = 21.0 psf" 4-5 -1861 0.03 0.79 0.82 _. BC FORCE AXL HND CSI 6-7 1984 0.30 0.17 0.46 ' _ 7-8 1981 0.21 0.29 0.50 .. 8-9 1694 0.25 0.23 0.48 9-10 1693 0.25 0.69 0.94• THIS PROFESSIONAL ARCHITECTS CERTIFICATION ` WEB FORCE CSI WEB, FORCE CSI THIS TRUSS TO CARRY THE APPLIED x_ -- 2-7 104 0.05 4-8 . -344 0.41 IS TO VERIFY DIMENSIONS WERE " •+ 2-8 -652 0.78 4-9 .78 0.03 3-e sol 0.25PROVIDED LOADS. THE INPUT LOADS AND BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION gy TM9 PROJECT DESIGN PROFESSIONAL. MAX DEFLECTION (span) L/999 IN MEM 8-9 (LIVE). L= -0.20" D= -0.26",,T= -C. - Joint Locations ' 1 0- 0- 0 6 0- 0- 0 2 6-11- 9 7 6-11- 9 3 13- 6- 0• a 13- 6- 0 6- 6- 66-119 6-0-7 6-6-7 6-119 4 20- 7' 9 .20- 7 6-11-9 13-6-0 20-0-7 . 27-M 5 27- 0- 0 .10 27-_ 0- o 13-0-0 13-6-0 ; - 1 1. 3 4 .. S 1 •. .- ' 4-4 3-4 D AR 4-11-8 3-4 a -11-8 I CA SHIP Robert S. Alcumbfac 44 1 Io -5-8 3� Io -s -B NO. C-10381 } 1.5-3 5-7 1.5-3 3 :REN. 8/2001, OFC • 27-" _ • I 66-11-99 6-6-7 s sa 6-11-9 '• 6-11-9 13-0-0 20-0-7 27-0-0 6/12/20014"' r All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted.Scale: 3116 1'•,` >WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320`-, L: ® This designis for an individual building component not truss stem. It has been based on specifications provided b the component manufacturer � g P system. P P Y P Chk:_SB *+ and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensionalaccuracy. Dimensions Dsgnr: SB ' < '•+t. `� ` are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live '16.00 psf DurFacs L=1.25 P=1.25 T A Company YCTssl p youanru is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 J , Rep Mbr BndrA.1 5 - noted. Bracing shown is for lateral support ofoomponents members only to reduce buckling length. This component shall not be placed in any - psf P.O. Box 626 - environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live. 0.00 psf p O.C.S acin 2 0- 0 • �_- �,. ' p g Y Thousand Palms, CA. 92278 and brae this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSUiPI I','WTCA P- Wood Truss Council BC Dead 7.00 psf i Y Design Spec 'UBC -97 Phone 343-3481 of America Standard Design Responsibilities,:HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' (780) -(HIB-91) and 1-1113-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719.4 Fax # (780) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 3 Job .Nam e. SOT 87 TRADITIONS Truss ID: L3 Qty: 8 - Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650£-1.5E Plating epee : ANSI/TPI - 1995 UPLIFT REACTION(S) - 1 2-,6- 1 1060 3.50" 1.50" BC 2x4 SPF 1650E-1. SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -10B lb 2 25-10- 4 953 3.50"' 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. This truss is designed using the • WEDGE 2x4 SPF 1650F-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. UBC -97 Code. ' TC FORCE AXL BND CSI Loaded for 10 PSF non -concurrent BCLL. Bldg Enclosed= Yes 1-2 -231 0.02 0.14 0.17 - .- Truss Location = End Zone 2-3 -1441 0.01 0.25 0.27 Hurricane/Ocean Line = No Exp Category = C 3-4 -1268 0.01 0.28 0.30 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 -1264 0.02 0.34 0.37 .. Mean roof height = 17.48 ft, mph - 70 5-6 -1665 0.02 0.70 0.73 UBC Special Occupancy, Dead Load 21.0 psf BC FORCE AXL BND CSI - - - 7-8 216 0.00 0.10 0.10 - - 8-9 251 0.01 0.10 0.10 9-10 1344 0.14 0.2B 0.42 o-12 1511 0.16 0.20 0.44 THIS PROFESSIONAL.ARCHITECTS CERTIFICATION 1-12 1510 0.22 0.60 0.82 IS TO VERIFY THIS TRUSS -TO CARRY THE APPLIED WEB FORCE cs1 WEB FORCE CSI LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-8 -976.0.23 4-10 371 0.19 PROVIDED BY OTHERS AND SHALL BE VERIFIED ' 2-9 1230 0.62 5-10 -397 0.48 3-9 -241 0.07 5-11 80 0.03 AND APPROVED FOR THE SPECIFIC APPLICATION MAX,DEFLECTION (span) 3-10 -211 0.25 BY THE PROJECT DESIGN PROFESSIONAL. L/999 IN MEM 10-11 (LIVE) L= -0.15" D= -0.20" T= - MAX DEFLECTION (cant) L/999 IN MEM 7-8 (LIVE) L= 0.02" D= 0.03" T= 2-0-1 4-S-86-6-7 6-0-7 6-11-9 Joint Locations 1 0- 0- 0 7 0- 0- 0 2-6-1 6-11-9 13-6-0 20-0-7 27-" 2 2- 6- 1 8 2- b- 1 3. 6-11- 9 9 6-11- 9' 13.6-0 I 13-6-0 4 `.13- 6- 0 10 13- 6- 0 _ 1 2 3 4 S 6 5 20- 0- 7 11 20- 0- 7 6 27- 0- 0 12 27- 0-'0 400 -4� 4-4 T T I 3-4 3.4 D AR I � 5 C 4-11-84-11-8 T ' / �O'A 3-4 Robert S. Alcumbrac 3-4. 3 Io -s-6 - -6-5 5-7 1.5-3 3-4 Io -S -e NO. C-10381 r 2 2-4-5 - 3 i REN. 8/2001 1-0-0 _ 27.0.0 ` 7 8 9 10 - • 1l 12 2-6-1 4-s� 6-0-7 6-6-7 6-11-9 2-6-1 6-11-9 13-6-0 20-0-7 27-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3116" = 1' -z r WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It hes been based on specifications provided by the component manufacturer Chk: $B and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions. DSgnr: SB T R U S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads . S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 I -P=1.25: A Com YCTl pan You is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.1 s • noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing ' 2- 0- 0 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIrrPI 1%'WTCA I'- Wood Truss Council _ Thousand Palms, CA. 92276 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HB -91) and TUB -91 SUMMARY SHEET by TPI, The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. •t Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 36' 35' Job-Name;,j,0T 87 TRADITIONS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: L4 Qty: 3 Drw : G X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating epee : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 962 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 25-1b- 4 1038 3.50^ 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes . WEDGE 2x4 SPF 165OF-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BXD CSI Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -2158 0.04 0.41 0.45 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1509 0.02 0.30 0.32 Mean -roof height = 17.48 ft, mph - 70 3-4 -1502 0.04 0.38 0.42 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1861 0.03 0.79 0.82 BC FORCE AXL MM CSI 6-7 1984 0.30 0.17 0.46 7-8 1981 0.21 0.29 0.50 8-9 1694 0.25 0.23 0.48 9-10 1693 0.25 0.69 0.94 WEB FORCE CSI WEB FORCE CSI 2-7 104 0.05 4-8 -344 0.41 2-8 -652 0.78 4-9 78 0.03 3-8 507 0.25 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL., 66-119 6-067 6.6-7 66-11_9 6-11-9 13.6-0 20-0-7 27-0-0 13.6-0 13-0-0 / 2 3 4 3 4r 00 -a� 4-a 27-0-0 6 7 8 9 66-1� 6-6-7 6-6-7 6-11-9 13-6-0 20-0-7 /0 66-11-99 27-" MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.20" D= -0.26" T= -C 45' Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6-11- 9 7 6-11- 9 3 13- 6- 0 8 13- 6- 0 4 20- 0- 7 9 20- 0- 7 5 27- 0- 0 10 27- 0- 0 T D ARChr�T Robert S. ,11-6 Alcumbrec SHIP NO. C-10381 11 REN. 8/2001 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted.. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications'provided by the component manufacturer Chk' SB TRUSSWORKS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB nr: SB g TC Live 16.00 psf TC Dead 14.00 psf DUrFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 A Company You Can Truss, utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf P TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 9 P Seqn T6.2.6 - 0 Job Npme: I,OT 87 TRADITIONS Truss ID: L5 Qty: 2 Drw : tRz X-LOC^_REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 2-12 1668 5.50" 1.50" BC 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 7-9-4 2 25. 9- 4 2818 5.50" 1.94" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed =.Yes • All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16'gauge, positioned per Joint Report, unless noted. WEDGE 2x4. SPF 1650F-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TC FORCE AXL BND CSI Lumber shear allowables are per NDS -97. Nail pattern shorn is for uniform loads Hurricane/Ocean Line = No', Exp Category = C This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 1-2 -4145 0.07 0.27 0.35 Drainage must be provided to avoid ponding. only. Concentrated loads > 350# must be Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -6056 0.18 0.31 0.49 Permanent bracing is required (by others) to distributed (by others) equally to each Mean roof height = 16.50 ft, mph = 70 T R U S 3-4 -6056 0.12 0.70 0.81 prevent rotation/toppling. See HIB -91 and ply, unless nail clusters are shown ( ). UBC Special Occupancy, Dead Load = 21.0 psf S WO R KS 4-5 -5523 0.06 0.90 0.97 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 2 -PLY! Nail w/10d BOX, staggered (NDS -97 -=--------LOAD CASE #1 DESIGN LOADS --------------- is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Re Mbr Bnd 1.00 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Dir L.Plf L.Loc R.Plf R.Loc LL/T Bc FORCE AXL END CSI ' P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TO Vert 60.00 0- 0- 0 60.00 15- 0- 0 0.5 6-7 3855 0.18 0.03 0.22 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSI/fPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' TC Vert 257.00 15- 0- 0 257.00 23- 6- 0 0.1 7-8 3857 0.18 0.07 0.25 TC Vert 60.00 23- 6- 0 60.00 27- 0- 0 0.5 8-9 5067 0.24 0.28 0.52 TOTAL 37.00 psf BC Vert 14.00 0- 0- 0 14.00 27= 0- 0 0.0 9-10 5070 0.24 0.40 0.64 ...Type... lbs X.Loc LL/TL _ THIS PROFESSIONAL ARCHITECTS CERTIFICATION BC Vert 618.0 15- o- 0 0.43 WEB FORCE CSI WEB FORCE CSIBC 1094 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED Vert 193.0 23- 6- 0 0.43 2-7 .2-8 4e 0.01 2388 0.60 4-8 0. 4-9 ��-103 0.0011 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 3-8 -654 0.08 PROVIDED BY OTHERS AND SHALL BE VERIFIED . AND APPROVED FOR THE SPECIFIC APPLICATION MAX DEFLECTION (span) BY THE PROJECT RESIGN PROFESSIONAL L/999 IN MEM 8-9 (LIVE) L= -0.20" D= -0.27" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 7- 8 7 7- 9- 4 ' 3 13- 6- 0 8 13- 6- 0 4 19- 4- 8 9 19- 2-12 5 27- 0- 0 10 27- 0- 0 ' 7-7-8 5-10-8 5-10-8 7-7-8 , 7-7-8 13-6-0 19-4-8 27-0-0 7-7-8 t 11-9-0 I 7-7-8 2-PLYS 1 2 s o s . REQUIRED40- 7 4-6 � 1s-3 - a -a DAR • T � � �aS Obert Sy/TSO T , 3-0-0 3-0-0 uMbrac 4-4,1--- 1 3.6 NOcC- 0381 I0-5-8 I0_5-81 2-4 7-8 las • 3_77 EN. 8/2001 _ F 193# r 618# OF CAI�F�P�\� • 27-0-0 -- 6 7 - - ";8 - 9 10 - .. . 7-9-4 5-8-12 5-8-12 7-9-4 7-9-4 13-6-0 19-2-12 27-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16'gauge, positioned per Joint Report, unless noted. Scale: 3116" =1' ` WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS SB g nr' T R U S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Re Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P p ' P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acro 2- 0- 0 P g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSI/fPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf _ Design Spec UBC -97 Phone (760) 343-3461 - (FIB -91) and TUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1 I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 471 Job. Name: j.OT 87 TRADITIONS Truss ID: L6 Qty: 1 Drw : RG x -LOC REACT SiZE REQ'D . TC 2x4 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 HORIZONTAL REACTIONS) 1 0- 1-12 572 3.50" 1.50", BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF support 1 129 lb 2 15. 3-12 572 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. support 2 129 lb Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the TC. FORCE Ala• BND CSI End verticals designed for axial loads only. UBC -97 Code.. 1-2 -1220 0.01 0.21 0.22 End verticals that are extended above or Bldg Enclosed = Yea 2-3 -1074 0.01 0.55 0.56 below the truss profile (if any) may require Truss Location = End Zone ' 3-4 -400 0.00 0.54 0.54 additional design consideration (by others) Hurricane/Ocean Line = No , Exp Category = C 4-5 -390 0.00 0.04 0.04 for lateral forces due to wind or seismic Bldg Length = 40.00 ft, Bldg Width = 20.00 ft loads on the building. Mean roof height = 17.48 ft, mph = 70 BC FORCE AxL BBD CSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUI-PI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLIJG'INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. UBC Special Occupancy, Dead Load = 21.0 psf 6-7 1118 0.17 0.12 0.28 7-8 547 0.08 0.23 0.32 8-9 130 0.00 0.26 0.26 WEB FORCE CSI WEB FORCE CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION 2-7 3-7 -328 0.28 563 0.28 5-8 480 0.24 5-9 -507 0.23 � IS TO VERIFY THI S TRUSS TO CARRY THE APPLIED ' 3-8 -378 0.15 - LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION Max DEFLECTION (span) BY THE PROJECT DESIGN PROFESSIONAL. L/905 IN MEM 7-8 (LIVE) L= -0.20" D= -0.26". T= - 4-9-6 4-4-5 4-4-5 1-11-8 Joint Locations 1 0- 0_'o 6 0- 0- 0 4-9-6 9-1-11. 13-6-0 15-5-8 2 4- 9- 6 7 5- 7-13 13-6-0 1-11-8 3 9- 1-11 8 10-10-10 4 13- 6- 0 9 15- 5- 8 I 3 a a 1 5.15- 5- 8 400 -400 -3-4 3-4 3.4 411 8 4-11-8 ARCh,�T�� 1.5-3 4-3-11 sH p �S�D - Robert S. Alcumbrac NO. C-10381 3-4 10-5-8 - 3-4 3-4 R 1 47' 15-5-8 • 4 5-7�7 5-2-12 �8 4�� STUB - wN 2/2001 5-7-13 10-10-10 15-5-8 i V/1 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO:_ 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB T R U S S WO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: $B TC Live TC Dead BC Live BC Dead TOTAL 16.00 psf 14.00 psf 0.00 psf 7.00 psf 37.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 u O.C.Spacing 2- 0- 0 Design Spec UBC -97 t Seqn T6.2.6 - 0 R KS A Company You Can Trussl P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUI-PI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLIJG'INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 47' Job Name:. I,OT 87 TRADITIONS Truss ID: L7 Qty: 1 Drw : TC 2.4 SPF 1650F -1.5E Plating epee : ANSI/TPI - 1995 This truss is designed using the - BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. • GSL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes • Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Top chord supports 24.0 " of uniform load End verticals designed for axial loads only. Hurricane/Ocean Line = No Exp Category = C' at 16 psf live load and 14 psf dead load. End verticals that are extended above or Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Additional design considerations may be below the truss profile (if any) may require Mean roof height = 17.48 ft, mph -- 70 ' required if sheathing is attached. additional design consideration (by others) UBC Special Occupancy, Dead Load = 21.0 psf Gable stud vertical members require lateral for lateral forces due to wind or seismic 21 bracing (designed by others) perpendicular loads on the building. - to the plane re the member at intervals. • Bracing is a result of wind lora applied a--------- wigged for Designed for 3.2 K lbs drag load applied THIS PROFESSIONAL to member. (Combination axial plus bending) evenly along the top chordto the bottom ARCHITECTS CERTIFICATION IS TO VERIFY . This truss requires adequate sheathing, the bearings, THIS TRUSS TO CARRY as designed by others, applied to the truss chord at concurrently with dead loads and 0 8 live load. Duration THE APPLIED LOADSTHE INPUT LOADS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads AND DIMENSIONS face providing lateral support for webs in =1.33. Horizontal reaction = 3.2 K lbs. WERE PROVIDED BY OTHERS AND SHALL the truss plane and creating shear wall (each bearing) . BE VERIFIED AND APPROVED FOR action to resist diaphragm loads. -------------------------------------------- THE SPECIFIC APP I OATION BY THE PRIWk9T ljE@I®N 4-11-8 3-4 IO -5-8 4-2-0 2-8.0 2-8-0 2-8-0 2-0-12� 4-2-0 6-10-0 9.6-0 12-2-0 14-8-12 13-6-0 1-11-8 1 2 3 - 4 S 6 7 8 9 /01 4� — 00 _ 2-4 4-11-8 HIP Joint Locations 1 ' 0- 0- 0 12 0- 0- 0 2 4- 2- 0 13 4- 2- 0 3 5- 6- 0 14 5- 6- 0 4 6-10- 0 15 6-10- 0 5 8- 2- 0 16 8- 2- 0 6 9- 6- 0 17' 9- 6- 0 7 10-10- 0 18 10-10- 0 8 12- 2- 0 19 12- 2- 0 9 13- 6- 0 20 13- 6- 0 10 14--8-12 21 14- 8-12, 11 15- 5- 8 .22 15- 5- 8 ICED RRCh,�T Robert S. ��'�-A All cumbrad I©, C-10381 8/20011 - - CtuC- i< - 15-5-8 - • 11-6_ 12 13 14 15 16 17 18 19 20 44-2— — 2-8-0 2-8-0 2.8.0 2-6-126/12/2001 2-12 STUB TYPICAL PLATE: 1.5-3 4-2-0 6-10-0 9.6-0 12-2-0 14-8-12 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFaes L=1.25 P=1.25 R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin -.. 2- 0- 0 p s Thousand Palms, CA. 92276 end brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUIPI 1','WTCA I' -Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (1-1111-9q and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 - The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 -. 0 ' .. Job Name: ,LOT 87 TRADITIONS Truss ID: L8 Qty: 1 Drw : RG . X -LOC REACT SIZE REQ'D TC 2x6 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 1-12 887 3.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support. 1 -721 lb 2 3, 9-12 887 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Support 2 -721 lb - ' End verticals designed for axial loads only. PLATE VALUES PER ICBG RESEARCH REPORT (11607. This truss is designed using the TC FORCE AXL BND CSI End verticals that are extended'above or ' -------------------------------------------- UBC -97 Code. 1-2 -1744 0.24 0.71 0.95 below the truss profile (if any) may require. Designed for 3.2 K lbs drag load applied Bldg Enclosed = Yes additional design consideration (by others) evenly along the top chord to the bottom Truss Location = End Zone SC FORCE AXL BND CSI for lateral forces due to wind or seismic chord at the bearings, concurrently with Hurricane/Ocean Line = No , Exp Category = C 3-4 -3200 0.45 0.53 0.98 loads on,the building. dead loads and 0 8 live load. Duration Bldg Length = 40.00 ft, Bldg Width = 20.00 ft =1.33. Horizontal reaction = 3.2 K lbs. z Mean roof height = 15.74 ft, mph = 70 WEB FORCE CSI WEB FORCE CSI (each bearing). UBC Special Occupancy, Dead Load = 21.0 psf 2-4 -717 0.29., -------------------------------------------- ARcy,T THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE LOADS. THE INPUT APPLIED ' AND � PROVIDED BY OTHERS E AND SHALL 13EIVERIFONS IEDDS AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PRQJEGT 0E51®N PROFESSIONAL. MAX DEFLECTION (span) - L/968 IN MEM 3-4 (LIVE) L= -0.05" D=f 0.06" T= -C. 33-11-88 ' 3-11-8 00Loca3on 1 0- 00- 0- 0 2 3-11- 8 4 .3-11- 8..' Z - < 4 .00 2-4 ARcy,T ��'A G Robert S. Alcumbrac ' r 1-9-5 1-9-5 NO. C-10381 - 3-6 ; c REN. 8/ 01 r ,... c, - 0-5-8 OF CA1.�FQ f ,.4 -4 3-11-8 r +. r ' ' C 6/12/2001 • 33-118 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless nolbld.-8 Scale: 31132 '=1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 r ® This designis for an individual building component not truss stem. It has been based on s etnfications provided b the component manufacturer 8 P system. P P Y P Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB T R U S WO KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads - S R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord , TC Live 16.00 psf DurFacs. L=1.25• P=1.25 A Company You Can Truss/ is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise A noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15-- P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.SpaCing 2-0-0 . Thousand Palms CA.92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI 1% WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 ,, Phone (760) 343-3461 - (MB -91) and UM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. - t Fax # 760 343-3491 ( ) The American Forest and Paper Association AFPA is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. P ( ) � �+, ry �. TOTAL 37.00 psf P Se n T6.2.6 - 0 4 Job -Name: I OT 87 TRADITIONS Truss ID: L9 Qty: 1 Drwq: TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F-1.SE GBL BLX 2x4 SPF STUD End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. -------------------------------------------- Designed for 3.2 X lbs drag'load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 8 live load. Duration =1.33. Horizontal reaction = 3.2 X lbs. (each bearing). -------------------------------------------- THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION By THE PROJECT DESIGN PROFESSIONAL, 1-9-5 T 1 Plating spec.: ANSI/TPI - 1995 THIS DESIGN ISTHECOMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be. required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1-o—aa applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 3-11-8 3-11-8 F-4.00 2-4 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 15.74 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0,psf Joint Locations 1 0- 0- 0 3 0- 0- 0 2 3-11- 8 4 3-11- 8 D ARcy Robert S. Alcumbrac NO. C-10381 1-9-5 REN. 8/2001 / �OF CPd.�FO��\� 3-11-8 `6/12/2001 TYPICAL PLATE: 3-4 3 1� All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless nolb1R-8 OVER CONTINUOUS SUPPORT Scale: 31132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.' Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Osgnr• SB T R S S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 U WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCT1 p youanrussnoted. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 - Rep Mbr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 r p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSVCPI 1', 'WTCA I'- Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' is Fax # (760) 343-3491 _ (1-116_91) and EM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job -Name: AOT 87 TRADITIONS Truss ID: M1 Qty: 5 Drw : MG x -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 314 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 e- 4= 4 - 314 3.50" 1.50^ WEB 2x4 'SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes 8:g-0 - All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. PLATE VALUES. PER ICBO'RESEARCH REPORT #1607. Truss Location = End Zone - TC FORCE AXL BND CSI 'Eng. Job: EJ. ,Hurricane/Ocean Line = No , Exp Category -- 1-2 1-2 -498 0.00 0.10 0.10 This design is for an individual building component not truss system. 'It has been based on specifications provided by the component manufacturer Bldg Length = 40.00 ft, Bldg Width = 20.00 ft` 2-3 -498 0.00 0.10 0.10 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Mean roof height = 15.94 ft, mph = 70 Dsgnr: SB T R U S S WO R KS UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXI. BND CSI 4-5 437 0.07 0.03 0.10 - - 5-6 437 0.07 0.03 0.10 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any THIS PROFESSIONAL ARCHITECTS CERTIFICATION, TC Dead 14.00 psf WEB FORCE 'CSI WEB FORCE CSIt P.O. Box 626 TRUSS TO CARRY THE APPLIED - - 2-5 61 0.03 O.C.Spacing 2- 0- 0 IS TO VERIFY THIS LOADS. THE INPUT LOADS AND DIMENSIONS WERE and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/I'PI 1', 'WTCA P- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf PROVIDED BY OTHERS AND SHALL BE VERIFIED Phone (760) 343-3461 . (HIB -91) and TUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. AND APPROVED FOR THE SPECIFIC APPLICATION Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. BY THE PROJECT DESI13N PROFESSIONAL Seqn T6.2.6 - 0 ` - - MAXDEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.01" D= -0.01" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 4-3-0 4-3-0 .2 4- 3- 0 5 4- 3- 0 - 3 8= 6- 0 6 8- 6- 0 4-3-0 4-3-0 I 4-3-0 • F4.00 - - x.00 ' 4-4 D'ARCy/TFO J . Robert Alcumbrac 1-10-8 1-10-8 NO. C-10381 3-4 SHIP . r 10- 54 3-4 10- S$ EN. 8/2001 _a 31' 4-34-3_ 0 4-3-0 4-3-0 8:g-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 19132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 'Eng. Job: EJ. w0: B1320 ® This design is for an individual building component not truss system. 'It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and)or building designer prior to fabrication. The building designer must ascertain that the loads i utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFaes L=1.25 P--1.25 ` A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 .. P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/I'PI 1', 'WTCA P- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 . (HIB -91) and TUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL. 37.00 psf Seqn T6.2.6 - 0 31' Job -Name: LOOT 87 TRADITIONS Truss ID: N1 Qty: 2 Drw : MG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0--1-12 760 3.50^1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 127 2-12 1107 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to • Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBO RESEARCH REPORT #1607. •Nail TC 24.00" 7-11-11 12- 4- 8 TC FORCE AXL BND CSI Drainage must be'provided to avoid ponding. pattern shown is for uniform loads This truss is designed using the 1-2 -1427 0.00 0.27 0.28 Permanent bracing is required (by others) to only. Concentrated loads > 350# must be UBC -97 Code. 2-3 -1218 0.01 0.45 0.46 prevent rotation/toppling. See HIB -91 and distributed (by others) equally to each Bldg Enclosed = Yes ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. ply, unless nail clusters are shown ( ). Truss Location = End Zone BC FORCE AXL END CSI End verticals designed for axial loads only. 2x4 continuous lateral bracing @24.0 " o.c. Hurricane/Ocean Line = No , Exp Category =C 4-5 1301 0.10 0.11 0.21 End verticals that are extended above or attached w/ 2-10d box or common wire nails. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 78 0.00 0.11 0.11 below the truss profile (if any) may require 2 -PLY! Nail w/10d BOX, staggered (NDS -97 Mean roof height = 16.56 ft, mph = 70 additional design consideration (by others). Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft UBC Special Occupancy, Dead Load = 21.0 psf WEB FORCE CSI WEB FORCE CSI for lateral forces due to wind or seismic - -• ----------LOAD CASE #1 DESIGN LOADS --------------- 2-5 -439 0.05 3-6 -1048 0.13 loads on the building. - - Dir L.Plf L.Loc R.Plf R.Loc LL/T 3-5 1386 0.35 TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 TC Vert 145.63 8- 0- 0 145.63 12- 4- 8 0.5 BC Vert 33.98 0- 0- 0 33.98 12- 4- 8 0.0 THIS PROFESSIONAL ARCHITECTS CERTIFICATION • ' Type. ' ' lbs TC Vert 176.0 xr0oc LL/TL 8- 0- 0 1.00 IS TO VERIFY THIS TRUSS TO CARRY Tc vert 154.0 e- o- o- o.00 THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED MAX DEFLECTION (span) FOR THE SPECIFIC APPLICATION L/999 IN MEM 4-5 (LIVE) BY THE PROJECT DESIGN PROFESSIONAL. L= -0.03" D= -0.0411 T= -C.( - - Joint Locations 7.6-12 4-9-12 1 0- 0- 0 4 0- 0- 0 7-6-12, 12-4-8 2 7- 6=12 5 '7-.6-12 3 12- 4- 8 6 12- 4- 8 7-11-11 r 2-PLYS r z 3 REQUIRED4� 4 4 8 330# �S'eD ARCy�T�� Robert S. 3-1-63=i s /1 Alcumbrac 2-9-13 SHIP NO. C-10381 - r 3-4IMI 1; REN- 8/2001 J0 _5-8 ` 3-4 \fOQ.�\� t - 124-8 I 7$� 4-9-122 y� 7-6-12 12.8 6/12/2001 w. All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1313T' = 1= WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SBand done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf - DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise " noted. Bracing shown is for lateral support of cora onents members only to reduce buckling length. This component shall not be laced in an 8 PP P Y B Bt P P Y TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector pate corrosion. Fabricate, an te, hdle, install BC Live 0.00 psf O.C.Spacing 2- 0�0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSI/I'PI 1', 'WTCA 1' -Wood Truss Council � Phone (760) 343-3461' • of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design"Spec UBC -97 _ Fax # (760)•343-3491 - (HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.2.6 - 0 Job. Name: LOT 87 TRADITIONS Truss ID: N2 QV: 2 Drw : RG X -IAC REACT SIZE. '1.50^ TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 This truss is designed using the - 1 0- 1-12 606 3'so- BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 1 6-9-11 4 6-9-1-9-11 2 12- 2-12 458 3.50^ 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ' `FORCE Eng. Job: EJ. Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC Chk• SB DB nr. SB g AXL BND CSI End verticals' designed for axial loads only. Hurricane/Ocean Line = No , Exp Category C 1-2 -839 0.00 0.19 0.19 End verticals that are extended above or Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -621 0.00 0.19 0.19 below the truss profile (if any) may require Mean roof height = 16.90 ft, mph = 70 3-4 22 0.00 0.06 0.06 additional design consideration (by others) UBC Special Occupancy, Dead Load = 21.0 psf for lateral forces due to wind or seismic BC FORCE AXL BND CSI loads on the building.. 5-6 755 0.07 0.12 0.19 - - - 6-7 235 0.02 0.14 0.16 - WEB FORCE CSI WEB FORCE CSI r - 2-6 -311 0.09 3-7 -422 0.19 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 3-6 445 0.22 4-7 - -74 0.02 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. MAX DEFLECTION (span) - L/999 IN MEM 6-7 (LIVE) L= -0.03" D= -0.03" T-- =5-2-9 5-2-94-9-7 2-4-8 Joint Locations f 1 1 1 0- 0- 0 5 0- 0- 0 5-2-9 10-M 12-4-8 2 5- 2- 9 6 6- 9-11 r 10-0-0 2d 8 3 10- 0- 0 7 12- 4- 8 1 4 12- 4- 8' . 2 3 4 14.00 4.00 r 4-4 1.5-3 1.5-3 ARCy�T ��SED 3-9-6 Robert S. �0 ' 3-0-0 11lipAlcumbrac �,A •3-4 No- C-10381 r. 0-5-8 I 3-4 - EN- 8/2001 ` CAIJF . 2-M ._ 12.4-8 1 7-7�$ 1 6-9-11 4 6-9-1-9-11 5 $-13 7 STUB 12-4$ 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 11132'.' = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® TRUSSWORKS A Company You Can TrUSSI This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Chk• SB DB nr. SB g .' TC Live 16.00 psf TC Dead 14.00 psf DUrFBC3 L=1.25 P=1.25 ' Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/IPI 1% WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (RIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofho Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 - Design Spec UBC -97 Segn T6.2.6 - 0 DW Job Name: 4OT 87 TRADITIONS Truss ID: N3 Qty: 1 Drw : RG . X -LOC REACT SIZE- REQ'D TC 2x4. SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 458 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. - 2 12-,2-12 458 3.50" 1.50" WEB 2x4 SPF STUD . MULTIPLE LOAD CASES. • Bldg Enclosed = Yes • Loaded,for 10 PSF non -concurrent BCLL. -. PLATE VALUES PER ICBG RESEARCH REPORT 41607. Truss Location = End Zone Tc FORCE AXL BND CSI 1 07 0- 0 5 0- o- 0 2 5- 2- 9 6 6- 9-11 End verticals designed for axial loads only. Hurricane/Ocean Line = No ,Exp Category = C 1-2 -839 0.00 0.19 0.19 3 10- 0- 0 7 .12- 4-,8 End verticals that are extended above or Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -621 0.00 0.19 0.19 4 12- 4- 8 below the truss profile (if any) may require Mean roof height = 16.90 ft, mph - 70. 3-4 22 0.00 0.06 0.06 additional design consideration (by others) UBC Special Occupancy, Dead Load = 21.0 psf - for lateral forces due to wind or seismic a _ • 4-4 BC FORCE AXL BND CSI loads on the building. 5-6 755 0.07 0.12 0.19 •- 6-7 235 0.02 0.14 0.16 THIS PROFESSIONAL . WEB FORCE CSI WEB FORCE CSI ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS 2-6 -311 0.09 3-7 -422 0.19 TO CARRY THE APPLIED LOADS. THE INPUT 3-6 445 0.22 4-7 -74 0.02 LOADS AND DIMENSIONS PROVIDED "BY " Robert WERE OTHERS AND SHALL BE VERIFIED AND APPROVED 3-4 FOR THE SPECIFIC APPLICATION BY THE PROJECT Alcumbrac • IO.5-8 DESIGN PROFESSIONAL,' D6' MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.03" D= -0.03" T= - 5-25-2 9 4-9-7 2-" Joint Locations ' 5-2-9 10-" 12.4.8 1 07 0- 0 5 0- o- 0 2 5- 2- 9 6 6- 9-11 10-0-0 2-" 3 10- 0- 0 7 .12- 4-,8 1 l 2 3 4 12- 4- 8 4.00 4.00 a _ • 4-4 1.5-3 3-9-8 1.5-3 3-9-8 HIP DA `CjE RCy� 3-0-0 Robert t 3-4 Alcumbrac • IO.5-8 • NO. C-10381 3-43-4 / REN. 8/2001 OF iiA�-�F 12-4-8 7-7-8 _ .. d 7 STUB k 6-9-11� 5-6-13 6/12/2001 6-9-11 12-4-8 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H".for 16 gauge, positioned per Joint Report, unless noted. " Scale: 13132" = V , WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ, WO: 81320 ® This design is for an individual building component not truss system. - It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB SB - TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g nr: utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUrFacs L=1.25 P=1.25 . A Company You Can TrUSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANSMI 1', 'WTCA I'- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf- Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and UM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 " D6' Joh fjame:. LOT 87 TRADITIONS. Truss ID: N4 Qty: 1 Drwg: RG X -LDC REACT. SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1268 3.50^ 1.50" BC 2x8 DFL #1 6 Btr. THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 19-10-4 1894 3.50^ 2.02^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes , utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord • is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 2x4 SPF 165OF-1.5E 3-8 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND. CSI Lumber shear allovables are'per NDS -97. Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -3235 0.08 0.19 0.27 Permanent bracing.is required (by others) to Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -3040 0.10 0.26 0.36 Fax # (760) 343-3491 - prevent rotation/toppling. See HIB -91 and - Mean roof height = 16.90 ft, mph = 70 3-4 ;44450.16 0.36 0.52 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. UBC Special Occupancy, Dead Load = 21.0 psf - 4-5 -4613 ' 0.25 0.33 0.59 ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T BC' •FORCE AXL BND CSI TC Vert 60.00 Or 0- 0 60.00 20- 0- 0 0.5 6-7 3035 0.23 0.10 0.33 THIS PROFESSIONAL ARCHITECTS CERTIFICATION BC vert 14:00 0- o- 0 ILL/T 20- o- o o.o 7-8 8-9 2572 4341 0.20 0.14 0.34 0:33 0.54 0.87 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED • • Type... 2.0lbs - Loc LL/TL SC Vert 592.0 12- 4- 8 0.43 LOADS. THE INPUT ADS AND DIMENSIONS WERE • BC Vert 1090.0 14- 4- 8 0.43 - WEB 2-7 FORCE -310 0.08 CSI WEB FORCE CSI 3-8 2400 0.36 'LO ' PROVIDED BY OTHES AND SHALL BE VERIFIED 3-7 391 0.20 4-8 -237 0.06 AND APPROVED FOR THE SPECIFIC APPLICATION - -/ BY THE PROJECT DESIGN PROFESSIONAL. - - MAX DEFLECTION (span) . L/999 IN MEM 8-9 (LIVE) L= -0.12" D= -0.16" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 1 + 2 5- 8r 3 - 7 7- 1- 7 5- 8 4 3� 4-3 �3 5-8-3 1 4 14- 3-13 ` 9 20-10- 0 - 5-8-3 10-0-0 14-3-13 20-0-0 • . 5 20- 0-,0 ' 10-0-0 10-0-0 t 4�� r 5-7 , Ep ARC T 1.5-3 1.5-3 �Robert S. � I r 3_s$ � 3-9-8 Alcumbrac SHIP:,;.NO. C-10381 4� 4 4 4-0 4-4 y r IQ -5-8 Io -5-8 REN. 8/2001 3-4 8-8 \Q _OF CAt.�FOP n59241090# i 20-M ; 7-1-7 i 6-9-2__" 7-1-7 t 7-1-7 12-10-9 20-" .. t .- - - 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. _ Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU SSWO RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: SB TC Live 16.00 psf DurFacs L=1.25 P--11.25' utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Thousand Palms CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANSMI 1','WTCA I' - Wood Truss Council - r Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 ^ Fax # (760) 343-3491 - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 291 Job N me; ,LOT 87 TRADITIONS Truss ID: N5 Qty: 1 Drw : RIG x -LOC RL'ACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 This truss is designed using the " 1 0- 1-12 740 3.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF .UBC -97 Code. ' 2 19-10- 4 740 3.50" 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. 'Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607.Truss Location = End Zone TC FORCE AXL BND CSI --------------------------------------=------ ' Hurricane/Ocean Line = No , Exp Category = C 1-2 -1616 0.02 0.38 0.39 Designed for 2.0 K lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1415 0.02 0.16 0.18 evenly along the top chord to the bottom Mean roof height = 16.90 ft, mph - 70 3-4 -1415 0.02 0.16 0.18 chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0"psf 4-5 -1618 0.02 0.38 0.39 dead loads and 0 9 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. - BC FORCE AXL BND CSI (each bearing). 6-7 2213 0.31 0.13 0.44 -------------------------------------------- 7-8 1601 0.22 0.11 0.34 - - 8-9 2213 0.31 0.13 0.44 THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE CSI WEB FORCE CS1 2-7 -356 0.09 3-8 533 0.25 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED - 3-7 533 0.25 4-8 -356 0.09 LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. MAX DEFLECTION, (span) L/999 IN MEM 7-8 (LIVE) L= -0.08" D= -0.10" T= - - .Joint Locations 1 0- 0- 0 6 0- 0- 0 2 5- 2- 9 7 6- 9-11 ' 5-2-9 4-9-7' 4-9-7 5-2-9 3 10- 0- 0 8 13- 2- 5 -� -� 4 14- 9- 7 9 20- 0- 0 5-2-9 10-0-0 14-9-7 20-" 5 . 20- 0- 0, 10-" 1 10-" t F4.00 -4.00 1 44 1.5-3 1.5-3 T �15�0 �Cy - _ �Cr 3-9-8 3-9-8 v Robert S, �' SHIP 1 Alcumbrac 3 NO. C-10381 I0-5-8 I0-5 3-4 3-4 REN. 8/2001 ' 20-0-0 i ' 6 7 8 9. 6-4-10 6-9-11 i 6-9-11 13-2-5 20-" 6/12/2001. All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. J Scale: 1/4" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 " This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnC SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf - DUrFBCS L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 . P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing '2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUIPI F, VTCA F- Wood Truss Council 'BC Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Dead 7.00 psf Design Spec UBC -97' _ Fax # (760) 343-3491 - ('HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 18' Job N me: OT 87 TRADITIONS Truss ID: N6 QV: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 - This truss is designed using the 1 0-.1-12 740 3.50•• 1.50'• BC 2x6 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 19-10- 4 740 3.50•• 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes - Loaded for 10 PSF non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI 5-2� 4-9-7 4-9_-7 Hurricane/Ocean Line = No , Exp Category = C 1-2 -1618 0.02 0.28 0.30 1 Bldg Length = 40.00,ft, Bldg Width = 20.00 ft 2-3 -1415 0.02 0.16 0.18 5 20- 0- 0 - Mean roof height = 16.90 ft, mph = 70 3-4 -1415 0.02 0.16 0.18 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1618 0.02 0.28 0.30 - BC FORCE AXL BND CSI , 7-8 1030 0.10 o.15 o. zs THIS PROFESSIONAL ARCHITECTS CERTIFICATION THE APPLIED T 8-9 1486 0.22 0.15 0.37 IS TO VERIFY THIS TRUSS -TO CARRY WERE WEB FORCE CS1 WEB FORCE CSI LOADS. THE INPUT LOADS AND DIMENSIONS AND SHALL BE VERIFIEO 3-9 8 2-7 -274 0.08 3-8 389 0.20 PROVIDED BY OTHERS THE SPECIFIC APP61'+TION 3-7 389 0.20 4-8 -274 0.08 AND APPROVED FOR PRAdEBT 990ION PRO.FMIONAL . I 3-4 3.4 I 1 NO. C-10381 BY THE - - - MAX DEFLECTION (span) : - L/999 IN MEM 7-8 (LIVE) L= -0.081' D= -0.10" T= - - Joint Locations 1 0- 0- 0 6 0- 0- 0 ' 2 5- 2- 9 7 6- 9-11 5-2� 4-9-7 4-9_-7 5-2-8 1 4 14- 9- 7 9 20- 0- 0 5-2-9 10-" 14-9-7 20-0-0 5 20- 0- 0 - 10-0-0 1 10-" l l 1 3 a s 400 -4� 4-4 , T T o AR�y�T 1.5-3 1.5-3 4�1 3-9 8 3-9 8 v Robert S. SHIP AICUmbraC - I 3-4 3.4 I 1 NO. C-10381 • 1 10-5-8IO-5-81 3-4 3-4 RE -8/2001 20-0-0 - 6 7 8 9 - 6-9-11 64-10 6-9-11 6-9-11 13-2-5 20-" 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18'• for 18 gauge or "H" for 16°gauge, positioned per Joint Report, unless noted. Scale: 1/4" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB - utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live' 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.0: Box 626 environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal, 'ANSMI 1% WTCA P- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, •HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and EM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 18• Job N me: OT 87 TRADITIONS Truss ID: N7 Qty: 2 Drw : Eng. Job: EJ. c x -LOC REACT SIZE REQ•D TO 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1441 3.50^ 1.50'• " BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: - 2 -19-10- 4 1441 3.50^ 1.50 WEB 2x4 SPF STUD " MULTIPLE LOAD CASES. max O.C. from to A Company You Can Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise ' Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 12- 0- 0 Rep Mbr Bnd 1.00 TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. Nail pattern shown is for uniform loads This truss is designed using the 1-2 -3377 .0.02 0.27 0.29 Permanent bracing is required (by others) to only. Concentrated loads > 350# must be UBC -97 Code. _ (HIB -91) and'HIB-91 by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. 2-3 -3190 0.04 0.62 0.66 prevent rotation/toppling. See HIB -91 and distributed (by others) equally to each Bldg Enclosed = Yes 3-4 -3390 0.02 0.28 0.31 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. ply, unless nail clusters are shown ( ). Truss Location = End Zone 2 -PLY! Nail w/10d BOX, staggered (NDS -97 2x4 continuous lateral bracing @24.0 o.c. Hurricane/Ocean Line = No Exp Category = C BC FORCE AXL BND CSI Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft attached w/ 2-10d box or common wire .nails.. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 3144 0.23 0.28 0.52 - - Mean roof height = 16.56 ft, mph = 70 6-7 3163 0.24 0.07 0.31 UBC Special Occupancy, Dead Load = 21.0 psf 7-8 3157 0..24 0.28 0.52 - ----------LOAD CASE #1 DESIGN LOADS --------------- • - - - Dir L.Plf L.Loc R.Plf R.Loct'LL/ WEB FORCE CSI WEB FORCE CSI - TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 2-6 158 0.04 3-7 171 0.04 r , TC Vert 145.63 8- 0- 0 145.63 12- 0- 0 0.5 2-7 29 0.01 TC Vert j60.00 12- 0- 0 60.00 20- 0- 0 0.5 ARCHITECTS CERTIFICATION. BC Vert 33.98 0- 0- 0 33.98 20- 0-0 0. o THIS PROFESSIONAL TRUSS -TO CARRY THE APPLIED • • • Type... lbs x. Loc LL/TL IS TO VERIFY THIS DIMENSIONS WERE TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 LOADS. THE INPUT LOADS AND BY OTHERS AND SHALL BE VERIFIED TO vert 154.0 i2- o- o 0.00 PROVIDED THE SPECIFIC APPLICATION AND APPROVED FOR BY THE PR0J€6T DESIGN PROFESSIONAL - MM DEFLECTION. (span) L/999 IN MEM 6-7 (LIVE). - L.= -0.08" D= -0.10" = - T- • _ ... _ ,. - . , _ . 7-6-12 7 6-12 4-10-8 7-6-12 Joint Locations . ..I 1 0- - 0 . 5 0- 0- 0 7-6-12 12-5-4 20-" 2 7- 6-12 6 7- 5- 0 .3 12- 5- 4 7 12- 5- 4 7-11-11 t 7-11-11 1 4 20- 0- 0 8. 20- 07 0 r 2-PLYS / 2 3 ' 4 REQUIRED 400 330# 33 -4.00 - - - T 3-1-0 3-4 I0-5-8 . I S 6 7 7-5.0 5-0-4 7-5-0 12-5-0 8 7-6-12 20-M D AR Cy/ 3-1.6 � Jai SHIP J Robert S. I0-5-8 Alcumbrac ' NO. C-10381 o C F 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. BOX 626 _ environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUfPI 1', WTCA 1' - Wood Truss Council 'HANDLING . Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 _ (HIB -91) and'HIB-91 by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 87 TRADITIONS Truss ID: 01 Qty: 1 Drw : G x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 This trues is designed using the 1 0- 1-12.. 1257 3.50" 1.80^ BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 13-30- 4 1257 3.5011 1.80^. WEB 2x4 SPF STUD MULTIPLE.,LOAD CASES. Bldg Enclosed = Yes • Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone Scale: 11/32"=V TC FORCE AXL END CSI -------------------------------------------- Permanent bracing is required (by others) to Hurricane/Ocean Line = No Exp Category = C 1-2 -2150 0.07 0.44 0.51 Designed for 2.0,K lbs drag load applied prevent rotation/toppling. See HIB -91 and Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2150.0.07 0.44 0.51 - evenly along the top chord to the bottom ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Mean roof height = 16.40 ft, mph - 70' DurFacs L=1.25 P=1.25 . chord at the bearings, concurrently with A Company You Can TrUSSI UBC Special Occupancy, Dead Load = 21.0 psf - BC FORCE AXL BND CSI dead loads and 0 8 live load. Duration TC Dead 14.00 psf ----------LOAD CASE #1 DESIGN LOADS --------------- 4-5 -2171 0.19 0.78 0.98 =1.33. Horizontal reaction = 2.0 K lbs. - Dir L.Plf L.Loc R.Plf R.Loc 'LL/ 5-6 2171 0.19 0.78,0.98 (each bearing). BC Dead 7.00 psf TC Vert 60.00 0- 0- 0 60.00 14- 0- 0 0.5 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf -------------------------------------------- THIS PROFESSIONAL ARCHITECTS CERTIFICATION BC Vert 119.60 0- 0- 0 119.60 14- 0- 0` 0.3 WEB 2-5 FORCE .CSI WEB FORCE CSI 889 0.45 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED - - _ LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION > BY THE PROJECT DESIGN PROFESSIONAL. • _ _ MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.11" D= -0.15" T= - • Joint Locations 1 0 0- 0 4 0- 0- 0 2 7- 0- 0 5 .7- 0- 0 7-M 7-0-0 3 14- 0 0 6 14- 0- 0• 7-0-0 - 14-0-0 7.0 0 t 7.0 0 t •` tI 2 14.60 4� 5 a -A ,... ARCh,�r� �v Robert S. �A 2-9-8 Alcumbrac SHIP -4 NO. C-10381 I0-5-8 REN. 8/2001 14-" 4 1 4 77-0.0 77-" 7-" 14-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 11/32"=V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk` SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions - Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install `BC Live 0.00 psf O.C.Spacing 2-0-,0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVfPI I', M1VTCA F- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job RI e: LOT 87 TRADITIONS Truss ID: 02 Qty: 4 Drw : x -IAC' kMCT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 518.3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THECOMPOSITE RESULT OF UBC -97 Code. 2 13710- 4 518 3.50" 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes • PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXI. BND CSI r - Hurricane/Ocean Line = No Exp Category 7C 1-2 -911 0.01 0.29 0.30 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer , Bldg Length = 40.00 ft, Bldg Width 20.00 ft 2-3 -911 0.01 0.29 0.30 Mean roof height = 16.40 ft, mph = 70 ' T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI A Company You Can Truss! • is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 4-5 5-6 806 806 0.12 0.14 0.26 o.lz o.14 0.26 � THIS PROFESSIONAL ARCHITECTS _ - Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install CERTIFICATION IS TO VERIFY THIS TRUSS TO O.C.Spacing 2- 0- 0 WEB FORCE cWEB Foitce CSI � CARRY THE APPLIED ` . LOADS. THE INPUT LOADS r 2-5 128 0.0077 BC Dead 7.00 psf AND DIMENSIONS WERE PROVIDED BY OTHERS AND , - (I -91) and EM -91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 SHALL BE VERIFIED AND APPROVED FOR THE SPECIFI6 APPLICATION BY THE PROJEGT 9€6I13N FROFESSIMIAI„ _ - MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.031-` D= -0.04" T-- =Joint JointLocations 1 0- 0- 0 4 0- 0- 0 2 7- 0- 0 5 7- 0- 0 77-M 77-M .3 14- 0- 0 6 14--0- 0 7-0-0 14-0-0 '� 7-0-0 t 7-" 1 ' - •-. 2 3 5 F4.00 -4•00 44 .. T T �SEQ ARC,y. ),Robert ),Robert S. 2-9-8 2-9-8 SHIP O. C-10381 • 3 -4 3-0 ?, Io.S 6 Io -5.61 �� EN. - 8/2001 D7' 14-0-0 4 1 6 - 7-0-0 4 7-0.0 . 1 - 7-" _ 14-070 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 11/32"= 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.. Eng. Job: EJ. WO: 61320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! • is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVTPI F,'WTCA F- Wood Truss Council' Phone (760) 343-3461 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -IIB BC Dead 7.00 psf Design Spec UBC -97 - Fax # (760) 343-3491 - (I -91) and EM -91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 D7' Job N4 e: SOT 87 TRADITIONS Truss ID: 03Qty: 1 Drw : Y " TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This trues is designed using the BC 2x4 SPF 1650F -1.5E_ THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. GBL BLH 2x4 SPF STUD MULTIPLE LOAD CASES.- Bldg Enclosed = Yes ' PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone 7- 0- 0 Top chord supports 24.0.11 of uniform load Hurricane/Ocean Line = No , Exp Category = C 5 at 16 psf live load and 14 psf dead load. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 8- 4- 0 Additional design considerations may be Mean roof height = 16.40 ft, mph - 70 ' 13 required if sheathing is attached. -UBC Special Occupancy, Dead. Load = 21.0 psf ESSIONAL ARCHITECTS CERTIFICATION Gable stud vertical members require lateral bracing (designed by others) perpendicular to the the intervals. 14- 0- 0 THIS PROF. 70 CARRY THE APPLIED plane of member at is O.C.Spacing 2- 0- 0 IS TO VERIFY THIS TRUSS DIMENSIONS WERE Bracing a result of wind lo—Iac applied to member. (Combination axial bending) LOADS • THE INPUT LOADS AND AND SHALL BE VERIFIED plus . This truss requires adequate sheathing, as of America Standard Design Responsibilities, WANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' PROVIDED BY OTHERS APPLICATION designed by others, applied to the trues Fax # (760) 343-3491 AND APPROVED FOR THE SPECIFIC PROFESSIONAL. face providing lateral support for webs in the truss plane and creating shear wall Seqn T6.2.6 - 0 BY THE PROJECT DESIGN action to resist diaphragm loads. 2-9-8, l 3-4 10-5-8 44.0. 2-8-0 2-8 44-0 7-" 9-8-0 7-0-0 , 7-" / 2 3 4 S 6 i ' 4.00 -4.0 4-4 8 9 /0 /1 12 /3 14 4-4-0 2-8-0 2-8-0 4.4-0 4--0 7-0-0 9$-0 14-" I 2-9-8 SHIP IO -5-8 n8/2001 SEDARCZ111 6/12/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 11132" = V _ Joint Locations 1 0- 0- 0 8 0- 0- 0 2 4- 4- 0 9 4- 4- 0 > 3 5- 8- 0 10 5- 8- 0 4,, 7- 0- 0 11 7= 0- 0 5 8- 4- 0 12 8- 4- 0 4-" 6 9- 8- 0 13 9- 8- 0 7 14- 0- 0 14 14- 0- 0 14-" BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, 7 Phone (760) 343-3461 8 9 /0 /1 12 /3 14 4-4-0 2-8-0 2-8-0 4.4-0 4--0 7-0-0 9$-0 14-" I 2-9-8 SHIP IO -5-8 n8/2001 SEDARCZ111 6/12/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 11132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng, Job: EJ. WO: 81320 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the anent versions of 7P1 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSIMI 1', 'WTCA I'- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, WANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Ntnie: d.OT 87 TRADITIONS Truss ID: P1 Qty: 1 Drw : RIG x -LOC'. REACT SIZE REO'D TC 2x4 SPF 165OF-1.5E Plating spec ANSI/TPI - 1995 This trues is designed using the 1 0- 1-12 592 3.50^ 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 "-10-,4 ' 592 3.5011 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yea Dsgnr: SB Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location =End Zone TC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 -1063 0:02 0.39 0.41 - _ " Bldg Length = 40.00 ft, Bldg Width = 20.00.ft 2-3 -1063 0.02 0.39 0.41 Mean roof height = 16.56 ft, mph - 70 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf ' UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI.. O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, 4-5 942 0.14 0.20 0.34 - THIS PROFESSIONALARCHITECTS Phone (760) 343-3461 5-6 942 0.14 0.20 0.34 CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY Fax # (760) 343-3491 WEB -FORCE CSI WEB FORCE CSI THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS 2-5 . , 153 0.08 WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION . BY THE PROJECT DESIGN PROFESSIONAL. F 88-0-0 8-0-0 16-0-0 8-0-0 8-0-0 l r 2 3 400 -4.00 3-1-8 3A IO -5.8 4-4 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.05" D= -0.06" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 0- 0' 5 8- 0- 0 3 16- 0- 0 6 16- 0- 0 �s�D AR�y,T Robert S. �CA Alcumbrac No. C-10381 REN. 8/2001 CAL_0 4 S 6 8-0-0 8-0-0 16-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TruSSi is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190/a and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUIPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97, Phone (760) 343-3461 - (HB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 11' Job, Nirie: OT 87 TRADITIONS Truss -ID: P2 Qty: 2 Drw : LOADS. THE INPUT LOADS AND DIMENSIONS WERE - X -LOC NSACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0-1-12 1090 3.50^ 1.50^ SC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF - UBC -97 Code. .2,15-10- 4 1090 3.50^ 1.501, WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed =Yes •�,-• Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI Permanent bracing is required (by others) to Nail pattern shown is for uniform loads Hurricane/Ocean Line = No ,,Exp Category = C " 1-2 -2281 0.01 0.24 0.25 prevent rotation/toppling. See HIB -91 and only. Concentrated loads > 350# must be Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2281 0.01 0.24 0.25 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. distributed (by others) equally to each Mean roof height = 16.56 ft, mph = 70 8-0.0 88-0-0 2 -PLY! Nail w/10d BOX, staggered'(NDS-97 ply, "unless nail clusters are shown ( ). UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND' CSI Sect. 12) in:.TC- 2/ft BC- 2/ft WEBS- 2/ft- _ -----------LOAD CASE #1 DESIGN LOADS --=------------ 4-5 2094 0.16 0.16 0.32 2-PLYS 2 31 Dir L.Plf L.Loc . R.Plf R.Loc LL/ 5-6 2094 0.16 0.16.0.32 REQUIRED 4� 660# , TC Vert 60.00 0- 0- 0 60.00 16- 0-'0 0.5 t - . Vert 35.00 0- 0- 0 35.00 16- 0- 0 0.0 WEB FORCE CSI' WEB. FORCBC E CSI ' - _ - „ Type... lbs X. Loc LL/TL 2-5 287 0.07 - TC -Vert 352.0 8- 0- 0 1.00 Alcumbrac 3-43 I0_5-8 a I0_5-8 TC Vert 308.0 8- 0- 0 0.00 1.5-3 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 10' ' IS TO VERIFY THIS TRUSS'TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE - PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.04" D= -0.05" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 •2 8- 0- 0 •5 87 0- 0 8-0.0 88-0-0 3 16- 0- 0 6. 16- 0= 0 8-0-0 t 8-0-0 + I 8-0-0 2-PLYS 2 31 REQUIRED 4� 660# t 4-4 - . T SSD ARC ti 3-1-8 -1-8 3-1-83-4 v R bert S. �0 SHIP Alcumbrac 3-43 I0_5-8 a I0_5-8 NO. C-10381 1.5-3 EN, 8/2001 CAI-�FOQ` a s 6. 8-0.0 8-0-0 8-0-0 16-0-0 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. , Scale: 5116" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ®WARNINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf O.C.Spacing - 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: DETAILS' by Truswal,'ANSI/1'PI 1 'W ',TCA F- Wood Truss Council Phone 1760 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and EM -91 SUMMARY SHEET by.TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association is located I I I 119th Street, (AFPA) at NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 10' Joky a%40T 87 TRADITIONS Truss ID: Q1 Qty: 1 - Drwg: GX-IOC WO: 81320 REACT SIZE REQ'D TO 2x4 SPF 1650F -1.5E Plating epee ANSI/TPI - 1995 This trues is designed using the 1. "0- 1-12 1203 3.501, 1.50^ BC 2x8 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 127 1203 3.50" 1.5011 WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes A Company You Can Truss I `5-.4-" .Permanent bracing is required (by others) to PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone , " TC' 'FORCE AXL BND CSI prevent rotation/toppling. See HIB -91 and BC Live 0.00 psf Hurricane/Ocean Line = No , Exp Category C " 1-2 -2686 0.08 0.27 0:36 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Phone (760) 343-3461 Bldg Length = 40.00 ft, Bldg Width'= 20.00 ft 2-3 -2686 0.08 0.27 0.36 - (NIB -91) and TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Mean roof height = 16.20 ft, mph = 70 . UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI t ----------LOAD CASE #1 DESIGN LOADS --------------- 4-5 2531 0.27 0.25 0.52 - Dir L.Plf L.L.oc R.Plf R.Loc • LL/ 5-6 2531 0.27 0.25 0.52 TO Vert 60.00 0- 0- 0 60.00 12- 7- 0 0.5 BC Vert ' 74.00 0- 0- 0 74.00, 12- 7- 0 0.3 WEB FORCE CSI WEB "FORCE CSI - - ..Type... lbs X.LoC. LL/TL 2-5 sos o.26 TH TC Vert 720.0 6- 3- 8 0.43 IS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PRQJFCT OCvIGN PROFEwIOW4 - 6-3'8. .1 6-3-8 6-3-8 12-7-0 6-3-8 t 6-3-8 2 3- 370 720# -370 4-4 4 S 6 6-3_8 6-3-8 6-3-8 12-7-0 MAX DEFLECTION (span) ' L/999 IN MEM 5-6 (LIVE) L= -0.05" D= -0.07" T-- Joint =Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 3- 8 5 6- 3- 8 3 12- 7- 0 6 12- 7- 0 2-4-12 gED AgCh�T SHIP G Robert S. Alcumbrac I°-5 8 O. C-10381 EN. 8/2001 6/12/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 13132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81320 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and one in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions - Dsg6r: SB T R U S S W O R KS are to be verified by the component manufacturer and/or building designer.prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr end 1.00 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal,'ANSVTPI 1','WTCA I'- Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' M-91 SUMMARY SHEET by BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (NIB -91) and TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 J • The drawings, calculations, specifications and reproduction are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. • The structural calculations included here are for the analysis and design of the primary structural system. • Non-structural elements and the attachment mechanism is the responsibility of the architects or designer, unless specifically shown otherwise. • All changes made to the subject project shall .be submitted to Summit Structural Engineering in writing for review and comments. • Sketches and details in, calculations are not to scale and may not present true conditions on plans. Architect or designer is responsible for drawing details in plan which represent true framing conditions and scale.. Governing Code Seismic Zone Seismic Zone Factor Wind Speed Wind Exposure Soil Report Soil Bearing Pressure Equivalent Fluid Pressure Prime Professional/Project Architect 1997 UBC, 4 0.4 70 mph C By: Earth Systems Consultants Report No. 00=04-707 Dated: April 4, 2000 Phone No'.: (760) 345-1588 1500. psf. 30 (Active) Jim Deford/Summit Structural 5 Ambrose Aliso-Viejo, CA Phone No: (949) 831-0313 SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street `La Verne, CA 91750 z u: ., :. x DESIGN F LOADS - t Roof Loads - Sloped Roof Loads - Flat ' • ' , Concrete Tile 22 psf. '- Roofing F; X6.5 psf. ' ' Sheathin 1/2" CDX g ( )- "1.5 sf:'�' p °, Sheathing°(1/2. CDX) " 1.5 psf: . F Y Framing j 2.5 p'sf. r Framing :; �. 2.5 psf. Insulation 1:5-'psf. _ lnisulation'� '' .1.8 psf. • 'Ceilin '2.5 psf. Ceiling: �_ �. 2.5 psf. i., Misc. -' 0.0 psf. _� 30 ,y Misc. -Total Dead Load`' 0.2 psf.4' }" 15 = Total Dead'Load- • psf. - psf. - Z Total Live Load 16 sf a P Total Load of r 2 f. 0 s P r. -. .. TotalRoof. .:. _ Load ::;; :: -.. _... .. 46: sf..._... P ;_ Total Roof. Load .... , 35... sfi-111111111-1111111- Floor Loads Deck Loads. ' SheatHing�(3/4" Plywd:) 2+5 psf. 2x Decking = 5.0 psf. ' Framing ;Y 3.5'psf. Framing. = 2.0 psf F Ceiling 2.5 psf' , .. Mis'c: 1.0 psf ,• k Misc. ' •` .3.5 psf. ' Total Dead Load' 8.0 psf.' Total Dead'Load �12 psf: Total Live Load ' 60 , Total Live Load 40 psf. Total Load :.. ;MMUMUpsf 68 psf - ' Total Floor Load 52 psf « ' ,. _ 1 .... ......... __. .. _ , = Exterior -Wall- ,n,: ' ' -~� - Interior Wall y w •� • Stucco 10.0-psf Drywall t , 5.0 psf.' { R Studs w ;� 1:O,psf. Studs ,w,' . " . " 1:0 psf. ,.. t Drywall 2.5 psf. , Mechanical,& Insulation 1.0 psf. M i s c 1:0 psf. Misc r 1.0 psf.4 Total' Wall_IAleight _ 15 0 psf Total Wall Weight ,. .............10 • "; �.+ ,-.,, '... -... �.. ,.,d: ""�„a.�s.-_, `•,” "```tea:=.e...a....a:.:...- � ..' ila c,:. , �"fir • M s. :{ • - - •.k f�. ' alb .t .... SuMnniTSrRuc7uRn� EN�yEERiacPHONE.:.: (909):596 0842. Fax;(909) 596 5187: 2283:5TH SX111""""LA UERNE._CA , SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy -� 2283 Fifth Street La Verne, CA 91750 MATERIAL SPECIFICATION ♦Timber: All timber shall be Douglas Fir Larch with a maximum moisture content of 19%. Grading rules agency: West Coast Lumber Inspection Bureau (WCLIB). - Member Fb (psi) #5 and larger reinforcing bars shall conform to A.S.T.M. A - 615.60. 1Fy=60,000 Fv (psi) *Structural Steel: E (psi) Sawn -Lumber (DF -L)* Description Specification Allowable stress Pipe ASTM A-53 Type E or S, Grade B 2x Joists & Rafters (No.2) 1006 ASTM A-500, Grad_ e B 95- All other shapes 1.6x106 4x Sawn Beams (No.2) 875 ASTM A-325 95 All other bolts 1.6x106 6x Sawn Beams (No.2) 875 85 1.3x106 4x Sawn Beams (No. 1) 1000 95 1.7x106 6x Sawn Beams (No. 1) 1350. 85 1.6x106 Values may be increased according to size factor CF Manufactured Products Glu Lam 2400 165 1.8x106 Paralam PSL 2900 290 2.0x106 Microllam LVL 2600 285 1.8x106 ♦ Concrete: Application Strength @ 28 days Slab on grade 2500 psi Footings and grade beams 3000 psi Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. ♦Reinforcing Steel- Bars Allowable stress #4 and smallerreinforcing bars shall conform to A.S.T.M. A - 615.40. ' Fy=40,000 psi #5 and larger reinforcing bars shall conform to A.S.T.M. A - 615.60. 1Fy=60,000 psi *Structural Steel: Description Specification Allowable stress Pipe ASTM A-53 Type E or S, Grade B Fy=30,000 psi Tube ASTM A-500, Grad_ e B Fy=46,000 psi All other shapes ASTM A-36 Fy=36,000 psi High-strength bolts ASTM A-325 All other bolts ASTM A-307 *CONCRETE MASONRY UNITS All concrete masonry units shall conform to standard specifications for hollow load bearing concrete masonry units (ASTM C-90, Grade N-11). 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street = La Verne, CA 91750 Number Construction Plate A35 Anchor Bolt Shear Nailing Equiv. Size and Value 16d sinker Spacing 1/2" or 5/8" Drywall 8" 48" 5/8" @ 48" 100 plf. 1 unblocked, w/ 5d (6d @ "50 plf in 5/8") cooler nails @ 7" o.c. • zone 3 & 4 @ edges and field 1/2" or 5/8" Drywall 8" 32". 5/8" @ 48" 200 plf. unblocked, w/ 5d (6d @ -100 Of in la 5/8") cooler nails @ 7" O.C. zone3&4 @ edges and field. Both Sides. 3/8" Plywood, w/ 8d nails @ 2" 8" 5/8" @ 16" `640 plf., 2 2" o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2-16d @ 4" 7/8" @ 12" 1280 plf.• 2a 2" o.c. @ edges and 12" o.c. 2" field. Both.Sides. 3/8" Plywood, w/ 8d nails @ 3" 12" 5/8" @ 16" 490'plf. 3 3" o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2.16d @ 6" 7/8" @ 12" 980 plf. 3a 3" o.c. @ edges and. 12" o.c. 3" field. Both Sides. 3/8" Plywood, w/ 8d nails @ 4" -16" 5/8" @ 24" 385 plf. 4 4" o.c. @ edges and 12" o.c. (limited to field. 350 plf.) 3/8" Plywood, w/ 8d nails @ . 2" 8" 3/a" @ 12" 760 plf.- 4a 4" o:c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 6" 24" 5/8" @ 32" 260 plf. 6 6" o.c. @ edges and 12" o.c. field. 7 7/8" Stucco o/ paper backed lath w/ 16 8" 32" 5/8" @ 48" . 180 plf gauge staples @ 6" o.c. @ top, bottom, edge, and field. 1/2" Plywood, w/ 10d nails @ 2" 7" 5/8" @ 16" 770 plf. 8 2" o.c. @ edges and 12" o.c. ' field. , { n f A v .t ERL. ... CA Y .................. .... ... " d a 7y - SUMMIT STRUCTURAL ENGINEERING Joe No Structural, Civil, Arcf itecture, Energy E SH No 2283 Fifth Street fCALCULATED BY 77 La i/eme, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596 5187 ScE t .• f F-WoodWorks@ Sizer for ANTHONY POWER PRODUCTS 1 J Beam1 WoodWorks® Sizer 97e Apr. 23, 2001 16:20:33 1 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: materialTimber-soft______________________.=________________ lateral support: Top= Full Bottom= @Supports total length': 3.50 [ft] Load Combinations: ASCE 7-95 1 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution 1 Magnitude 1 Location I Pattern I I I Start End 1. Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (16.50)* No 2 Live Full Area 16 (16.50)* No 3 Dead Full Area 15 (2.00)* No *Tributary -Width -(ft)______________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS. (force=lbs, length=in) I 3.50 ft I ---------- ------------------- Dead I 933 933 Live I 462 462 Total I 1395 1395 B.Length I 1.0 1.0 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------- 1 --Criterion- I Analysis Value I Design Value I Analysis/Design - -I----------------I----------------I------------------I Shear fv @d = 51 Fv' = 85 fv/Fv' = 0.60 ' Bending(+) fb = 528 Fb' = 1200 fb/Fb' = 0.44 Live Defl'n 0.01 = <L/999 0.12 L/360 0.06 Total Defl'n 0.02 = <L/999 0.23 = L/180 0.09 ----------------------------=---------------------------------------------- - --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' =- 1.6 million 1.00 1.00 2 Custom-duration-factor-for-Dead-load-=-1_00-------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L,' M = 1219 lbs -ft Shear : LC# 2 = D+L, V = 1393, V@d = 1028 lbs Deflection: LC#. 2 = D+L EI= 122.O1eO6 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) 1 ---(All -LC_s- are -listed -in- the -Analysis -output) ---------------------------- DESIGN NOTES: --------------------------------- 1. Please verify that the default deflection limits are appropriate ^- e for your application. 2. Sawn lumber bending members shall be laterally supported according to tae provisions of=NDS `Claus'e=4-4°.1. µ - - PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA F- WoodWorks® Sizer Bearnl for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Apr. 23, 2001 16:23:21 ' COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd ' lateral support: Top= Full Bottom= @Supports total length: 16.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) ----__=--->>Self-weight= automatically -included< < --=a__ ---> -- --- --- Load I Type I Distribution I Magnitude I Location -1 Pattern I I I Start End I Start End I Load -----1--------I--------------I----------------- I---------- ------- I-------- • 1 Dead Full Area 130 (3.00)* No 2 Live Full Area 16 (3.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I ----------I------------------- - Dead 1 1029 1029 Live I 389 389 Total 1 1413 1413 B.Length 1 1.0 1.0 ########################################################################### ' DESIGN SECTION: VG West.DF, 24F -V4, 3.125x10.5 @, 7.794 plf This section PASSES the design code check. '########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) --Criterion- =I Analysis Value I Design- Value I Analysis/Design I Shear fv @d = 57 Fv' = 190 fv/Fv' = 0.30 Bending(+) fb = 1176 Fb' = 2400 fb/Fb' = 0.49 Live Defl'n 0.13 = <L/999 0.53 = L/360 0.24 1 =Total-Defl_=====0=98>>>=L/901 ==_1.07-=--L/1800=95 FACTORS: F CD CM . Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+) LC# 2 = D+L,=M = 5625 lbs -ft Shear • • LC# .2 = D+L, V = 1406, V@d = 1253 lbs Deflection: LC#12 - D+L EI= 542.63e06 lb-in2 ) Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ' ---(All -LC_s- are -listed -in theAnalysisoutput)---= ---------------- - DESIGN NOTES: -; 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at.1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. ' 4. Glulam Beams shall be laterally supported'according to the'provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 0'1 WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Apr. 23, 2001 16:26:35 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street i La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----i--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (11.00)* No 2 Live Full Area 16 (11.00)* " No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 933 5.00 No 5 Live Point 462 5.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length=in) I 9.00 ft I ---------- ------------------- Dead 1 2074 2177 Live 1 997 1049 Total 1 3071 3226 B.Length 1 1.5 1.6 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x10.5 @ 7.794 plf. . This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 125 Fv' = 190 fv/Fv' = 0.66 Bending(+) fb = 1784 Fb' = 2400 fb/Fb' = 0.74 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.23 Total Defl'n 0.21 = L/504 0.60 = L/180 0.36 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+== 2400 = 1.00 1.00= 1.00 1.000 1.00 =1.000 =1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.0.0 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 8537 lbs -ft Shear LC# 2 = D+L, V = 3187, V@d = 2725 lbs Deflection: LC# 2 = D+L EI= 542.63e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. =Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based.on smaller of Fcp(tension), Fcp(comp'n). PAGE SUMMIT STRUCTURAL ENGINEERING: Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 7 GO Beam1 WoodWorks® Sizer ' for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Apr. 23, 2001 16:24:58 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0892 ,(909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala d lateral support: Top= Full Bottom= @Supports total length: 10.00 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location -ft), »Self -weight automatically included<< Load I Type . I Distribution I Magnitude I Location I Pattern I I Start End I Start - End I Load -----I--------I-------------- I----------------- I ------ ----=-------1-------- 1 Dead Full Area 30 (11.00)* No 2 Live Full Area 16 (11.00)* No 3 Dead Full Area 15 (2.00)* 'No . *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.00 ft ---------- ------------------- Dead 1 - 1893 1893 Live 1 880 880 Total 1 2723 2723 B.Length 1 1.3 1.3 -------------- ########################################################################### DESIGN SECTION: VG West.DF, 29F -V9, 3.125x10.5 @ 7.799 plf This section PASSES the design code check. SECTION vs. DESIGN CODE" (stress=psi, deflection=in) ---------------------------------------- ----------------------- ---------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------1----------------I------------------I Shear fv @d = 103 Fv' = 190 fv/Fv' = 0.59 Bending(+) fb = 1921 Fb' = 2900fb/Fb' = 0.59 Live Defl'n 0.07 = <L/999 0.33 = L/360 0.22 Total Defl'n 0.23 = L/532 0.67 = L/180 0.39. _____________________ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#• Fb'+= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 6797 lbs -ft Shear : LC# 2 = D+L, V = 2719, V@d = 2293 lbs 4 Deflection: LC# 2 = D+L EI= 592.63e06 lb -int Total Deflection = 1.00(Defin dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -------------------------------------------------------------- ------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 9. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1• , 5 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam_.wbc WoodWorks® Sizer 97e May 1, 2001 16:04:24 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: + material: Glulam Unbala'd -.1a teral support: Top= Full Bottom= @Supports total length: - 8.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft)• »Self -weight automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -=---I--------I--------------I-----------------I----;------------I-------- 1 Dead Full Area 30 . (2.00)• No 2 Live Full Area 16 (2.00)* No 3 Dead Point 2175 4.00 No 4 Live Point 1160 4.00 No 5 Dead Partial Area 30 (15.00)' 4.00 8.00 No 6 Live- Partial Area 16 (15.00){. 4.00 8.00 No *Tributary Width (ft) -------------- MAXIMUM-REACTIONS=and BEARING =LENGTHS -==(force-lbs_-length=in)- c------- -_ 8.00 ft ---------- ------------------- Dead 1 1861 2761 Live'1 948 1428 .Total 1 2809 4189 B.Length 1 1.0 1.0 ######################################################################4#### DESIGN SECTION: VG West.DF, 24F -V4, 6.75x10.5 .@16.834 plf , This section PASSES the design code check. ###########################################################################. SECTION vs. DESIGN CODE (stress=psi,'deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I I---------------- I----------------I------------------I Shear , fv @d = 73 Fv' = 237 fv/Fv' = 0.31 Bending(+) fb = 997 Fb' = 3000 fb/Fb' = 0.33 Live Defl'n 0.03 = <L/999 '0.27 = ,L/360 0.11 Total Defl'n 0.09 = <L/999 10.53 = L/180 0.17 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 1'.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 x 2 Fcp'- 650 1.00 • 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ----------- ADDITIONAL DATA Bending(+): LC# 2 - D+L, M = 10301 lbs -ft Shear LC# 2 =•D+L, V = 4105, V@d = 3436 lbs Deflection: LC# 2 = D+L EI-1172.O8eO6 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) , -------------------------------------------------------------=------------- DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except ' where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). C t ^ y PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beamtwbc WoodWorks® Sizer 97e Apr. 23, 2001 16:34:12 ' COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd. ' lateral support: Top= Full Bottom= @Supports t t total length: 12.00 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self_weight- automatically -included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (10.00)' No ' 2 Live Full Area 16 (10.00)x` No 3 Dead Full Area 15 (2.00)* No *Tributary width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs,-length=in) 1 ^=12 00==ft I ----------I------------------- Dead 1 2086 2086 Live I 960 960 Total 1 3046 3046 B.Length 1 1.0 1.0 ########################################################################### ' DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN =CODE ===(stress psi, deflection=in) _ Criterion= I Analysis Value I Design. Value I Analysis/Design I ' --------------I----------------I----------------I------------------I Shear fv @d = 62 Fv' 190 fv/Fv' 0.32 Bending(+) fb 886 Fb' = 2400 fb/Fb'0.37 Live Defl'n 0.06 <L/999 0.40 = L/360 0.14 Total-Defl_n ===0.18L/812====0 80=== L/1800=22==_______ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA ' Bending(+) =LC# 2 ==D+L, M 9083 lbs -ft--------==- =====-========= =_= Shear LC# 2 D+L, V 3026, V@d 2523 lbs Deflection: LC# 2 D+L EI=1328.38e06 lb -int Total Deflection 1.00(Defln dead) + Defln Live. ' ---(D=dead--L=1==e--S-=now- W==ind==I=impa=ct_-C=construction)-------.-- " (All LC's are listed in the Analysis output) DESIGN NOTES: 1* =Please verify that =the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. ' 4. Glulam Beams shall be'laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA WoodWorks® Sizer Beaml mbc for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e ( Apr. 23, 2001 16:38:00 COMPANY I PROJECT Summit Structural Engineering I' 2283 Fifth Street I r La Verne, CA 91750 I , (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 18.00 (ft] ' Load Combinations: ASCE 7-95 LOADS: (force=lbs pressure=psf, udl=plf, location=ft)6 »Self -weight automatically included<< Load I Type 1•Distribution I =Magnitude I= =Location I Pattern I I I Start End I Start End I Load -----I------r-I-------------- 1--- --------------- I----------------- I----- 1 Dead Full Area 15 (2,00)* No 2 Dead Point 2025 9.25 No 3 Live Point 1080 9.25 No 4 Dead Partial Area 30 (13.50)• 9.25 18:00- -No 5 Live Partial Area 16 (13.50)* 9.25 18.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs; length=in) _ + _________=====o== « 1 18.00 ft ----------- -------- Dead 1 2349 4227 Live 1 984 1986 Total 1 3334 6212 B.Length 1 1.0 1.9 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x16.5 @20.085 plf This section PASSES the design code check. ' ############################################ ############################### ' SECTION vs. DESIGN CODE (stress=psi, deflection=in) ______________ Criterion I Analysis Value I Design Value I Analysis/Design I --------------1----------------I----------------I------------------I Shear fv @d = 91 Fv' = 190 - fv/Fv' = 0.48 , Bending(+). ,.fb = 1455 Fb' = 2361 fb/Fb' = 0.62 y Live Defl'n 0.14 = <L/999 0.60 = L/360 0_23 Total Defl'n 0.43 = ,L/507 1.20 = L/180 0.35 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+===2400=, 1=00-=1:00 = 11.W 1 000--=1 00 0 984===1 00==-1.00---= 2= " Fv' = 190 1.00 1.00 1.00 2 t Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+):•LC# 2 = D+L, M = 28206 lbs -ft Shear :_LC# 2 = D+L, V = 5979, V@d = 5111 lbs Deflection: LC#'2 = D+L EI=3453.27e06 lb -int :` _ - Total Deflection - 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) 4 ' (All LC's are listed in the.Analysis output) DESIGN NOTES: _ .1. Please verify that the default deflection limits are appropriate. for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv 'is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2).. 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions •of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE - SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beamlmbc WoodWorks® Sizer 97e Apr. 23, 2001 16:31:32 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support Top= Full Bottom-- @Supports total length:. 6,00 [ft] Load Combinations:.ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------ ---------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I j Start End I Start End I Load -----I--------I-------------I-----------------I-----------------1-------- 1 Dead Full Area 15 -(2.00)* No 2 Dead Full Area 30 (12.50)* No 3 Live Full Area 16 (12.50)* No *Tributary width (ft) ----------_- ---------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 6.00 ft ----------I------------------- Dead I 1259 1259 Live 1 600 600 Total 1 1859 1859 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411" plf This section PASSES the design code check. ########################################################################### ------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------- ----------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I ------------=-I-------------- I---- - ----------- I -----------=------I Shear fv @d = 39 Fv' = 85 fv/Fv' = 0.46 Bending(+) fb = 403' Fb' = 1350 fb/Fb' = 0.30 Live Defl'h 0.01 =,<L/999 0.20 = L/360 0.05 Total Defl'n 0.03 = <L/999 0.40 = L/180 0.07 ----------------------------------------------------------------------- FACTORS: F CD -CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------------- Fb'+= •1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 -.1.00 1.00 (CH - 1.000) 2 Fcp'= 625 1.00 1.00 - - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 2778 lbs -ft Shear LC# 2 = D+L, V = 1852, V@d = 1363 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate - for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions -of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 7 K5F-WoodWorks@ SIZer for ANTHONY POWER PRODUCTS Beaml .wbc WoodWorks® Sizer 97e Apr. 23, 2001 16:33:00 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 7.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I-------------- I-----------------I--=--------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Full Area 30 (12.50)* No 3 Live Full Area 16 (12.50)* No *Tributary Width (ft) ---------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 7.00 ft. ----=-----I------------------- Dead 1 1482 1482 Live 1 700 700 Total 1 2182 2182 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTIDN.vs. DESIGN CODE (stress=psi, deflection=in) ---------------------------------------------------------- Criterion I Analysis Value I Design value I Analysis/Design I --------------I-----------------1----------------I------------------1 Shear fv @d = 37 Fv' = 85 fv/Fv' = 0.44 Bending(+) fb = 376 Fb' = 1350 fb/Fb' = 0.28 Live Defl'n 0.01 = <L/999 0.23 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.47 = L/180 0.06 FACTORS: F CD. CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 ,1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1:00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA --------------------------- Bending(+): LC# 2 = D+L, M = 3798 lbs -ft Shear : LC# 2 = D+L, v = 2170, V@d = 1576 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. _ 2. Sawn lumber bending members shall be laterallysupported according to_ - the.provisions of NDS Clause 4.4.1. \_ PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA laF_WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Beaml mbc WoodWorks® Sizer 97e Apr. 23, 2001 16:39:06 COMPANY I PROJECT +• Summit Structural Engineering 2283 Fifth Street I ' La Verne CA 91750 1- (909) 596-0842 (909).596-5187 fax I DESIGN CHECK. NDS -1997' Beam DESIGN DATA: material: ========Timber -soft ________________________________________ , lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) » Self -weight automatically included« Load I Type I, Distribution I Magnitude I Location i Pattern I I I Start' End I Start .' End I Load . -----I--------I-------------- I ----------------- 1----- ------ - ------ 1-------- ' 1 Dead Full Area 15 (2.00)* No_ 2 Dead, Full Area 30 (7:00)* No 3 Live Full Area 16 (7.00)*; No *Tributary -Width -(ft)_____________________________ ------------ MAXIMUM _ ______ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------- - 10.00 ft r I ----------I------------------- Dead 1 1273 1273 '. Live I 560 560 Total I 1833 1833 B.Length 1 1.0 1.0 DESIGN SECTION: ' D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ###############################################################.############ SECTION.vs DESIGN CODE (stress=psi, deflection=in) CriterionI Analysis Value I Design Value I Analysis/Design I ------------ --I ---------------- I ----------------I-=---------- -----I Shear fv @d = 44 Fv' = 85 fv/Fv' = 0.52 Bending(+) fb = 661 Fb' = 1350 fb/Fb' = 0.49 Live 'Defl'n 0.04 = <L/999 0.33 = L/360 ' 0.12 - Total Defl'n 0.13 = L/920 0.67 = .L/180 0.20` ------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------------ ' Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00(CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ' Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 = ' D+L, M = 4555 lbs -ft Shear : LC# 2 = D+L, V = 1822, V@d = 1534 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ' ---(All -LC_s- are -listed -in- the -Analysis -output) ---------------------------- DESIGN NOTES: --------------------------- -- 1. Please verify that the default deflection limits are appropriate ' for your application. I 2. Sawn lumber bending members -shall be laterally supported according to the provisions of NDS Clause 4.4.1. ` PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1 WOOdWOrks@ Sizer for ANTHONY POWER PRODUCTS Beaml.wbc Wood Works® Sizer 97e Apr. 23, 2001 16:39:44 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street' I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material========Glulam Unbala'd__=__________________________ ' lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-w==fight-automatically_included< < -- Load I I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (2.00)* No ' 2 Dead Triangular 0 30.00 0.00 9.00 No 3 Live Triangular 0 16.00 0.00 • 9.00 No. 4 Dead Point 2163 4.25 No 5 Live Point 1012 4.25 No *Tributary Width (ft) r ' MAXIMUM =REACTIONS =and -BEARING LENGTHS---(for=c==1bs__lengthc= ) - I 9.00 ft (------------------- Dead I 1390 1315 Live 1 558 526 Total 1 1948 1841 B.Length 1 1.0 1.0 DESIGN SECTION: VG West.DF, 24F -V4, 5.125x10.5 @12.782 pif This section PASSES the design code check. ########################################################################### SECTION _vs. _DESIGN _CODE ===( t ==s=psi_-deflection=in) Criterion I Analysis .Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 53 Fv' = 190 fv/Fv' 0.28 Bending(+) fb = 991 Fb' = 2400 fb/Fb' 0.41 Live Defl'n 0.03 = <L/999 0.30 = L/360 0.10 Total Defl'n 0.10 = <L/999 0.60 = L/180 0.17 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 ==1.00 1.00. 2 . Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load 1.00 'ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 7781 lbs -ft Shear : LC# 2 - D+L, V = 1937, V@d'= 1898 lbs ' Deflection:.LC# 2 = D+L EI='889.9le06 lb -int Total Deflection 1.00(Defin dead) + Defln Live. (D=dead ,L=live S=snow .W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - DESIGN NOTES: ' 1. Please verify that the default deflection =limits•are appropriate for your application. 2. GLULAM: The loading coefficient'KL used in the calculation of Cv is assumed to be unity for all cases..This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). . 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). _ PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA E Beaml mbc WoodWorks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Apr. 23, 2001 16:42:10 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I. DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Timber -soft lateral support: Top= Full Bottom= @Supports } total length: 4.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load - ----I--------I-------------- I------------=----I--=--------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Full Area 30 (12.50)* No 3 Live Full Area 16 (12.50)* No, *Tributary Width (ft) ------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------- I 4.00 ft ----------I------------------- Dead 1 826 826 Live 1 400 400 Total 1 1226 1226 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) ------------------ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 47 Fv' = 85 fv/Fv' = 0.55 Bending(+) fb = 530- Fb' = 1200 fb/Fb' = 0.44 Live Defl'n 0.01 = <L/999 0.13 = L/360 .0.07 Total Defl'n 0.03 = <L/999 0.27 = L/180 0.11 ------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1..00 1.000 1.00 1.00 2• Fv' = 85 1.00 1.00 1.00 (CH - 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA ------------------- ------------ Bending(+): LC# 2 = D+L, M = 1224 lbs -ft Shear LC# 2 = D+L, V = 1224, V@d = 944 lbs Deflection: LC# 2 = D+L EI= 122.O1e06 lb -int + ; Total Deflection = 1.00(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact •C=construction) (All LC's are listed in the Analysis output) ------------ DESIGN NOTES: 1. Please verify that the default deflection limits are.appropriate for your application. 2..Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' a , PAGE1 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187+ 22835TH STREET, LA VERNE, CA I. 1 1 15 F-WoodWorks@ Sizer for ANTHONY POWER PRODUCTS Beaml mbc WoodWorks® Sizer 97e Apr. 23, 2001 16:43:18 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La V>rne, CA 91750 I' (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK NDS -1997 - Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included -c< ----------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load , -----I--------I--------------I-----------------I-----------------1-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Full Area 30 (18.50)* No 3 Live Full Area 16 (18.50)*. No *Tributary Width (ft) ------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------ ----------I---- 6.00 ft ---------- ------------------- Dead I 1810 1810 Live I 888 888 Total I 2698 2698 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi,^deflection=in) ---------------------------------------------- -- Criterion I Analysis Value I Design Value I Analysis/Design I -- -- I ---------------- I----------------I------------------I Shear fv @d = 43 Fv' = 85 fv/Fv' = 0.51 .Bending(+) fb = 399 Fb' = 1350 fb/Fb' = 0.30 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.04 Total Defl'n 0.02 = <L/999 0.40 = L/180 0.06 - ---------------- FACTORS: --------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#- --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 11.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA -------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 4032 lbs -ft Shear : LC# 2 = D+L, V = 2688, V@d = 1829 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) - (All LC's are listed in the Analysis output) DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax(909)596-5187 2283 5TH STREET, LA VERNE, CA Ib E Beaml.wbc WoodWorks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Apr. 23, 2001 16:43:52 r COMPANY 1 PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne; CA 91750 I (909) 596-0842 (909) 596-5187.fax 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 15.00 [ft] Load Combinations: ASCE 7-95. LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude , I Location I Pattern I I I Start End I Start End I Load -----1 -------I--------------I--------=--------I-----------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Full Area 30 (18.50)* No 3 Live Full Area 16 (18.50)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 15.00 ft ---------- I----------- -_------- Dead 1 4601 4601 Live 1 2220 2220 . Total 1 6821 6821 B.Length 1 1.6 1.6 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 6.75x13.5 @21.644 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE _ (stress=psic deflection=in)= Criterion I' Analysis Value I Design Value I Analysis/Design I - ------------- I ----------- ----- I----------------I------------------f . Shear 11 fv @d = 95 Fv' = 190 fv/Fv' = 0.50 Bending(+) fb = 1486 Fb' = 2386 fb/Fb' = 0.62 Live Defl'n 0.14 = <L/999 0.50 = L/360 0.27 Total Defl'n 0.41 = L/436 1.00 = L/180 0.41 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ' Fb'+= 2400 1'.00 1.00 1.00 1.000 1.00 0.994 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 , Custom duration factor for Dead load 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 25387 lbs -ft Shear : LC# 2 = D+L, V = 6770, V@d = 5754 albs o Deflection: LC# 2 = D+L EI=2491.09e06 lb-in2 Total Deflection - 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: =1 Please verify that the default deflection limits are appropriate = 'for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 'points of a span (NDS Table 5.3.2). , 3. GLULAM: bxd = actual breadth'x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of -NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n): f PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909)596-5187 2283 5TH STREET, LA VERNE, CA 1`1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS l Beam'.wbc WoodWorks® Sizer 97e Apr. 23, 2001 16:50:48 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft .lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< -------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------1-------- 1 Dead;,Full Area 15 (5.00)* No 2 Dead • Full Area 30 (9.00)* Nc 3 Live Full Area 16 (9.00)* Nc " *Tributary Width (ft) ------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 10.00 ft ----------I------------------- Dead I 1817' 1817 Live I 720 720 Total I 2537 2537 B.Length I 1.0 1+.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 48 Fv' = 85 fv/Fv' = 0.57 Bending(+) fb = 624 Fb' = 1350 fb/Fb' = 0.46 . Live Defl'n 0.03 = <L/999 0.33 = L/360 0.09 Total Defl'n 0.10 = <L/999 0.67 = L/180 0.15 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# - ----------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000" 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load 1.00 ADDITIONAL DATA -------------------------------------------- Bending(+): LC# 2 = D+L, M = 6300 lbs -ft Shear LC# 2 = D+L, V = 2520, V@d = 2037 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1'.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------------------------------------ DESIGN NOTES: -------------------------------------------- _ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of -NDS Clause 4.4.1. - - �"- PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 . 2283 5TH STREET LA VERNE, CA 1 C 1 i 11 t 17 t8 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beamlmbc Wood Works® Sizer 97e COMPANY I Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909),596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ========================-==========_-========== ------------ material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 13.00 [ft) __=====Load Combinations: ASCE =7-95=__=_______ _________________________ LOADS: (force=lbs, pressure=psf, udl=_plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (5.00)* No. 2 Dead Full Area 30 (2.00)* No 3 Live Full Area 16 (2.00)* No 4 Dead Point 1817 6.00 No 5 Live Point 720 6.00 No *Tributary Width (ft) MAXIMUM =REACTIONS and BEARING LENGTHS ---(forcee=lb=,-length=in) --- --- - 1 13.00 ft ---------- ------------------- Dead 1 1971 1831 Live 1 596 540 Total 1 2567 2372 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----- - Criterion ==I Analysis Value =I Design Value I Analysis/Design I = --------------I----------------I----------------I------------------I Shear fv @d = '58 Fv' = 190 fv/Fv' = 0.30 Bending(+) fb = 1172 Fb' = 2400 fb/Fb' = 0.49 Live Defl'n 0.06 = <L/999 0.43 = L/360 0.13 =Total =D=f1_=====0=29= ==L/656====0=87====L/1800_27 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# b'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 - D+L, M = 12012 lbs -ft Shear : LC# 2 = D+L, V = 2547, V@d - 2365 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: =1 Please verify =that the default =deflection =limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to,.the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Apr. 23, 2001 16:54:12 PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 - 2283 5TH STREET, LA VERNE, CA 0jWOOdWOrkS® SIZ@Y for' ANTHONY POWER PRODUCTS Beaml mbc , WoodWorks® Sizer 97e Apr. 23, 2001 16:36:32 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La.Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: -Timber-soft lateral support: Top= Full Bottom= @Supports total length: 11.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load 1 Type 1 Distribution I Magnitude I Location I Pattern I I I Start End I Start. End I Load -----I-------=I--------------I-----------------1=-=--------------1---- -- 7. 1 Dead Full Area 15 (2.00)* Nc 2 Dead Full Area 30 (11.50)* No �. 3 Live Full Area 16 (11.50)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------�------11.00 ft ____ Dead I 2163 2163 Live I 1012 1012 Total I 3175 3175 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. . SECTION vs. DESIGN CODE ,(stress=psi, deflection=in) ------------------------- --=------------- ------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design 1 5 -------------- I------------------ I ----------- -----I------------------1 Shear fv @d = 62 Fv' = ' 85 fv/Fv' = 0.73 Bending(+) .fb = 859 Fb' = 1350 fb/Fb' = 0.69 Live Defl'n 0.05 = <L/999 0.37 = L/360 0.15 Total Defl'n 0.17 = L/778 0.73 = L/180 0.23 n ________________________________________________________ c" FACTORS: F CD CM Ct ' CL CF CV Cfu ' Cr LC# ------------ Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1:00 1.00 2_ Fv' = 85 1.00 1.00 1.00 (CH =•1.000), 2 Fcp'= 625 1.00 1.00 - t. E' 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 8682 lbs -ft Shear LC# 2 = D+L, V = 3157, V@d = 2607 lbs Deflection: LC#'2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live: (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to - the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA L I i C u 1 ao WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Apr. 24, 2001 13:28:48 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 4.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -------------»Self-weight automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location' I Pattern I I I Start End I Start End I Load -----1--------I--------------I-----------------I-----------------I------=- 1 Dead Full Area 30 (10.50)* No 2 Live Full Area 16 (10:50)* No 3 Dead Full Area 10 (3.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------.----- I 4.00 ft ---------- ------------------- Dead I 706 706 Live I 336 336 Total I 1042 1042 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ##########################################################.################# --------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------ ------------------------------------- •Criterion I Analysis Value I Design Value I Analysis/Design I --------------I-----------=---- I----------------I------------------ I Shear fv @d = 40 FV' = 85 fv/Fv' = 0.47 Bending(+) fb = 450 Fb' = 1200 fb/Fb' = 0.38. Live Defl'n 0.01 = <L/999 0.13 = L/360 0.06 -TotalDefl_n----0_02-_-<L/999----0_27-=--L/180---------------0_09 - _---_---- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH - 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead.load = 1.00 ---------------- ADDITIONAL DATA ----------------------------------------------------- Bending(+): LC# 2 = D+L, M = 1040 lbs -ft Shear : LC# 2 = D+L, V = 1040, V@d = 802 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - -------------------------------------- DESIGN NOTES: - ------------------------------------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to - the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA I a WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Apr. 24, 2001 13:30:08 COMPANY I PROJECT Summit Structural Engineering 1 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------=------------------------------------------------ --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 9.00 (ft) Load Combinations: ASCE 7-95 ------------ ------------ LOADS (force=lbs, pressure=psf udl=plf, location=ft) >>Self -weight automatically included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution.1 Magnitude I Location I Pattern I I I Start End I Start End I Load i ___--I--------I------------- =I ----------------- I --- -,------------- I---_-_-- 1 Dead Full Area 30 (12.00)* No 2 Live Full Area 16 (12.00)*" No 3 Dead Full Area 15 (2.00)* No ' *Tributary Width -----=___________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- I 9.00 ft I ---------- ------------------- Dead I 1821 1821 Live 1 864 864 Total I 2685 2685 B.Length 1 1.0 1.0 --------------------------------------------------------------------------- _ --------------------------------------------------------------------------- ########################################################################### 1 DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) I --Criterion- I Analysis Value I Design Value I Analysis/Design I ---- -I----------------I---------------- I ------------------I Shear fv @d = 63 Fv' = 85 fv/Fv' = 0.74 -Bending(+) fb = 873 Fb' = 1350 fb/Fb' = 0.65 Live Defl'n 0.05 = <L/999 0.30 = L/360 0.15 Total Defl'n 0.14 = L/773 0.60 = L/180 0.23 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.0'00). 2 Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Custom -duration -factor -for -Dead -load -=-1_00-------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 6018 lbs -ft Shear : LC# 2 = D+L, V = 2675, V@d = 2204 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate ^ • for your application.' - 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Apr. 24, 2001 13:33:23 k COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I . DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: ' 6.00 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I 1 I Start. End I Start End I Load ----=I--=-----I--------------I-------------=---I-----------------I-------- 1 Dead Full Area 30 (12.00)* No 2 Live Full Area 16 (12.00)* No 3 Dead Full Area 15 (2.00)* No' *Tributary Width (ft) ---------------------------- ---- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------�----- 6.00 ft ---------- ------------------- Dead .) 1204 1204 Li6e I 576 576 Total 1 1780 1780 B.Length 1 1.0 1.0 ########.################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check., ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis ValueI Design Valued Analysis/Design I --------------I-----=---------- I -------'--------- I ------------ ------I Shear' fv @d = 51 Fv' = • 85 fv/Fv' = 0.60 Bending(+) fb = 620 Fb' = 1200 fb/Fb' 0.52 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.09 Total Defl'n 0.06 = <L/999 0.40 = L/180 0.14 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# -------------------- - Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.'6 million 1.00 1.00 -2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA . Bending(+): LC# 2 = D+L, M = 2663 lbs -ft Shear : LC# 2 = D+L, V = 1775, V@d'= 1406 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.00(Defln dead) + Defld Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------- DESIGN NOTES: s 1. Please verify that the default deflection limits are appropriate. ---•.� 1for your application. 2. - Sawn lumber bending members shall be laterally supported according'to the provisions of NDS Clause 4.4.1. PAGE SUMMIT ' SUMMIT STRUCTURAL ENGINEERING Phone: (909)596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1 'I 11 1 l] t a3 Beam1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Apr. 24, 2001 13:35:59 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: GlulamUnbala'd lateral support: Top= Full Bottom= @Supports total length: 12.00 (ft) Load Combinations: ASCE 7-95 ------------ - LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (9.00)* No 2 Live Full Area 16 (9.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I . 12.00 ft ---------- ------------------- Dead 1 1876 1876 Live 1 864 864 Total 1 2740 2740 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4,' 5.125x9 @10.956 plf This section PASSES the design code-check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) =Criterion= I Analysis =Value I=Design Value I=Analysis/Design= I = _ --------------I----------------I----------------I--------------=--=1 Shear. fv @d = 78 Fv' = 190 fv/Fv' = 0.41 Bending(+) fb = 1420 Fb' = 2400 fb/Fb' = 0.59 Live Defl'n 0.12 = <L/999 0.40 = L/360 0.30 Total Defl'n 0.38 = L/380 •0.80 = L/180 0.47 FACTORS: F=- =-CD SCM= Ct-- - CL CF -=-CV----Cfu_= Cr ----LC# Fb'+= 2400 1.00 1.00 1.00 1.000. 1.00 1.000 1.00 1.00 = 2 .Fv'190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor.for Dead load = 1.00 ' ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 8189 lbs -ft Shear : LC# 2 = D+L, V = 2730, V@d = 2389 lbs Deflection: LC# 2 = D+L EI= 560.4le06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions 0f NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA ra4 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks®'Sizer 97e Apr. 24, 2001 13:37:46 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< --------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I - Start End I Load -----I--------I--------------I-----------------I--------------=--I-------- 1 Dead Full Area 30 (5.00)* No 2 Live Full Area 16 (5.00)* No 3 -Dead Full Area 15 (2.00)* No *Tributary width (ft) ------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------I--- 6.50 ft " " ---------- I------- ------------ Dead.1 611 611 Live 1 260 260 Total 1 871 871 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------------- ----------------------------------------------------------------- Criterion 1 Analysis Value I Design Value I Analysis/Design Shear fv @d = 37 Fv' = 85 fv/Fv' = 0.44 Bending(+) fb = 611. Fb' = 1200 fb/Fb' = 0.51 Live Defl'n 0.03 = <L/999 ' 0.22 = L/360 0.12 Total Defl'n 0.09 = L/886 0.43 = L/180 ----------------------------------------------------- 0.20 ----------------------------------- -------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu ----------------------------------------------------------------------=---- Cr LC# --------------------------------------------------------------------------- Fb'+= 1206 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 1411 lbs -ft Shear : LC# 2 = D+L, V = 868, V@d = 746 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2. Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to - the provisions of NDS Clause 4.4.1. ` - PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA F_� 'S F WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Apr. 24, 2001 13:41:49 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Point 1511 2.50 No 2 Live Point 740 2.50 No 3 Dead Full Area 15 (2.00)* No 4 Dead Partial Area 30 (8.00)* 0.00 2.50 No 5 Live Partial Area 16 (8.00)* 0.00 2.50 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------- -- I 6.00 ft I^ ---------- ------------------- Dead I 1490 889 give I 685 375 Total I 2175 1264 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs: DESIGN CODE (stress=psi, defldction=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 53 Fv' = 85 fv/Fv' = 0.62 Bending(+) fb = 600 Fb' = 1350 fb/Fb' = 0.44 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.05 Total Defl'n 0.03 = <L/999 0.40 = L/180 0.09 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FIV, = 85 1.00 1.00 1.00 (CH =1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 4139 lbs -ft Shear : LC# 2 = D+L, v = 2169, v@d = 1844 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: ------------------- 1. Please verify that the default deflection limits are appropriate - for your application. "a 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1 t fJ aF-WoodWorks@ Sizer for ANTHONY POWER PRODUCTS 71 Beam1 WoodWorks® Sizer 97e Apr. 24, 2001 13:52:10 COMPANY' I PROJECT Summit Structural Engineering 1 2283 Fifth Street 1 La Verne, CA 91750 1 (909) 596-0842 (909) 596-5187 fax I . DESIGN CHECK -..NDS-1997 Beam DESIGN DATA: --------------------------------------- ----------- material: Timber -soft lateral support: Top= Full Bottom @Supports total length: . 6.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------------------------------------------------ Load I Type I Distribution I Magnitude I Location 1 Pattern I I I Start , End.1 Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Full Area 15 (10:50)* No 3 Live Full Area 20 (10.50)* No *Tributary Width (ft) -------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------------------------------------- 1 6.00 ft ----------I------------------- Dead .1 596 596 Live 1 630 630 Total 1 1226 1226 B.Length 1 1.0 1.0 DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### ------------------------------------------------------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------------------------------------------------=---- Criterion I Analysis Value I Design Value I Analysis/Design .I --------------I---------------- I----------------I------------------I Shear fv @d = 35 Fv' = 85 fv/Fv' = 0.41 Bending(+) fb = 427 Fb' = 1200 fb/Fb' = 0.36 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.10 Total Defl'n 0.04 = <L/999 0.40 = L/180 0.10 ----------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------=---- Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 _ E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ------------------------------------------------------------ ADDITIONAL DATA -----------------------------------------------------=--------- Bending(+): LC# 2 = D+L, M = 1833 lbs -ft Shear : LC# 2 = D+L, V = 1222, V@d = 967 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -------------------------------------=------------------ DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE M SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 ' 2283 STH STREET, LA VERNE, CA 1 r f r r 11 F1 J 1 a1 WOOdWOrkS® Sizer for _ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS - Beam DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom-- @Supports total length: 8.50 (ft] Load Combinations: ASCE 7-95 ------------ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------- -----------------------------------------------==---_--------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start, End I Load - ----I--------I-------------- I ------ ----------I-----------------I-------- 1 Dead Full Area 15' (2.00)* No 2 Dead Full Area 15 (10.50)* No 3• Live Full Area 20 (10.50)* No *Tributary Width (ft)--------------- ---- ------ - MAXIMUM REACTIONS and BEARING LENGTHS. (force=lbs, length=in) -------------------------------------------------=--------------------=--- --------------------------------------------------------------------------- I 8.50 ft ---------- ------------------- Dead I 859 859 Live I 892 892 Total I 1752 1752 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------- - ---- I Shear fv @d = 41 Fv' = 85 fv/Fv' = 0.48 `Bending(+) fb = 537 Fb' = 1350 fb/Fb' = 0.40 Live Defl'n 0.04 = <L/999 0.28 = L/360 .0.14 Total Defl'n 0.08 = <L/999 0.57 = L/180 0.14 ------------------------ ---------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH 1.000) 2 Fcp'= 625 1:00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 --------------------------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M =' 3702 lbs -ft Shear LC# 2 = D+L, V = 1742, V@d = 1418 lbs Deflection: LC# 2 = D+L EI= -628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ----------------------------------------------------------------------- DESIGN NOTES: ------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate . for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE Apr. 24, 2001 13:52:35 i SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA f t ' 1a$ WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Beaml.wbc WoodWorks® Sizer 97e Apr. 24, 2001 13:55:20 , COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I ' Verne, CA 91750 (9 ) I- - (909) 596-0892 •(909 596-5187 fax I . DESIGN CHECK NDS 1997 Beam DESIGN DATA: material: ========Timber -soft ________________________________________ , lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] Load Combinations: ASCE 7-95 ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included« ----------------------- Load I Type I Distribution I Magnitude I Location I Pattern ' I I I Start End I Start End .1 Load - ----I--------I--------------I------------=----I-----------------I----=--- 1 Dead 'Full Area 15 (2.00)* No 2 Dead Point 1260 3.00 No ' 3 Live Point 672 3.00 No 4 Dead Partial Area 30 (10.50)* 3.00 6.00 No 5 Live Partial Area 16 (10.50)* 3.00 6.00 No *Tributary Width (ft) ----------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 6.00 ft IA A I------------------- Dead I 1000 1473 Live 1 462 714 Total 1 1462 2187 B.Length 1 1.0 1.0 ------------------------ '########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. '########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I - --------=----I------ - --------- I ---------------- I ------------------I Shear fv @d 50 Fv' = 85 fv/Fv' 0.59 Bending(+) •fb = 606 Fb' = 1350 fb/Fb' = 0.45 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.06 Total Defl'n 0.04 = <L/999 0.40 = 1;/180 0.09 FACTORS: -F------CD-----CM-----Ct-----CL-----CF-----CV----Cfu-----Cr_---LC#- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00., 1.00 2 ,Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - ' E' = 1.6 million 1.00 1.00 2 'Custom duration factor for Dead load = 1.00 ADDITIONAL DATA ------------- Bending(+): LC# 2 = D+L, M = 4176 lbs -ft Shear LC# 2 = D+L, V = 2143, V@d = 1746 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) . (All LC Is are listed in the Analysis output) -------------------------- -------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall, be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA SL WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beaml.wbc Woodworks® Sizer 97e Apr. 24, 2001 13:58:52 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 7.00 [ft] Load Combinations: ASCE 7-95 ------------ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I. Location I Pattern I I I Start End I Start End 1 Load -----I--------I-------------- I ----------------- I ----------------- I------- - 1 Dead Full Area 30 (10.00)* No 2 Live Full Area 16 (10.00)* No 3 Dead Full Area 15 (2.00)* No' *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------ -------------------------------------- I 7.00 'ft 1 ----------I------------------- Dead 1 1194 1194 Live I 560 560 Total I 1754 1754 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### ----------------------------- SECTION vs..DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value -1 Design Value I Analysis/Design I --------------I--------------=-1----------------I------=--=--------I Shear fv @d = 52 Fv' = 85 fv/Fv' = 0.61 Bending(+) fb = 712 Fb' = 1200 fb/Fb' = 0.59 Live Defl'n 0.03 = <L/999 0.23 = L/360 0.12 Total Defl'n 0.09 = L/962 0.47 = L/180 0.19 ------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ------------------------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 3061 lbs -ft Shear LC# 2 = D+L, V = 1749, V@d = 1437 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to -^ the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA F_ WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beaml.wbc Woodworks® Sizer 97e Apr. 24, 2001 14:01:32 ' COMPANY I PROJECT Summit Structural Engineering 1 2283 Fifth Street 1 La Verne, CA 91750 1 (909) 596-0842 (909) 596-5187 fax 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft] Load Combinations: ASCE 7-95 LOADS:-(force=lbslf-wessure=utom-udl=ply ilocation=ft)--------------------- --»Self-weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------1--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Point 1680 2.50 No 3 Live Point 896 2.50 No. 4 Dead Partial Area 30 (14.00)* 0.00 • 2.50 No 5 Live Partial Area 16 (14.00)* 0.00 2.50 No *Tributary Width (ft) ---------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 6.50 ft I' I" ---------- ------------------- Dead 1 2027 993 Live 1 1004 452 Total 1 3031 1446 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### ' SECTION -vs. -DESIGN -CODE ---(stress=psi =deflection=in)------------ ---------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------1----------------I-------------------I Shear fv @d = 71 Fv' = 85 fv/Fv' = 0.84 Bending(+) fb = 785 Fb' = 1350 fb/Fb' = 0.58 Live Defl'n 0.02 = <L/999 0.22 = L/360 0.08 Total Defl'n 0.05 = <L/999 0.43 = L/180 0.12 ' FACTORS: -F------CD-----CM-----Ct-----CL-----CF-----CV--_-Cfu-----Cr----LC#- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 - (CH = 1.000) 2 Fcp'= 625 1.00 '1.00 - ' E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA ' Bending(+): LC# 2 = D+L, M = 5415 lbs -ft_________________________________ Shear LC# 2 = D+L, V = 3023, V@d = 2480 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. ' ---(D=dead--L=livlistesnow-thewind--I=impact--C=construction)-------------- (All LC's are listed in the Analysis output) DESIGN NOTES: y .ti.. 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA F UWOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Beaml.wbc WoodWorks® Sizer'97e Apr. 24, 2001 14:05:44 COMPANY I PROJECT Summit Structural Engineering 2283 Fifth Street I La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------- material: Timber -soft ' lateral support: Top= Full Bottom= @Supports total length: 15.00 [ft] Load Combinations: ASCE 7-95 --------------------------------- --------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I Start I End I Load -----I--------I-------------- I ------------------ I ----------------- I-=----- 1 Dead Full Area 30 (1.50)* No 2 Live Full Area 16 (1.50)* No 3 Dead Triangular' 0 30.00 0.00 15.00 No 4 Live Triangular 0 16.00 0.00 15.00 No *Tributary Width (ft) ----------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -------------------------------------- I 15.00 ft ---------- ------------------- Dead I 496 571 Live I 220 260 Total I 716 831 ` B.Length I 1.0 1.0 #########################.################################################## DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ---------------------------------------------------------=-- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I----------------I----------------I------------------I Shear fv @d = 27 Fv' = 85 fv/Fv' = 0.32 Bending(+) fb = 667 Fb' = 1200 fb/Fb' = 0.56 Live Defl'n 0.12 = <L/999 , 0.50 = L/3.60 0.24 Total Defl'n 0.37 = L/480 1.00 = L/180 0.37 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------- Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 7.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2. Fcp'= "625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ----------------------------------------------------=---- ADDITIONAL.DATA , ----------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 2864 lbs -ft Shear LC# 2 = D+L, V = 821, V@d = 744 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are -listed -in- the -Analysis -output) -- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate = - for your application. - 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 3 WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beam1.wbc WoodWorks® Sizer 97e Apr. 24, 2001 14:07:22 'i COMPANY I PROJECT Summit Structural Engineering I' 2283 Fifth Street R La Verne, CA 91750 I, ■ (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 3.00 •[ft] Load Combinations: ASCE 7-95 ----------------------- LOADS: (force=lbs,.pressure=psf, udl=plf, location=ft). »Self-weight'automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude 1 Location j Pattern I I I Start End I Start End I Load -----I--------I-------------- I----------------- I ---------- ------- I-_------ 1 Dead Full Area 30 (13.00)* No 2 Live Full Area 16 (13:00)* No *Tributary width (ft) --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 3.00 ft ----------1=------------------ Dead 1 597 597 Live -.1. 312 312 Total 1 909 909 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION vs.•DESIGN CODE (stress=psi, deflection=in) { Criterion. I Analysis Value I Design Value I Analysis/Design 1 --------------- ------------- I ---------------- -------- ----------I , 1--- I Shear fv @d = 31 Fv' = 85 fv/Fv' = 0.37 Bending(+) fb = 295 Fb' = 1200 fb/Fb' = 0.25 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.20 = L/180 0.05 - ------------------------------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# - - ----------------------------------- Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 .1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 .1.00 _ 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA ------------ - ------------- ----------------------------------------------- Bending(+): LC# 2 = D+L, M = 681 lbs -ft Shear LC# 2 = D+L, V = 908, V@d = 630 lbs Deflection: LC# 2 = D+L EI=.122.O1eO6 lb -int Total'Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction)' F (All LC's are listed in the Analysis output) DESIGN NOTES: -----_ t ---------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to — - the provisions of NDS Clause 4.4.1. PAGE >_ J SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE; CA I GY] WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam_.wbc WoodWorks® Sizer 97e May 9, 2001 09:58:46 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Glulam Unbala'd,. latera l"support: Top=Full Bottom= @Supports total length: 16.00 [ft] Load Combinations: ASCE 7-95' ------------- LOADS: (force=lbs, pressure=psf, udl=plf,'location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I * Location I Pattern I I I Start End I. Start End I Load -----1--------I--------------1-----------------I---------------- 1------- 1 Dead Full Area 15 (2:00)* No 2 Dead Full Area 30 (5.00)* No 3 Live Full Area, 16 -(5.00)* No *Tributary Width (ft) ------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 16.00 ft ---------- ------------------- 'Dead 1 1582 1582 . .Live I 640 640 Total.I .,2222 2222 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. SECTION vs DESIGN CODE., (stress=psi, deflection=in) Criterion I Analysis Value .1 Design Value I Analysis/Design I , Shear fv @d = 47 Fv' = 237 fv/Fv' = 0.20 Bending(+) fb = 857 Fb' =.3000 fb/Fb' = .0.29 Live .Defl'n 0.09 = <L/999 0.53 = L/360 0.17 Total Defl'n 0.30 = L/629 1.07 = L/180 0.29 FACTORS: F. CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' 190 1.25 1.00 1.00 2' Fcp'= 650 1.00 1.00' E' = 1.8 million 1.00 1.00 2 Custom duration•factor for Live load = 1.25 - ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 8787 lbs -ft Shear LC# 2 = D+L, V = 2197, V@d = 1922 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb -int Total Deflection `= 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------ DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a,span (NDS.Table 5.3.2)'. 3 GLULAM: bxd = actual breadth x actual depth. = - 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension),•Fcp(comp'n).' PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-518.7, 2283 5TH STREET, LA VERNE, CA 3a WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beaml.wbc Wood Works® Sizer 97e Apr. 24, 2001 14:10:16 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 10.00 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location' .I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------1-------- 1 Dead Full Area 30 (15.50)* No 2 Live Full Area 16 .(15.50)*" No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 10.00 ft ----------I------------------- ------------------Dead 1 2551 2551 Dead Live 1 1240 1240 Total 1 3791 3791 B.Length 1 1.1 1.1 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V9, 5.125x10.5 @12.782 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' Criterion I Analysis Value I Design Value I Analysis/Design I ----------- ----- ------ ---I----------------1---Fv' ---I---fv/Fv'--- I Shear fv @d = 87 Fv' = 190 fv/Fv' = 0.96 Bending(+) fb = 1204 Fb' = 2400 fb/Fb' = 0.50 Live Defl'n 0.06 = <L/999 0.33 = L/360 0.19 =Tot' FACTO S:F n====0=19-===L/6270=67====L/180=0-=0-290== _____ FACTORS_ -F CD CM--= Ct- CL CF _ CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - ' E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA ' lB;nding(+): LC# 2 D+L, M 9997lbs ft---==-=====================--=== hear LC# 2 = D+L, V = 3779, V@d = 3118 lbs Shear LC# 2 = D+L EI= 889.9le06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. ' ---ID dead=-L=1===-_S000inthe=wind--Ioimp=ct_-Cocoostructioo)------------- (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate., ' for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE - SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 33 WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Beam1.•vbc WoodWorks® Sizer 97e Apr. 24, 2001 14:22:06 COMPANY I PROJECT _ Summit Structural Engineering I 2283 Fifth Street I j La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ---- --- --- ---------------- ------------------------------------------ material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] ' Load Combinations: ASCE 1-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load - ----I--------I-------------- I ----------------- I -----------------I-------= 1 Dead Full Area 15 (2.00)* No 2 Dead Partial Area 30 (15.50)*' 3.00 - 10.00 No 3 Live Partial Area 16 (15.50)* 3.00 .10.00 No 4 Dead Partial Area 30 (5.00)* 0.00 3.00 No 5 Live Partial Area 16 (5.00)* 0.00 3.00 No 6 Dead Point 932 3.00 No 7 Live Point 444 ' 3.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) 1 10.00 ft ---------- ------------------- Dead I 2400 2689 Live I 1122 1296 ` Total I 3522 3986 B.Length I 1.1 1.2 ------------- ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x10.5 @12.782 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection --in) ` Criterion I Analysis Value I Design Value I Analysis/Design i ---------------I---------------- I ---------------- I ------------------I Shear fv @d = 91 - Fv' = 190 fv/Fv' = 0.48 Bending(+) fb = 1332 Fb' = 2400 fb/Fb' = 0.55 Live Defl'n 0.07 - <L/999 0.33 = L/360 0.20 'Total Defl'n 0.21 = L/570 0.67 = L/180 0.32 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00. 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 10450 lbs -ft Shear LC# 2 = D+L, V = 3510, V@d = 3272 lbs Deflection: LC# 2 = D+L EI= 889.9le06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points•of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions . of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187. 2283 STH STREET LA VERNE, CA 1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beaml mbc WoodWorks® Sizer 97e Apr. 24, 2001 14:29:38 ' COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: ========Timber -soft ________________________________________ lateral support: Top= Full Bottom= @Supports total length: 11.50 (ft] Load Combinations: ASCE 7-95 ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I-------------- I ----------------- I ---------- ------- 1-------- 1 Dead Full Area 30 (6.00)* No 2 Live Full Area 16 (6.00)* No 3 Dead Full Area 15 (2.00)* No ' *Tributary- Width -(ft)______________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------- ------11.50 ft I ----------I------------------- Dead .1 1313 1313 Live I 552 552 Total I 1865 1865 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion- I Analysis Value I Design Value I Analysis/Design 1 --I----------------I----------------I------------------1 Shear fv @d = 36 Fv' = 85 fv/Fv' = 0.43 Bending(+) fb = 525 Fb' = 1350 fb/Fb' = 0.39 Live Defl'n 0.03 = <L/999 0.38 = L/360 0.09 ' Total Defl'n 0.11 = <L/999 0.77 = L/180 0.15 --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ' Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom-duration-factor-for-Dead-load-=-1_00------------------------------ ADDITIONAL DATA =-------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 5307 lbs -ft ' Shear : LC# 2 = D+L, V = 1846, V@d = 1538 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind .I=impact C=construction) ' -_-(All -LC=s- are -listed -in- the -Analysis -output) ------------------------------------ ---------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate 1for your application. 2. - Sawn lumber bending members shall be laterally supported according•to the provisions of NDS Clause 4.4.1. PAGE ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA y. rol r3S Woodworks® Sizer for ANTHONY POWER PRODUCTS Beaml mbc WoodWorks® Sizer 97e Apr. 24, 2001 14:30:22 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -- -------------------------------- material: Timber -soft ,lateral support: Top= Full Bottom= @Supports total length: 11.00 [ft] Load Combinations: ASCE 7-95 ----------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------ ----------------------------------------------------- Load I Type I Distribution I Magnitude I Location I -Pattern I I Start End I Start End I Load. -----I--------I--------------I-----------------I--------------=--I-------- 1 Dead Full Area 30 (6.00)* ' No 2 Live Full Area 16 '(6.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) ------------ --------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -------------------------------------- 1 11.00 ft A ---------- ------------------- Dead 1 1256 1256 Live 1 528 528 Total 1 1784 1784 B.Length 1----1.0------1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf' This section PASSES the design code check. ########################################################################### ---------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------_------ --Criterion I Analysis Value I Design Value I Analysis/Design I --- I----------------I----------------I------------------I Shear fv @d = 35 Fv' = 85 fv/Fv' = 0.41 Bending(+) -fb = 481 Fb' = 1350 fb/Fb' = 0.36 Live Defl'n 0.03 = <L/999 0.37 = L/360 0.08 Total Defl'n 0.09 = <L/999 0.73 = L/180 0.13 ---------------------------------------------------------- FACTORS" F CD CM Ct - CL CF CV Cfu Cr LC# ---------------------------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FIV, = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ------------------------------------------------------ ADDITIONAL DATA ------------------------------------------------------ Bending(+): LC# 2 ='D+L, M = 4855 lbs -ft Shear LC# 2 = D+L, V = 1766,-V@d = 1458 lbs Deflection: LC# 2 ='D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------- DESIGN NOTES: ----------------------------------------------------=---------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS.Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING. Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 3 a WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beaml mbc WoodWorks® Sizer 97e Apr. 24, 2001 14:35:32 COMPANY ) PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -----------------------------------------------------------------=--------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 4.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I------- 1 Dead Full Area 30 (7.50)* No 2 Live Full Area 16 (7,50)* No 3 Dead Full Area 15 (2.00)* No *Tributary width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------ I 4.00 ft ---------- ------------------- Dead I 526 526 Live I 240 240 Total I 766 766 B.Length I 1.0 1.0 ------------ DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### . - ------------------------------------ SECTION vs., DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design --------------I---------------- I----------------I------------------I Shear fv @d = 29 Fv' = 85 •fv/Fv' = 0.34 Bending(+) fb = 331. Fb' = 1200 fb/Fb' = 0.28 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.04 Total Defl'n 0.02 = <L/999 0.27 = L/180 0.07 ----------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FIV, = 85 1.00 1.00 1.00 (CH = 1:000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 764 lbs -ft Shear : LC# 2 = D+L, V = 764, V@d = 589 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - ------------------------------------- DESIGN NOTES: ---- --------------------------------------------------- 1. Please verify that the default deflection limits are appropriate _ for your application. 2'. Sawn lumber bending members shall be laterally supported according to - the provisions of NDS Clause 4.4.1. J. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA C [ Beaml.wbc WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Apr. 24, 2001 14:37:56 COMPANY I 'PROJECT Summit Structural Engineering I 2283,Fifth Street I La Verne,`CA 91750 I (909) 596-0842 (909) 596-5187 fax , DESIGN CHECK - NDS -1997 Beam DESIGN DATA:. ------------ ___________________________________------- ____________________ ------ material: .Timber -soft lateral support: Top= Full Bottom= @Supports total length: 5.00 [ft] Load. Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included« ------------------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I Start. End I Start End I Load - ----I-------- I ------------- I-----------------1-=------------ I-------- 1 Dead Partial Area 30 (12.00)* 0:00 3.50 No 2 Live Partial Area 16 (12.00)* 0.00 3.50 No 3- Dead Full Area 15 (2.00)* No 4 Dead Point 1440 3.50 No 5 Live Point 768 3.50• No *Tributary Width (ft) , MAXIMUM REACTIONS.and BEARING LENGTHS -(force=lbs, length=in) I t 5.00 ft ---------- ------------------- Dead I 1363 1561 A Live I 667 773 ; Total ' I 2030 2333 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No: 1,,6x10 @12.411-plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' Criterion I Analysis Value I Design Value I Analysis/Design I ---=----------I--------------;-I----------------i------------------I' Shear fv @d = 66 Fv' = 85 fv/Fv' 0.77 Bending(+) fb'= 500 Fb' = 1350 fb/Fb' 0.37 Live Defl'n 0.01 = <L/999 0.17 L/360 0.05 ' Total Defl'n 0.02 = <L/999 0.33 L/180 0.07 ------ ----------------------------------- ---------- FACTORS: F . CD CM Ct CL CF CV Cfu Cr LC# -------------------------------------------------------_--- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00' 1.000 1.00 1.00 2 - FV' = 85 1.00 1.00 1.00 f (CH =.1.000) 2 Fcp'= 625 1.00 , 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load 1.00r --------------------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 3448 lbs -ft Shear LC# 2 = D+L, V.= 2297, V@d 2283 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) ' (All LC's are listed in the Analysis output) DESIGN NOTES: ------------------------ --------------------------------------------------------- _ 1. Please verify that the default deflection limits are appropriate - for your application: 2. Sawn lumber bending members shall be laterally supported according'to the provisions of NDS Clause 9.9:PAGE1. ,• -- SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 5965187 2293 5TH STREET, LA VERNE, CA FOUNDATION DESIGN Typical 24" Pad Footing DL + LL Point Load 4000 Total Load 4000 Total (W) 4000 Footing width (b) = 24 " sq Allowable Soil Pressure (q) _ 1000 psf 1 Actual Pressure (q') = 1000.00 Typical 30" Pad Footing DL + LL Total Load Point Load 6250 Total (W) 6250 6250 Footing width (b) = 30 " sq. Allowable Soil Pressure (q) = 1000 psf _ Actual Pressure (q') = 1000.00 Typical 36" Pad Footing tDL + LL Total Load Point Load 9000 9000 ' Total (W) 9000 Footing width (b) = 36 " sq. Allowable Soil Pressure (q) _ 1000 psf Actual Pressure (q')' 1000.00 ' Typical 42" Pad Footing DL + LL Point Load 12250 Total' Load 12250 Total (W) 12250 Footing width (b) _` 42 " sq. Allowable Soil Pressure (q) = 0 psf. Actual Pressure (q') = 1000.00 Pad Footing No. Point Load Footing Size Max. Load 1 4655 30" 6250 2 4484 -30" 6250 3 4136 30" 6250 4. 5156 30" 6250 5 3781 24" 4000 6 3175 24" 4000 7 1656 24" 4000 8 600 2410. 4000 9 6212 30" 6250' 10 2698 24"_ 4000 11 4041 30" 6250 12 9519 42" 12250 13 4884 30" 6250 14 4232 30" 6250 15 2372 24" 4000 16 2000 24" 4000 17 3522 24" 4000 18 7582 36" 9000 19. 3791. 24" 4000 SUMMIT STRUCTURAL ENGINEERfNG Joe No ' Structural; Civt1 Architecture, Energy SHEET No 2283 F, fth Street CALCULATED BY La 1/eme, CA 9175© CHECI D BY ' (909) 596-0842 fax (909) 596 5987 ScnLE FOUNDATION DESIGN ' i Grade Beam Design Grade Beam 1 ® She,,, U l DL + LL x Trib. Area = Load Roof Load 30 16 x 0 = 0 Floor Load 12 40,x 0 = 0 ' Wall Load 15 x 0 Point Load 5156 0 5156 Total (W) 5156 i ' Lateral Force (V)=. 938 Ib. Height of applied force 12 ft. Allowable Soil Pressure (q) = 1000 psf Adjusted Soil Pressure (q') 1.33'q _ 1330 psf tGrade Beam Geometry 'b=. 18" h= 24" d= 21" toe = .5 ft ' heel = 5 ft General Stability Check _ 1 Mot = V x (H+h) = 13,132 ft.lb Mr= W x toe + (b x h x (toe ,+ heel) x. toe x 150 pcf = 213,280 ft.lb ' General. Stability O.K. Soil Pressure Check q=Fx(H+h)/(b"Toe/2)_ 700 psf Allowable Soil Pressure = 1330 psf ' Soil Pressure O.K. ' Grade Beam Strength Check Ms= 11.256 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)). = 15.7584 ft -kip ' fc= 2500 psi fy= 60000 psi ' b=. 18" d= 21" As= 2 x # 5 rebar = 0.61 in."2 T= As x fy= 36814.45. Ib. ' a = T/(0.85 x fc' x b) = 0.96 in. Mu, '= 0.9 x (As x fy x (d -a/2)) = 56.65 ft -kip Mu'= 56.65 ft -kip > Mu = 15.758 O.K. SUMMIT STRUCTURAL ENGINEERfNG Joe No ' Structural; Civt1 Architecture, Energy SHEET No 2283 F, fth Street CALCULATED BY La 1/eme, CA 9175© CHECI D BY ' (909) 596-0842 fax (909) 596 5987 ScnLE , FOUNDATION DESIGN Grade Beam Design Grade Beam 2 Di h2 a F - :4 a DL + ALL ' 'x Trib. Area. = vi Load' Roof Load 30 16 x 0 = _' ' _ 0 Floor Load 12 40 x 0- k 0 = Wall Load r 15 x 0,x 0. u - a Point Load : , 4484 , 4484 ' 4I,A ' Total (W) ' ' 4484,.. s' w Lateral Force (V)- _ 2464 lb. fi er Height of applied.force 10 ft: + ',. "Allowable Soil Pressure (q) _.1000 psf " Adjusted Soil Pressure (q') 1 33* q; #, X1330 psf ;•, y ' Grade Beam Geometry -.'b= 24" h=T ' 30" d= 27" ,y - ,toe !' .heel, . =\ 6 General Stability Check Mot = V x (H+h) _ t. F 30,800 ft.lb Mr= W.x toe + (b x h x (toe +'heel) x toe x 150 pcf. " ' 415,704 ft.lb ' , TGeneral Stability O.K.,; Soil Pressure Check, q = F x {H + h) / (b*Toe/2) = 856 psf, ' Allowable Soil Pressure .= 1330 psf c ti 5 `,;:• ;' ;' t r. Soil Pressure O.K. Grade Beam Strength Check } F Ms= _ . ? ,' ..24.64 ft -kip . Mu-.; 0.75x' 1:4D..+'•1.7L'x 1.7(1.1 E))- 34.496 ft - kip r, fc= 2500 psi' 's ty= ' 4 Ai 60000 psi '.. b= 24" • , L . d= t F ..2711 - e i..4• ...., r ', '+ 1 r• As= 2 x #'5 , rebar 0.61 in.^2 , ••36814.45 lb. + , a = T/(0:85 x fc' x b) - 'r '0.72 in. 0.9 x (As x fy x (d -a/2)) F ; •73.55' ft -kip } t - Mu = 73.55' ft -kip > Mu = •34.496 1.. O. K: 1 3 if FOUNDATION DESIGN "Mot = V x (H+h) = Grade Beam Design Grade Beam 3@ S l^car L h e 3 DL + LL .x Trib. Area = Load Roof Load 30 16 x 0 = 0 Floor Load 12 40 x 0 _ 0 Wall Load 15 x 0 - 0 Point Load 600 b= 24" 600 d= 27" Total (W) 600 Lateral Force (V)=, 3015 Ib. a = T/(0.85 x fc' x b) = 1.44 in. Height of applied force 12 ft. Mu'=. 145.11 ft -kip > Mu = 50.652 0. K. Allowable Soil Pressure (q) _ 1000 psf Adjusted Soil Pressure (q') . 1.33*q _ 1330 psf Grade Beam Geometry b= 24" h= 30" d= 27" toe = 6 ft heel = 6 ft General Stability Check "Mot = V x (H+h) = 43,718 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 392,400 ft.lb General Stability O.K. Soil Pressure Check q=Fx(H+h)/(b*Toe/2)= 1,214 psf Allowable Soil Pressure = 1330 psf Soil Pressure O.K. Grade Beam Strength Check Ms= 36.18 ft -kip Mu= 0.75 x 0.4D + 1.71- x 1.7(1.1 E)) = 50.652 ft -kip fc= 2500 psi fy= 60000 psi b= 24" d= 27" As= 4 x# 5 rebar = 1.23 in.^2 T= As x fy= 73628.91 Ib. a = T/(0.85 x fc' x b) = 1.44 in. Mu'- 0.9 x (As x fy x (d -a/2)) = 145.11 ft -kip Mu'=. 145.11 ft -kip > Mu = 50.652 0. K. FOUNDATION DESIGN heel - 7 ft Grade Beam Design Grade Beam 4 @ Shear Line 13 ° Mot = V x (H+h) = DL + LL x' Trib. Area = Load Roof Load 30 16 x . 0 = 0 Floor Load 12 40 x 0 = 0 Wall Load 15 x 0 0 Point Load 9519 63.0336 ft -kip fc= 2500 psi 9519 fy= 60000 psi Total (W) 9519 Lateral Force (V)= 3752 Ib. As= 4x# 5 rebar = 1.23 in.^2 Height of applied force 12 ft. a = T/(0.85 x fc' x b). = 1.44 in. Allowable Soil Pressure (q) = 1000 psf O.K. Adjusted Soil Pressure (q') 1.33'q = 1330 psf Grade Beam Geometry b= 24" fi= 30" d= 27". toe = 7 ft heel - 7 ft General Stability Check ° Mot = V x (H+h) = 54,404 .ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 786,933 ft.lb General Stability O.K. Soil Pressure Check q=Fx(H+h)/(b"Toe/2)_ 1,110 psf Allowable Soil Pressure = 1330 psf Soil Pressure O.K. Grade Beam Strength Check Ms= 45.024 ft -kip Mu= 0.75 x (1.4D + 1.71- x 1.7(1.1 E)) = 63.0336 ft -kip fc= 2500 psi fy= 60000 psi b= 24" d= 27" As= 4x# 5 rebar = 1.23 in.^2 T= As x fy= 73628.91 Ib. a = T/(0.85 x fc' x b). = 1.44 in. Mu'= 0.9 x (As x fy x (d -a/2)) _ 145.11 ft -kip Mu'= 145.11 ft -kip > Mu = 63.034 O.K. FOUNDATION DESIGN Grade Beam Design, Grade Beam 5 @ Shear Line .. DL +' . LL :: " x Trib. Area. _ Load ,. r , Roof Load 30 ` ` .16 0 Floor. Load 12 , `40 ,x 0 = p Wall Load 15 x 0 0 i Point Load 2000 _ r X2000 "Total (W) F '2000 y Lateral Force (V)= ,. ; 16751b. a ~ Height of applied force 10.ft: Allowable Soil Pressure`(q)- '1000 psf, Adjusted Soil Pressure (q') 1.33*q ' -" 1330 psf . Grade:Beam Geometry' , " b 18,;t h" ." ,, 24 - ( toe . = 5.ft r ' t heel, . _ `` 5 ft General Stability Check' '" r Mot - V x (H+h) - f _, J 20,100ft.lb =' { Mr = -W x toe.+ (b z h x (toe;+ heel) x toe x 150 pcf = '- , .'197,500 ft.lb '• - _ General Stability O.K. _ Soil Pressure Check q F x (H + h) / (b Toe/2) - 1,072 *psf - - _ Allowable Soil_Pressure - 1330 psf, ' my Soil Pressure O.K._ + Grade Beam' StrengthCheck.' Ms=.16.75 ft=kip Mu= ` . 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) _ 23.45 ft-kip v ,r fc= 2500 psi .. fy= -60000 psi " As=` '2 x# 5 rebar = 0:61 in.^2 " T= As.x fy= 36814.45 Ib.` a = T/(0.85 x fc'.x b) _ ,. - 0.96 in. Y, , { Mu'= 0.9 x (As x fy x (d-a/2)) '" _;k ; .56.65 ft-kip } Mu'=• 56.65 ft-kip > Mu 23 45 O.K FOUNDATION DESIGN ' D Grade Beam Design Grade Beam 6 @ Shear Line DL + LL. x Trib. Area = Load " Roof Load 30 16 x 0 = 0 Floor Load 12 40 x 0 = 0 Wall Load 15 x 0 0 Point Load 9519 9519 Total (W) 9519 Lateral Force (V)= 3932 Ib. Height of applied force 12 ft. ' Allowable Soil Pressure (q) = 1000 psf Adjusted Soil Pressure (q') 1.33*q 1330 psf Grade Beam Geometry b= 24" h= 30" d= 27" toe = 7 ft ' heel = 7 ft General Stability Check " Mot = V x (H+h) = 57,014 ft.lb Mr-_ W x toe + (b x h x (toe + heel) x toe x .150 pcf = ..786,933 ft.lb O.K. General Stability Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 1,164 psf Allowable Soil Pressure = 1330 psf Soil Pressure O.K. Grade Beam Strength Check . Ms= 47.184 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1:7(1.1 E)) = 66,0576 ft -kip fc= 2500 psi fy= 60000 psi b= 24" " d= 27" As= 4 x # 5 rebar = 1.23 in.^2 T= As x fy= 73628.91 Ib. a=T/(0.85xfc'xb)= 1.44 in. Mu'= 0.9 x (As x fy x (d -a/2)) = 145.11 ft -kip Mu'= 145.11 ft -kip > Mu = 66.058 O.K. 16,560 ft.lb 195,780 ft.lb 13.8 ft -kip 19.32 ,ft -kip d= 21 General Stability Check = FOUNDATION DESIGN 0.61 .in.^2 Mot V x (H+h) '. T= . As x fy= = T/(0.85 x fc'x b)= Mr= W x toe + (b.x h x (toe + heel) x toe x 150 pcf = { General Stability Grade Beam Design Grade Beam 7 @ Shear Line F ISoil 0. K. DL + LL x Trib. Area = Load Roof Load 30 16 x 0= 0 Soil Pressure O.K. Floor Load 12 , 40 x 0 = 0 Wall Load 15 x 0 0 . Point Load 1656 fc= 2500 psi 1656 fy= 60000 psi 1 Total (W) 1656 Lateral Force (V)= 1380 Ib. Height of applied force 10 ft. Allowable Soil Pressure (q) _ 1000 psf Adjusted Soil Pressure (q') 1.33*q 1330 psf Grade Beam Geometry b= 18" h= 24" d= 21" . toe = 5 ft 1 heel = 5 ft 16,560 ft.lb 195,780 ft.lb 13.8 ft -kip 19.32 ,ft -kip d= 21 General Stability Check = As= 2 x # 5 rebar = 0.61 .in.^2 Mot V x (H+h) T= . As x fy= = T/(0.85 x fc'x b)= Mr= W x toe + (b.x h x (toe + heel) x toe x 150 pcf = { General Stability 56.65 ft -kip O.K. ISoil 0. K. Pressure Check q = F x (H + h) / (b*Toe/2) _ 883 psf Allowable Soil Pressure = 1330 psf Soil Pressure O.K. Grade Beam Strength Check Ms= Mu= 0.75 x (1 AD +" 1.71- x 1.7(1.1 E)) _ . fc= 2500 psi fy= 60000 psi 1 b= 18" 16,560 ft.lb 195,780 ft.lb 13.8 ft -kip 19.32 ,ft -kip sur. d= 21 As= 2 x # 5 rebar = 0.61 .in.^2 'a T= . As x fy= = T/(0.85 x fc'x b)= 36814.45 Ib. 0.96 in. { Mu'= 0.9 x (As x fy x (d -a/2)) = 56.65 ft -kip Mu'= 56.65 ft -kip > Mu = 19.32 0. K. sur. 1 l 1 1 1 1 1 1 1 1 1 1 1 1 FOUNDATION DESIGN 24" d= 21" Grade Beam Design Grade Beam 8.@ Shear Line H heel = 5 ft DL + LL x Trib. Area = Load Roof Load 30 16 x 0 = 0 Floor Load 12 40 x 0 = 0 Wall Load 15 x 0 0 Point Load 3791 3791 14.63 ft -kip Mu= 0.75 x (1.4D + 1..7L x 1.7(1.1 E)) = Total (W) 3791 Lateral Force (V)= 1463 Ib. Height of applied force 10 ft. Allowable Soil Pressure (q) = 1000 psf. Adjusted Soil Pressure (q') 1.33*q = 1330 psf Grade. Beam Geometry b= 18" h=. - 24" d= 21" toe = 5 ft heel = 5 ft General Stability Check Mot = V x (H+h) = 17,556 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = .206,455 ft.lb General Stability O.K. Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 936 psf Allowable Soil Pressure = 1330 psf Soil Pressure O.K. Grade Beam Strength Check Ms= 14.63 ft -kip Mu= 0.75 x (1.4D + 1..7L x 1.7(1.1 E)) = 20.482 ft -kip fc= 2500 psi fy= 60000 psi b= 18" d= 21,. As=. 2 x # 5 rebar = 0.61 in.^2 T= As x fy= 36814.45 lb. a = T/(0.85 x fc' x b) = 0.96 in. Mu'= 0.9 x (As x fy x (d -a/2)) = 56.65 ft -kip Mu'= 56.65 ft -kip > Mu = 20.482 O.K. Fi ' . .tip. .. d. .. ` F 4 Y ; •• 1' Y ,-.. 1 ' r r«. ,•„ .x .ry s r.y_ ' i - f ' x . .r AM\ M . Vertical Distribution of Forces North - South Direction r - J ' Dead Loads Tribituary Area d Roof 30 psf'x , : 38 ft' .., 1140. Exterior Wall r r 15 psf x` 5 ft x 2 :150 Interior Wall ° " 10 psf z - ; . t , ` . ' 0.175.x ? 1340 234 Ib.lft. Wind~ 18.5 psf x 10.5 ft.,: 194 lb./ft. ` • ... , r .,fir r ,. ,.. ! v. • r ' i 4l East - West Direction Dead Loads, Tri'bituar Area Roof 30 psf x 36 ft_ # 1080 y Exterior Wall 15 psf x 5 ftx. 1 , 75 Interior Wall 10 psf,x ; ' 5 ft x -' 2 .100 •; ` 0.175 x "' . 1255 219 lb /ft. Wind `18:5 x 9:5 ft , 176 Ib./fttI psf lot - AM\ . I j 1997 UBC Lateral Analysis ' BLOCK B If. • Wind and Seismic Load Distribution , Weight of Materials Roof DL 30 psf } c' Floor DL 12 psf' 1a Exterior Wall t.15 psf_ . , .Interior Wall 10,psf V` }`,A.: •`- Z . a F43 r , ..• j 4r• y- - - tiro .. Design Base Shear ". ' .•, } _ V=(C,I/RT) x_ W Z = '' '` • 0.4 r . Na1. = • 1 . - , , V= 1.846 x W Soil Profile :Sd f , Nv -' T+ } 1'.2 Vmax = 2.5Ca1/R x W C„ _ 0.768 • Base C, 0.64 Vmax = 0.5 x W Ca = - 0.44 , +' Base Ca= 0.44 R = 2.2 h 20 -Vmin = 0.11CJ x W T- Ct(h )aia ..01 Vmin = 0.0.484 x W . T . 0.189 . Vmin2 = 0.8ZNJ/R x W (Seismic Zone 4'only) yh Vmin2 = 0.175 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.31) '". "'• D + E/1.4 0.5 /1.4 = 0.357 V= 0.357 x • ", • . =4 '. Design Wind Pressure (Method 2, Projected Area)' a Ce = 1.1`3CeCqqslw a C P = 18.5 psf '. 45 , r. 12.6 SUAAMIT ENGINEERING Joe No ,• .......S Structural, Civil, A chrtecture, Energy SHEET No 2283;F fth Stfeet CALCULATED BY La Yeme, CA 9175© CiHECI D BY ' (909) - fax (909) Sce .......6 Vertical Distribution of Forces North - SouthDirection „ Dead Loads Tribituary Area Roof 30 psf x 70 ft = 2100 Exterior Wall 15 psf x 6 ft x 2, _ 180 Interior Wall 10 psf x 6 ft x 0 0.357 x 2280 814 lb./ft. Wind 18.5 psf x 12.75,ft. = 236 Ib.lft. East - West Direction Dead Loads Tribituary Area Roof 30 psf x 23 ft = 690 Exterior Wall 15 psf x 6 ft x 0 = 0 Interior Wall 10 psf x 6 ft x 1 = 60 0.357 x ; 750 268 Ib./ft. Wind 18.5 psf x 11.5 ft. = 213 lb./ft.. .4 1997 UBC Lateral Analysis `BLOCK Wind,and Seismic Load Distribution `•` Weight of Materials ". , ,- ' Roof DL s 30 psf k Floor DL - 12 psf M,d 15 t Exterior Wall psf Interior Wall 10 psf ` ..., 3f err ' . ' i'. k ,. , ,.r , `^>,r • . .t,,' Design Base Shear i " ' .• - .x,71 w, a # Na V=(C„I/RT) x W Z 0.4 S- . Nv - V= 1.846 x W . Soil Profile a r 1.2 Vmax = 2.5Ca1/R x W C,, , :0.768';,' F Base C„= 0.64 . _ Vmax = 0.5 x W ' . C - 0.44 `. , Base Ca a — .'0.44 R- 2.2 '. ` h = r 20 '. Vroin = 0.11Cal X W 5 ', •T= Ct(hn)31a Vmin = 0.0484 x W- 'T= :, 0.189 Vmin2=.0.8ZN„ I/R x W (Seismic Zone 4 only) ' Vmin2 = 0.175' ` y Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3.1)x, D + E/1.4 '0.5 /1.4 = 0.357. . V - r 0.357' x W Design Wind Pressure (Method 2, projected Area) r ' P=CeCg4s1w - Ce = 1.13 , P = 18.5 psf 4s° 12.6 -1w Y SUMMIT STRUCTURAL ENGINEERING Jos No ; Structural, CNi w l, Architecture, Energy SHEET No ' 2283 Fifth Street CALCUI ATED BY La Meme, CA 91750 GHEcicEp 13 (909) 596-0842 fax (949) 596 51$7 5c u EW. ' Weight of Materials C , - Roof DL 30 psf Floor DL ,: , ; 12 psf '} Exterior Wall • 15 psf Interior Wall - 10W r ; Design Base Shear ' + V=(C„I/RT) x W' Z = 0.4 ; Na V- 1'846 x W •SoiLProfile Sd K'' Nv " 1.2 .. Vmax = 2.5CaI/R x W' + « C; = : 0:768 ' Base Cv _ 0.64 Vmax = ' 0.5 x W ` . Ca = + ,0.44 ,Base Ca=.... 0.44 h 20 _ Venin = 0.11Ca1 x W. ,T= Ct(hn)3ia '•Vmin = 0.0484 x W ` T.= . 0.189. _ y - ' Vmin2'= 0.8ZN„ I/R x W (Seismic Zone 4 only) --, , •. •-. :. ,a Vmin2 = '0.175 r . ., , Convert Design Base Shear from Strength Desigm.to Allowable Stress Design (1612.3 1), D + E/1.4 0.&M.4 = 0.357: V= 0.357 x W' ` •' •• Ly.f • . ' .'• . ' . • `Y r ,. L• .. .`fin' Design Wind Pressure (Method 2, Projected Area) + .. v R=CeCggslw ,.. Ce = -1.13 . ' `• ,' w 4 P = 18.5 psf ' ' q5 = '12.6 . N 't r IW uk 1997 UBC Lateral Analysis, BLOCK,E Wind and Seismic Load Distribution Weight of Materials Roof. DL 15 psf _ Floor DL t 12 psf s Exterior Wall P:. 15 psf Interior. Wall` {` r 10,psf . .. Design- Base Shear ' V=(C,I/RT) x W Z 0.4 V= 0.902 x W - Soil Profile t .Sd a A'` Nv ' ` • Vmax = 2.5C.1/R. x WC„ = 0.768. Base CV _ - 0.64 ' Vmax = 0.24444444 x W . , Ca - e 044 ` ; , a Base Ca ,, 0.44 h- 20 Vmin = 0.11CaI'x W - T=. a Ct(hn Vmin = ,0.0484 ~x W T= 0'..189 Vmin2'= 0.8ZN„ I/R x W_ (Seismic Zone 4only) Vmin2 = 0.085 .. + Convert Design Base Shear from Strength Design to Allowable Stress Design (16123.1) `. D + E/1.4 0.24.444444 /1.4 = 0.175. f( , 'V.—' - 0.175 x W Design Wind Pressure (Method 2, Projected Area) ' K ` w. , z• P=CeCggslww Ce = 3 ` ' 11 P= 7 _ r - 18.5 psf t , qs 12.6 Iw 1 r a ' Distribution of Forces... ,Vertical ,.. .� is •- S{',�,., 4 •. . Y, Lf 1^I�+.. ' North South Direction Dead Loads Tribituary Area`, Roof { 15 psf x h -19-ft , 285 F Exterior Wall' . _ 15 psf x5 ft x 0 .' - 0 Interior Wall , 10 psf x . , " 5 ft x . t 1 .. 50 '. s-' 0.175 "x + 335 58 lb./ft. x�� t Wind 18.5 psf x 8 ft: ' ` 148 Ib./ff. ' East - West Direction Dead Loads 4 �+ ;Tribituary Area' Roof 15 psf x. �� 21 ft w �� _ • � ' 315 '• ,� Exterior Wall 15 psf x 5 It x 1 t - 75 ' Interior Wall" 10 psf x 5 ft x 2 _ . * + 100 0.1.75 x 490 ' '� 86 Ib/ft. ",Wind 18.5 psfx' .. 8 ft` , _ 148 Ib./ft. ` . �ti' a ^_� ` r., r � it .. `- ` St' ,?.. Tat - •.•' r, SUMMIT STRUCTURAL ENGINEERING Joe No Structural, Civil, Architecture, Energy SHEET NO 2283 Flftft $treat : CALCULATED BY ' La deme, CA 91750 (909).596-0842 fax (909) 596 5187 CHECKED BY SCALE .. 1997 UBC Lateral Analysis BLOCK F - Wind and Seismic Load Distribution Weight of Materials } Roof DL 30 psf Fluor DL 12 psf Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear V=(C„ I/RT) x W - Z= 0.4 Na = 1 ' V= 0.902 x W Soil Profile Sid Nv = 1.2 I= 1 Vmax = 2.5Ca1/R x W C„ = 0.768 Base C,=' 0.64 Vmax = 0.24444444.x W Ca = 0.44 Base Ca 0.44 R=- 4.5 h = 20 Vmin = 0.11Cal x W T= Ct(h„)3ia Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) ,* Vmin2 = 0.085 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1). D + E/1.4 0.24444444 /1.4 =' 0.175 V= 0.175xW ' Design Wind Pressure (Method 2, Projected Area) P=CeCgWw Ce = 1.13 Cq = 1.3 P = 18.5 psf qs = 12.6 Iw = 1 , SUMMIT STRUCTURAL ENGINEERING Joe No Structural,' Civil, Architecture, Energy SHEET No 2283 Fifth Street CALCULATED BY La Yeme, CA 9175© CHECI D $Y (909):596-0842 fax (909) 596 C. Vertical Distribution of Forces North - South Direction Dead Loads r Tribituary Area Roof • ' 30 psf x 23 ft = 690 Exterior Wall '15 psf x 5 ft x F 1 75 Interior Wall 10 psf x 5 ft x 1 = - 50 0.175 x 815 142 Ib./ft. Wind 18.5 psf x 8.5 ft.' _ 157 lb./ft. j East - West Direction ; Dead Loads, ' �, Tribituary Area Roof 30 psf x 38 ft _ 1140 Exterior Wall 15 psf X. 5 ft x 2 = 150 Interior Wall 10 psf x 5 ft x 2 • _ 100. ` 0.175 x 1390 243 Ili./ft. Wind 18.5 psf x = .8.5 ft. _ • „157 Ib:/ft. •. d ..e •. ', . .I , ._t", ` t.,a « jam+ • eJ j 199TUBC Lateral Analysis, BLOCK -G , '1. F .. 'Wind and Seismic Load Distribution` Weight of Materials Roof DL 30 psf `• ,''12 Floor DL" psf Exterior. Wall 15 psf,". _Interior Wall 10 psf4 Design Base Shear .pp V=(C„ I/RT) x.W Z 0.4Na ,. 0.902 x W Soil Profile. , ,. , .Sd Nv = Q1.2: ' P .CI , _ Vr;iax = 2.5.Cal/R , x W 0.768. Base C 0.64 ` } 0.24444444 X . Cay Vmax = W r Base ` 0.44 Ca= •.. ` 0.44 , R t J, h h= 20 Vmin = 0.11Ca'X 1N' 3/4 T- Ct(hn) t. A 'Vmin = , 0.0484 x W.. T= 0.189 •' Vmin2 = 0.8ZN„ I/R x W (Seismic Zorie'4 only). -. Vmin2 = 4. 0.085 Convert Design:Base Shear from Strength Design to Allo wable'Stress Design (1612.3 1) b+ E/1.40.24444444 /1.4'= 0.175 , , V 0.175 )eW r Z T^a Y 3 it 4 Design Wind Pressure(Method 2; Projected Area),,,:,' .< . •, , 4 tii , P=CQCggslW 41 Ce .= 1.1'3 :, zt j •r P = 18'5 psf °• 12:6 k' `' • ws _ 1 . ;. `. • '; .. 8 ,4 + '. ... . - _ .. i•. .. .. L.A. .';:, SUMMIT STRUCTURAL ENGINEERING Jos No << ., StructuralCavil, Architecture, Energy SHEET No 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 'fax (909) 596 ...........5187 _ _ 'Y Vertical Distribution' of Forces ♦` ' ; i ^ # Y r ♦ .. * . ' _ • ,'_. '. .. J•! " a .- r' It i-♦ _ • � ` North - South Direction :. ••. -` , - • [ 4 i xr.i � t Ff..f Dead Loads F�iy 4 = Tribituary, Are_ a Roof 30 psf xY 38•ft - ` 1.14 0 Exterior 1Na11 ' 15 psf.x,"- 5 ft x : 2 °;' . ,r 150 Interior Wall 10 x S ft x 0.,. psf _� i t 0.175 x '1290 225 1b./ft.r Wind t 18.5 psf. x "�`0 ft i 185 Ib./ft. East - West Direction, ii .pix Dead Loads { 4. ` Tribituary Area Roof # 30. psf x Y 27 ft = r = 810. *♦ Exterior Wall 5 psf x �. ' S ft x - . 1 2 50' Interior Wall-:. . ' ,10 psf x �•° `_. 5 x' rQ t 0 , • + .ft r_ 960 ` :168 Ib./ft. ` Wind ♦ 18.5 psf •' x *A ''" 10 ft l 185 1b./ft. .' a ^. 1.-` tom'. • $,r 4 Irl 'y. �'.(+. +z-, .'••j +' � -. .: .FMS ♦ • . 4 � ,_ J •i. .. . y ` ''• .Y = -. •\ a , . Af 7 [ ' '' ' - + ••. ..; - . � til t . '•i a .. s- `C Y �f 1 : ti L, n ; „• +'� ! .,, int l.. SUIwM1T STRUCTURAL ENGINEERING Jos No Structural, Cavil, Architecture, Energy SHEET No 2283' Fifth Street CALCULATED BY . � CHE D BY La Yeme, cKE CA 91750 (909) 596-0842 fax (909) 596 5187 1997 UBC Lateral Analysis BLOCK H Wind and Seismic Load Distribution Weight of Materials Roof DL 30 psf Floor DL 12 psf Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear V=(C„ I/RT) x W Z= 0.4 Na = 1 V= 0.902 x V1l Soil Profile Sd Nv = 1.2 I_ 1 Vmax = 2.5C81/R x W C„ = 0.768 Base C„= 0.64 Vmax = 0.24444444 x W Ca = 0.44 Base Ca 0.44 R = 4.5 h = 20 Vmin = 0.1lCal x W T= C,(hn)314 Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) Vmin2 = 0.085 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) D + E/1.4 0.24444444 /1.4 = 0.175 V = 0.175 x W Design Wind Pressure (Method 2, Projected Area) P=CeCggsl,, Ce' = 1.13 P = 18.5 psf Cq = 1.3 qs = 12.6 Iw = 1 SUMMIT STRUCTURAL ENGINEERING Joe No Structural, Cwi1, A chItecture, Energy SHEET No 2283 F fth'Street CALCULATED BY La Veme, CA 91750 CHECKEL) BY (909) 596-0842 fax (909) 596 5187 SCALE :: r Vertical Distribution of Forces - ' North - South Direction Dead Loads Tribituary Area ' Roof 30 psf x R 39 ft _ 1170 Exterior Wall,. 15 psf x 5 ft x 2 150 Intarior Wall 10 psf x 5 ft x ' 2 - _ '100 ' 0.175 x 1420 248 lb./ft. Wind 18.5 psf x 8 ft. = 148 lb./ft:' ' East - West Direction Dead Loads Tribituary Area ' Roof 30 psf x 23 ft _ 690 Exterior Wall 16 psf x 5 ft x 2 150 Interior Wall 10 psf x 5 ft x 1 = 50 - ' J 0.1.75 x '" 890' 155 Ib./ft. Wind 18.5 psf x 8 ft. = 148 Ib./ft. r r -Lateral r Analysis Shear Walt Line 1 Roof level V- f 268 = , - 268 Ib/ft x f "` 14 /:: 2- 'Q1 f - m Load From Side O+Ib/ft x t 4 r ' Additional'Load 0° O LLoad' Total 1876 ' Unit Shear*= 1876 /, - '2 ft, 938.Ib./ft. •' Use steel moment column per plan., See calculations on following pages . E] f tR. F , i(4* `! - 1 • • • ` ,, a J'• • ` SUMMIT STRUCTURAL ENGINEERING Jos No Structural, Civil, Architecture, Energy SHeET No 2283' Fifth Street CALCULATED BY La 1/eme, CA 9175© GHecKEo BY t (9D9) 596-0842.... fax (9D9) 596 5187 ..:...:: } Sc.E V FASTFRAME Two -Dimensional Static Frame Analysis ' Version 1.11 Copyright (C) .1988,89 ENERCALC SOFTWARE k-� �s ' Project Lot 87 @ Traditions Client Sun Vista' No. SV -152 �aI Date *********** ' Free Standing Column - --_- ' 2 Nodes 1 Nodal.Loads 1 Beams 0 Beam Point Loads. 1 Load Cases 0 Beam.Distrib. Loads Prepared By SUMMIT STRUCTURAL 'ENGINEERS ' 2283 FIFTH STREET LA VERNE , CA 91750 ��.. (909) 596-0842 PHONE �— PAGE ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax(909)596 -5187 2283 5TH STREET, LA VERNE, CA ' -------- BEAM PROPERTIES 1 ---------------------------------------------------------------------- Global Temperature 0.:00 Weight NODAL-DATA- Default Y -Y ' ----------------------------------------------------=------------------- NODE Coordinates Boundary Restraints Node ' LABEL X Y X-dof Y-dof Z-dof Temp Axis Flag ---------- --------- (ft)--------- ---(0,1,2,in,K-in,radians)-- ---(F)--- 1 0 0 1 1 1 0 36 2 0 12 0 '-_-BEAM. TS12x4x3/8 DATA 178 Beam Property End Releases Beam Definition Label I-endI J -end BEAM Length 6.59000 I -node J -node -or- Tag x y z x y z LABEL (ft) ------------------------------------------------------------------------ 1 2 1 1 5 TS10x4x3/8 _ I I I I 112.000 --------------------------:---------- -------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd ' LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb 'Member? ---------- -------- (ft)------- --------- ----- - ------------- ------- Default Beam Length 1 .1 1 1 No BEAM PROPERTIES AISC/Otherl ---- Area Inertia Elastic Weight Coef. ofFy Y -Y ' Property. Tag SECTION PROP. LABEL (in -2) I-xx Modulus (in -4) (Ksi) Density (K/ft_3)" Therm Ex (/100F) Axis Flag Default 29000 0.4896 '0.00065 36 ' 4 TS12x4x3/8 11.1000 178 2 TS10x4x1/4 6.59000 79.3000- 5 TS10x4x3/8 9.57999 110 3' TS12x6x1/4 8.59000 161 ' 1 TS12x6x3/8 12.6000 228. 1 .6 TS6x6x3/8 8.07999 41.5999 NODAL LOAD DATA ' ------------------------------------------------------------------------ NODE Nodal Loads (K,K-ft) Load Case Factors LABEL I Global X Global Y Moment I 1 2 3 4 _ ..- 2 0.938 5.167 1 ------ ___, PAGE -- ' SUMMIT STRUCTURAL ENGINEERING, Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA ------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load NODAL LOAD - DATA --------------------------------- (in, rad) NODE Nodal Loads (K,K-ft) Load Case Factors LABEL I Global --- -------- -- -- X Global Y Moment .1 2 3 4 5 1 1 LOAD•COMBINATION DATA -1E-13-0.94 Combination Run Stress Load Case Multipliers Factors Y -Load Description I ? lIncreasel -0.0043 1 2 3 4 5,1 Xgrav Ygrav .Flag 1: Default 1 1.33 1 -1 2: -------------- BEAM 3: ...... ....... J Node End ........ LABEL 4: Axial Shear Moment. Axial 5: Moment -------------------- (K) ----- (K) ---- 6: ---(K)------(K)----(K-ft)-- 1 I 1 .I 7. -4.653 0.938 11.256 5..167 -0.938 8: 9: 1C: 11: 12: 13: ------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL I Comb. i X Y Rotation X Y Rotation 1 1 0.000 0.000 -1E-13-0.94 -4.65. 11.26 2 1 0.417 0.002 -0.0043 I 0.00 0.00 0.00 BEAM END FORCES -------------- BEAM I Node End ...... ....... J Node End ........ LABEL ILoad.1... Comb Axial Shear Moment. Axial Shear Moment -------------------- (K) ----- (K) ---- (K -ft)--- ---(K)------(K)----(K-ft)-- 1 I 1 .I -4.653 0.938 11.256 5..167 -0.938 -0.000 PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE. CA 1997 UBC Lateral Analysis ...... _ Steed CO Lum n Drift Calcu lation::::. ........:::.. . ........:.: - •,M Shear Line = _ - 1 r:.. u' i . ti h = 12 `feet" T.- +T= 0.02"(h)^3/4' . • '0.13 ,.< 0.7 sec. Therefore: R _ 2.2 . - Max Allowable drift' ' _ Om = 0.025`h _ 140«196.in tir Am = 3.6 '. s 0.7R'aS .0.30 in ` + 0.30 <: 3.6 may. S - - f .r _ ;• , . 7 1-4 SUMMIT STRUCTURAL ENGINEERING Jos No Structural, Crvi1, Arch tectue, Energy SHEET No 22133 FlfthFt$treat CALCULATED BY 774La Verne, CA 9175© D CHECI BY (909) 596-0842._ :.fax - _ *., SCALE r: FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright,.(C) 1988,89.ENERCALC SOFTWARE l`113 k;ps Project Lot 87 Q Traditions Client Sun Vista Q,4 64 kzps 1 No. SV -152 1b Date *********** 1 ---------------------------------- Free -Standing Steel Column-- ' 2 Nodes 1 Nodal.Loads '. 1 Beams 0 Beam Point Loads 1 Load Cases 0 Beam Distrib Loads --------------------------------------------------- Prepared By SUMMIT STRUCTURAL ENGINEERS ' 2283 FIFTH STREET LA VERNE, CA 91750 ' (909) 596-0842 PHONE PAGE - ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842' Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA ------------------------------------------------------------------------ NODAL DATA Global Default Temperature = 0'.00 ------------------------------------------------------------------------ NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp --- --------------- (ft) --------(0,1,2,in,K-in,radians)-----(F)--- 1 0 0 1 1_ 1 0 2 0 10 0 BEAM DATA .Beam Property End Releases Beam Definition Label I -end J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL. (ft) ------------------------------------------------------------------------ 1 _ 2 I 1 I I I 1 110.000 ----------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ------- ---------- (ft) ------- - Default Beam Length 1 1 l 1 No BEAM PROPERTIES --------------- NODAL LOAD DATA NODE I Nodal Loads (K,K-ft)I Load Case Factors LABEL Global X Global Y Moment 1 2 3 4 2 2.464 1.413 1 - PAGE SUMMIT STRUCTURAL ENGINEERING Phone:. (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA RISC/Other Area Inertia Elastic Weight Coef.of Fy ' Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag ------------------------------------------------------------------------ PROP. LABEL (in -2) (in -4) (Ksi) (K/ft-3) (/100F) Flag Default 29000 0.4896 0.00065 36 4 TS12x4x3/8 11.1000 178 1 TS10x4x1/4 6.59000 79.3000 5 TS10x4x3/8 9.57999 110 3 TS12x6x1/4 8.59000 161 2 TS12x6x3/8 12.6000 228 1 .6 TS6x6x3/8 8.07999 41.5999 --------------- NODAL LOAD DATA NODE I Nodal Loads (K,K-ft)I Load Case Factors LABEL Global X Global Y Moment 1 2 3 4 2 2.464 1.413 1 - PAGE SUMMIT STRUCTURAL ENGINEERING Phone:. (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA NODAL LOAD DATA NODE Nodal Loads (K;K-ft)l Load Case Factors LABEL l Global -------------- X Global Y Moment 1 2 3 4 5 LOAD COMBINATION DATA Combination Run Stress Load Case Multipliers l Factors Y -Load Description I ? lIncreasel 1 2 3 4 5 Xgrav Ygrav Flag 1: Default 1 1.33 1 -1 2: 3: 4: 5: 6: 7: 8: 9: 10: 11: 12. 13: ------------------------------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS ------------------------------------------------------------------------- NODE Load rad). Displacements (in, ad) I Reactions (k,k-ft) LABEL Comb. I Y Rotation X Y Rotation ________ __I 1 __ 1 0.00:0 0.000 -2E-13 -2.46 -1.19 24.64 2 1 I 1 I 0.617 0.00-0..0077 I 0.00 0.00 0.00 BEAM END FORCES BEAM ....... I Node End ........ ....... J Node End ......... LABEL I.Load.1 Comb Axial Shear Moment Axial Shear Moment --------------------(K)-----(K)----(K-ft)--:- ---(K) ------ (K) ---- (K -ft) -- 1 2.464 24.640 1.413 -2.464 0.000 PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA • .. - few h F - { ' ` r } ` ., - 1997 UBC Lateral.'Analysis " Steel Column .............. !!!_!! ................... _......_....__............_.....................__.......................__....._..._.....__.................._....._.._........:.._.._..__:::::.:.:::........:.:_...:.:._......:._:_:.:.:............: Drlft Calculat Ion.:.... .:..::::............ ............._._........ .. _.. .............. .. ....... ......... _ _ • >r y .- .` * y y ] "tea - ' Shear Line = 4 2' r V' h = 10 _ feet ., . •y ' T T= 0.02*(h)^3/4 0.11 < 0.7 sec. Therefore: } ' R = , 2.2 y Max Allowable driftr ` Om - 0.025*h D$ _ 0.596 in ; ALM = IIII = 0.71R*aS = ;'_ 0.92 in 0.92 < , 3 4. O.K. a ( SUMMIT STRUCTURAL ENGINEERING Jos No ' - Structural, Cwi1, Architecture, Energy SHEET No 2283` Flfth Street CALCULATED BY LaiiiiVerne, CA 9i CHECIU=D BY ' ....................7 (909. 596-0842 fax (909) 596 5187 ScA E ;: . t '+ Lateral Analysis .. .. �.. ; Shear Wall Line .' 3� Roof level° V 268 �x Q1 = 268 lb/ft 45 /' 2.` _ $030 s -. .:• _ Load From Side 0 lb/ft x' 0 y2 ./ Additional Load 0. Y Total. Load 0 , r� 6030 i {• .. Unit Shear = 6030 /Yy y 2 ft . '3015 Ib./ft. - ,r Use steel "moment column per plan. See calculations ori following pages y- ' _ .. .. .. `�' - , - i'.. � . i � of ��, � 4 •.� • ` `S 421. �ir i � ' v * �;`• �� .T^�, t • �'_ ," , C . ,M » �,r £at` .. ; i - •�r'" •- it � 1 a y, . rpt. ' ,. - - ,,; _ - �• 1 tiF ° i ' "}' ` •, .. lir i M f tt i ,�1 a t' :'J t ��w. x�'f 'f 'f -3 � h r hie �.° •fir, q � t a�+ { w .f r•nJ �C �� 1 {{,,' t '' r • . •,i\ i 1 �^ ► ;+ .r- f - } ♦� .fir � ,� - •ff 1 � r � < • - ?� fes*' � 4 t w r, n SUMMIT STRUCTURAL EidGINEERING Joe No Structural, Civil, Architecture, Energy SHEET No 2283 Fifth Sheet CALCULATED BY La Yerne, CA 91750 CHECKEL) BY (909); 596-0842 fax.,(949) 596 5187.... Scn�E' FASTFRAME Two -Dimensional Static Frame Analysis ' Version 1.11 Copyright (C) 1988,89 ENERCALC SOFTWARE Project Lot 87 Q Traditions , 0Sck k, -pt Client Sun Vista No. SV -152 a, 1 - Date *********** --------------------------------------------------------- Free Standing Steel'Column ------------------------------- 2- -------------2_ Nodes 1 Nodal. Loads 1 Beams 0 Beam Point Loads .1 Load Cases 0 Beam Distrib. Loads Prepared By SUMMIT STRUCTURAL ENGINEERS ' 2283 FIFTH STREET LA VERNEV CA 91750 ' (909.) 596-0842 PHONE PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA ------------------------------------------------------------------------ NODAL DATA Global Default Temperature = 0.00 ------------------------------------------------------------------- NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp ---------- --------- (ft)----------(0,1,2,in,K-in,radians)-----(F)--- 1 0 0 1 1 1 0 2 0 12 0 BEAM DATA Beam Property End Releases Beam Definition Label I -end I J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL .(ft) -----------------=------------------------------------------------------ 1 _ 2 I 1 I I I 1 112.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- - Default Beam Length 1 1 1' 1 No BEAM PROPERTIES AISC/Otherl Area Inertia Elastic Weight Coef. ofl Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag PROP. LABEL (in -2) (in -4) (Ksi) (K/ft-3) .(/100F) Flag Default 29000" 0.4896 0.00065 36 4 TS12x4x3/8 11.1000 178 2 TS10x4x1/4 6.59000 79.3000 5 TS10x4x3/8 9.57999 110 3 TS12x6x1/4 8.59000 161 1 TS12x6x3/8 12.6000 228 .6 TS6x6x3/8 8.07999 41.5999 --------------- NODAL LOAD DATA NODE INodal Loads (K,K-ft) I Load Case Factors LABEL Global X Global Y Moment 1 2 3 4 ---------------------------------------------------------- - - - - -- —"•r=-- 2 3.015 1.059 1 -- PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1 ------------------------------------------------------------ — — — — — --- — — — — — NODAL LOAD DATA -----------------------------------------=------------------------------ NODE INodal Loads (K,K-ft) I Load Case Factors Global obal X Global Y Moment 1 2 3 4 5 1 ------------------------------------------------------------------------ 1 ---------- ------------- -------------------------- ------- LOAD COMBINATION DATA CombinationRun Stress Load Case Multipliers Factors Y -Load Description I ? IIncreasel 1 2 3 4 5 l Xgrav Ygrav Flag 1: Default 1 1.33 1 -1 2: 3: 1 5' 6: 7: 9 10:" 11: 12: 13: -----------------------------------------------=--------- 1 --------------- ' ---_------_- - NODALDISPLACEMENTS------------------------------------------------ - ANDSPRING/SUPPORT-REACTIONS------_----- NODE LoadDisplacements (in, -rad) Reactions (k,k-ft) LABEL I Comb. l X Y Rotation l X Y Rotation 1.-----------------------=------------------------------=------------- --- 0 0.000 6.18 2 I 1 I 0.4054 0.000 -040047 I 0.00 0.00 30.00 1 BEAM END FORCES ------------------------------------------------------------------ ----- BEAM ILoad-1 I Node End ......... J Node End ........ LABEL Comb. Axial Shear -Moment Axial Shear Moment - ---- - - - - - - - - - - - -- (K)---- (K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 I 1_ I 0.5.45 3.015 36".180 1.059 3.01,5 -0.000` PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1997 UBC Lateral Analysis . m -.1111111tlo:n..... .:.::::::.. ....::::... .:..::::: St ee. 11 n.. Drift... Icula . ..:::::::::.:::... 4 -:, a^ ; 3' , Shear Line s „• 'feet h = 12 * t T = T= 0.02*(h)^3/4 0.13 . < 0.7 sec : Therefore: ., R = 2.2 Max Allowable drift .. ," 0.026*h • 0:363 in - ` Am =• 3.6 r 0.7R* S ' 0.56 < 3,6♦. O:K* y _ .. , f,. •,; S -. 4 ' 4 Fir, - -• ,' t i • i ' _ ,- « •ky.S- ,Val ''• .• '.. O"-{.,. a. ! .`V ' , # .a .,-.. _ *r' 'fir 4', r• ' • • * , SUMMIT STRUCTURAL ENGINEERING Joe tao - • .StruCturaCIYIl ArCh'IteCture, Energy Di! SHEET NO 2283 Fifth Street TED:BY La Yeme CA 9't 750 CHECKED BY (909) 596-0842 fax (909) 596 5187 SCALE ' Lateral Analysis:,'.- Shear Wall. b 5 :Roof level 22 ` • x . - V = 219 N . . Q1 =1 i .. %°219.lb/ft x,. +,r 1 .26 / 2r' _. 2847 fi;9 r Load From Side '86'lb%ft'x t.J 22 % 2 = 946' ".Additional Load , ' . '_, Ot" " •" . . Total Load ,• ^ 3793 r Q ;.° , , r , ` , ' Unit Shear•• ,' ,.3793 . /: - r 3y ,. 22 ft 472 Ib:/ft rte' • Use Shear Wall Schedule No. 4 Capacity = 350 Ib.fft;' ! . 3/8" Plywd: Str.,11 W/ 8d @ 4/4/12 ^ Overturning Check - h jr 10 c ,' Tf ;' - ' Unit Shear = • ' 172'. , Dead-Load Tribituary.r Load x Arm 2/ Mr + Roof/Clg Load,,, , ' '15 psf x 2 _ ' 30 A 10 . 1500 Wall Load' 10 sf z 10 . 100 P --.10 ; ' 5000 4 Floor Load y . 12 , psf x ,- y 0_.-".Or 10 - 0'. Additional Pt. D.L 0 _ 10 - {Mr.6500 ' - 172 plf x 10 x,,,101'. ` 17241 Tup =" • (Mot-.85 x Mr),/ 10 ft - 0:33 ft.. T= 1212 Use HTTill 6 ° f Capacity°_; 3480 lb. SUMMIT STRUCTURAL ENGINEERING Jos No Structural, Civii, Architecture, Energy SHEET No 2283 Flfth $treat CALCULATED BY • La Meme, CA 9i 75© CiHECF D BY (909) 596-0842..: fax.. (9*09) 5187. ' __ . SCALE ::; _596 ,._,..:i Lateral Analysis Shear Wall Line 6 Roof level L= 10 10 V = gg Q1 = 86 Ib/ft x 19 / 2 _ 817 Load From Side 243 Ib/ft x. 17/ 2 = 2065.5 Additional Load 0 0 Total.Load 2882.5 Unit Shear = 2882.5 / 10 ft. = 288 Ib./ft. Load x Use Shear Wall Schedule No. 4 Capacity= 350 Ib./ft. . Roof/Clg Load 3/8" Plywd. Str. II w/ 8d @ 4/4/12 2 = Overturning Check Li 10 h 10 Unit Shear = 288 Dead Load Tribituary Load x Arm/ Mr Roof/Clg Load 15 psf x 2 = 30 10 1500 Wall Load 10 psf x 10 100 10 5000 Floor Load 12 psf x 0 = 0 10 0. Additional Pt. D.L. 0 0 10 0 Mr = 6500 Mot = 288 plf x 10 x 10 = 28825 Tup = (Mot -.85 x Mr) / 10 ft- 0.33 ft. T = 2410 Use HTT22 Capacity = 5250 lbs. SUMMIT STRUCTURAL ENGINEERINGJos No Structural, Civil, Architecture, Energy SHEET No 2283 Flfth $treat, CALCULATED BY La Yerne, CA 91 T5© CHECKED BY (909) 596-0842 fax..:(909):596 587 _... Scn�E Lateral Analysis FIce - : ' • •~ a "" ,} ` ,. - Shear Wall Line ' ' -' -• 6 ;, r ^ j level, •;, • L= 243". '` ' `+ •, . . , Q1 = 243 Ib/ft x r Y ' ' 24 / 2 '' _ '' ; T 2916 F. Load .From Side. 0 Ib/ft x , 0` 2 - . _ X Additional Load ` w 0 #.. , 0: ,, _.Total Load. 2916 ' Unit Shear = '2916194,11b.-At. = f- ~ Use Shear Wall Schedule.No.'4 ='350 Ib./ft: `i .Capacity ►< 3/8" Plywd: StrAl w/ 8d @ 4/4/12 ,^- 1" ...E ' _ y'rf " i ,` • , '' F 5. . • ' Overturning .Check`• , . • r 4 Li = .1'5 h 10:; r + _ .;= Unit Shear = 194' i • +, r, • } . Dead Load:- _ "' Tribituary f r -Load' x Arm?/ Mr Roof/Clg Load -15 psf x , ' S - 75 - '15- 8437.5'- Wall Load 10 psi z ti + 10 - •. 100 ' • i 15` 11250' • Floortoad k 12 psf x 1 0 _ , :. 0 ` Additional Pt. D. L. . •. rA_ , ` j 015 _ ; 15 .10 r 0 •; Mr. 19688 'x Mot- .194 plf x ry ' 15"x 10 = , ,- - 29160 . . Tup Mot - .85 x Mr)/ ', 15-ft 0.33,ft. " T= '847 Use. HTT22 Capacity = 5250 lbs. • SUMMIT STRUCTURAL ENGINEERING Structural, Cw l A ch tecture, Energy Jos No SHEET NO • 2283Flfth Street CALCULATED BY La Verne, CA 91750 CHEc b BY +, (909) 596-0842 :fax (909) 596 5187 ... ScE _. Lateral Analysis Shear Wall Line 9 Roof level L= 12 V = 185 Q1 = 185 Ib/ft x . 34 / 2.. = 3145 Load From Side 0 Ib/ft x p/ 2= p Additional Load p 0 Total Load 3145 Unit Shear = 3145 . / 12 ft. = 262 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li 12 h 10 Unit Shear = 262 Dead Load Tribituary Load x Arm 2/ Mr Roof/Clg Load 30 psf x 1 = 30 12 2160 Wall Load 15 psf x 10 = 150 12 10800 Floor Load 12 psf x 0 = 0 12 0 Additional Pt. D.L. 0 0 12 0 Mr = 12960 Mot = 262 pif x 12 x 10 = 31450 Tup = (Mot -..85 x Mr) / 12 ft- 0.33 ft. T= ° 1751 Use HTT22 . Capacity = 5250 lbs. SUMMIT STRUCTURAL ENGINEERING Joe ffo Structural, Civil, Architecture, Energy SHEET No 2283 fifth Street CALCULATED BY La deme CA 91750 CHECKED BY (909) 596-0(909)..596 Lateral Analysis Shear Wall Line 10 Roof level L= 12 V = 185 Q1 = 185 Ib/ft x 34 / 2 _ 3145 Load From Side 0 Ib/ft x 0/ 2 . = 0 Additional Load 0 0 Total Load 3145 Unit Shear = 3145 / 12 ft. _ 262 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li 12 h . 10 Unit Shear = 262 Dead Load Tribituary Load x Arm 2/ Mr Roof/Clg Load 30 psf x 1 = 30 12 2160 Wall Load 15 psf x 10 = 150 12 10800 Floor Load 12 psf x 0 = 0 12 0 Additional Pt.,D.L. 0 012 0 Mr = 12960 Mot = . 262 plf x 12 x 10 = 31450 Tup = (Mot -.85 x Mr) / 12 ft- 0.33 ft. T = 1751 Use HTT22 Capacity = 5250 lbs. SUMMIT STRUCTURAL ENGINEERING Joe No Structural, Cw 1 Arcf tecture, Energy SHEET No 2283; Fifth Street CALCULATED BY° , La Yerne, CA 91 T50 M. CHECKED BY J (909j 596-0842 fax (9D9) 596 5187 Scw E Lateral Analysis Shear Wall Line 11 Roof level • p L= 5.5 M V= 323 Q1 = 323 Ib/ft x 19/ '2 = 3068.5 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load ^p 0 Total Load 3068.5 Unit Shear = 3068.5 / 5.5 ft. _ 558 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 585 Ib./ft. 3/8" Plywd. Str: II w/ 8d @ 2/2/12 Overturning Check Li 5 h 10` k Unit Shear= 558, Dead Load Tribituary Load x Arm2/ Mr Roof/Clg Load 30 psfx 11.5- _ 'psf 345 5 4312.5 Wall Load 15 x 10 = 150 5 1875 Floor Load 12 'psf x 0 _ p 5. 0 Additional Pt. D. L. 0 • : 0 5 0 Mr = 6187.5 Mot = 558 'plf x. 5 x 10 = 27895 Tup = (Mot -.85.x Mr) / . 5 ft - 0.33 ft. _ T = 4847 Use HTT22 Capacity = 5250 Ib 5 1 Lateral Analysis Shear Wall Line 12 Roof level L= 13.5 . V= 323 Q1 = 323 Ib/ft x 19/ 2 = 3068.5 Load From Side 259 lb/ft x 22/ 2 = 2849 Additional Load 0 0 Total Load' - 5917.5 Unit Shear= 5917.5 / 13.5 ft.= 438 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 585 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 2/2/12 Overturning Check 1 Li 6.5 h 10 Unit Shear = 438 Dead Load Tribituary Load x Arm,/ Mr Roof/Clg Load 30 psf x 10.5 = 315 6.5 6654.4 Wall Load 15 psf x 10 = 150 6.5 3168.8 Floor Load 12 psf x 0 = 0 6.5 0 Additional Pt. D.L. 0 0 6.5 0 Mr - 9823.1 Mot = 438 plf x '. 6.5 x 10 =' 28492 Tu = P (Mot -',85 x Mr) / 6.5 ft - 0.33 ft. T = 3265 Use HTT22 Capacity = 5250 lbs. t t SUMMIT STRUCTURAL ENGINEERING Structuraljtecture, Energy Jos No SHEET No 2283 :Fifth Street 77 77 -777 CALCULATED BY ' CHEC $Y &E. erne, CA 91750 �D (9D9) 596-0842 fax (909) ..........696 5187. Scab ' .: E :.. :....... FASTFRAME Two -Dimensional Static Frame Analysis ' Version 1.11 Copyright (C) 1988,89 ENERCALC SOFTWARE __________________________________________________ q,stq Project Lot 87 @ Traditions Client Sun Vista 3, ?S a No. SV -152 lay ' Date *********** --=- ------------------- Free Standing Steel Column ------------------- ----- ---- t2 Nodes 1 Nodal.Loads 1 Beams 0 Beam -Point Loads 1 Load Cases 0, Beam Distrib. Loads 1 --------------- Prepared By SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET LA VERNE, CA.91750 _ (909) 596-0842 PHONE PAGE ' SUMMIT STRUCTURAL: ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA ------------------------BE--=----------------------- -----=-------------- AM STRESS CHECK DATA ------------------------------------------------------------------------ BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- --------- ------ ------------- Default Beam Length 1 1 1 1 No ' BEAM PROPERTIES RISC/Other ----------------------------------------------------- Area Inertia Elastic Weight 1 ----------------- ------------- ------------=-------------------_- -------- 0.00 Density (K/ft^3) NODAL DATA Global Default Temperature --------------------------------------------------------------------- Default NODE Coordinates 0.00065 36 Boundary Restraints Node TS12x4x3/8 11.1. 178 LABEL X Y X-dof Y-dof Z-dof Temp 6.59 79.3 ------ --- ---------- (ft)---------- --- (0,1,2,in,K-in,radians)-----(F)--- TS10x4x3/8 ' 1 2 0 0 0 12 1 1 1 0 : 0 ' 1 TS12x6x3/8 ----------------------------- BEAM DATA Beam Property -----------------------_----------------- End Releases Beam ' NODE Nodal Definition Label I -end I 17end BEAM Length, I Global X ' I -node J -node -or- Tag x y z x y z LABEL (ft) ------------------------------------------------------------------------ 1 2 1 1 PAGE' _ I I I I 112.000 ------------------------BE--=----------------------- -----=-------------- AM STRESS CHECK DATA ------------------------------------------------------------------------ BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- --------- ------ ------------- Default Beam Length 1 1 1 1 No ' BEAM PROPERTIES RISC/Other ----------------------------------------------------- Area Inertia Elastic Weight Coef. of Fy Y -Y Property '.. Tag SECTION PROP. LABEL I-xx Modulus (in -2) (in -4), (Ksi) Density (K/ft^3) Therm Ex (/100F) Axis Flag --------------------------------------------------------------------- Default 29000 0.4896 0.00065 36 4 TS12x4x3/8 11.1. 178 2 TS10x4xl/4 6.59 79.3 5 TS10x4x3/8 9.58 110 3. TS12x6xl/4 8.59 161 - ' 1 TS12x6x3/8 12.6 228 -------------------------------------------- NODAL LOAD DATA. ' NODE Nodal Loads (K,K-ft) Load Case Factors LABEL I Global X Global Y Moment I 1 2 3 4 5 -----' ------------------------------------------------------------------ 2 3.752 PAGE' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283.5TH STREET, LA VERNE, CA ------------------------------------------------------------------------ LOAD COMBINATION DATA ------------------------------------------------------------------------ Combination Run Stress Load Case Multipliersl Factors Y -Load Description I ? lIncreasel 1 2 3 4 5 Xgrav Ygrav Flag ------------------------------- 1 1: Default 1 1.33 1 - 2: 3: 4: 5: 6: 7: 8: 9: 10. 11: 12: 13: -------------------------------------------------------------------------- NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS ------------------------------------------------------------------ ---- NODE Load Displacements (in; rad) Reactions (k,k-ft) LABEL I Comb. I X Y Rotation l X Y Rotation - ---------------------------------------------------------------=------ 0. .000 E-13 3.75 5.02 2 I 1 l 0.05605 -0.004 -050058 l 0.00 -0.00 40.00 BEAM END FORCES ' -------------- -- I'Node End . .... BEAM ILoad.l..*...... .. Node End ........ LABEL CombAxial :Shear Moment . Axial Shear Moment --------------------(K)-----(K)-----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 1 1-9.005 3.752 45.024 9.519 -3.752 -0.000 ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2183 STH STREET, LA VERNE, CA PAGE`` SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE. CA . ----- ------- -------Y-- ---------.------------- AI.SC UNITY CHECK RESULTS ---------------------------=--------------- 'I' . -------- -- `--'-------- -------- 'Jt BEAM Load overall - Center Points LABEL I Comb. I Maximum, I Node 1/4. 1/2 3/4 Node --------------------:----.----------------------- 1 1 0.475 , 0.475 0.363 --- --------- 0.251 0.138 0.026 1 PAGE`` SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE. CA . f +} i y fit` t, p ." .. Ca oa 10 psf x 10 = Lateral Analysis 7.5 Shear Wall Line 13 Roof level ® ( ock 12 psf x L= 7.5 7.5 V = 259 0 Q1 = 259 Ib/ft,x 30/ 2 = 3885 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 4500 Total Load. 3885 Unit Shear= 3885 / . 7.5 ft. = a 518:1b./ft. ' 38850 Use Shear Wall Schedule No. 2 Capacity = 585 Ib./ft. (Mot -.85 x Mr) / 3/8" Plywd. Str. If w/ 8d @ 2/2/12 0.33 ft. Overturning Check 4885' Li 7.5 •. h 10 F Unit Shear = 518 Dead Load Tribituary Load x Arm2/ Mr ' Roof/Clg Load 30 psf x 2 = 60 7.5 1687.5 W 11 d Ca oa 10 psf x 10 = 100 7.5 2812.5 Floor Load 12 psf x 0 _ = 0 7.5 • 0 Additional Pt. D.L. 0 0 7.5 '0 ' Mr = 4500 Mot = 518 plf x 7.5 x 10 38850 Tup-= (Mot -.85 x Mr) / 7.5 ,ft- 0.33 ft. T = 4885' Use' HTT22 Capacity = 5250 lbs. i, At .. FASTFRAMETwo-Dimensio nal Static Frame Analysis Version 1.11 Copyright (C).1988,89 ENERCALC SOFTWARE Project Lot 87 @ Traditions lvv Client Sun Vista , (, 75 5 No. SV -152 Ion Date} *********** 'Prepared By ; SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET ' LA VERNE, CA 91750 (909) 596-0842 PHONE - \-- PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909)'596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA BEAM -STRESS -CHECK -DATA ------------------------------------------------------ BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd L LABEL Y -Y (axis) X -X Y -Y (axis)XX _---- - Cm CbMember? ---------- -------- (ft) - -- -------------------- - Default Beam -Length, 1 1 1 1 No BEAM PROPERTIES -------------------------- --------------------------=-=------------------------------- NODAL DATA - - --- Global Default Temperature -------- 0.00 ---------- NODE Coordinates ------------------------------------ Inertia Boundary Restraints Node Coef. of LABEL Y -Y X Y Property X-dof Y-dof Z-dof Temp I-xx -4) ---------- --------- (ft) --------- --- (0,1,2,in,K-in,radians)----- -- (F) - Tag 1 (in 0 0 11 1 0 2 0 10 0 29000 0.4896' 0.00065 36 Beam -BEAMDATA --- ---- Property -_-____ End Releases TS12x4x3/8 Beam 178 Definition Label I-endI J -end BEAM Length ' I -node J -node -or- Tag x y z x y z LABEL (ft) --------------------------------------- 1 2 1 5 TS10x4x3/8 1 110 _ I I I I. 110.000 BEAM -STRESS -CHECK -DATA ------------------------------------------------------ BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd L LABEL Y -Y (axis) X -X Y -Y (axis)XX _---- - Cm CbMember? ---------- -------- (ft) - -- -------------------- - Default Beam -Length, 1 1 1 1 No --"---------------------------------------------------------------------- NODAL LOAD DATA ----------------------------.-------------------------------------------- NODE Nodal Loads (K,K-ft) Load Case Factors LABEL I'Global X Global Y Moment) 1 2 3 4 5. -- ---------------------------- 1.675 1 PAGE ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA BEAM PROPERTIES -------------------------- ---------- ----------_-------------------------------- AISC/Otherl Area ------------------------------------ Inertia Elastic Weight Coef. of Fy Y -Y Property SECTION -2) I-xx -4) Modulus Density Therm Ex Axis I ,. Tag PROP. LABEL' (in (in (Ksi) (K/ft-3) (/100F) Flag Default 29000 0.4896' 0.00065 36 4 TS12x4x3/8 11.1000 178 2 TS10x4x1/"4 6.59000 79.3000 5 TS10x4x3/8 9.57999 110 3 TS12x6x1/4 8.59000 161 6 - TS12x6x3/8 12.6000 228 1 TS10x6x3/8 11.1000 145 --"---------------------------------------------------------------------- NODAL LOAD DATA ----------------------------.-------------------------------------------- NODE Nodal Loads (K,K-ft) Load Case Factors LABEL I'Global X Global Y Moment) 1 2 3 4 5. -- ---------------------------- 1.675 1 PAGE ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA ------------ NODAL LOAD DATA -------------------------------- NODE I Nodal Loads (K,K-ft) Load Case Factors 3 4 5 LABEL Global X Global Y Moment) . 1 2 --------------------------- --------------------------'--- LOAD COMBINATION DATA Combination Run StressLoad Case Multipliers Factors Y -Load e P ' D scri tion I ? Increase .1 2 3 4 5 I Xgrav Ygrav Flag ----------------------------------------------------------------------------- 1: Default 1 1.33 1 -1 ' 2. 3: 4: 1 6: 7. 9. 10. ' 11: 12: 13: ------------------------ -------- / NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS ------------------------------------------------------- NODE Load Displacements (in, rad) Reactions (k,"k-ft) LABEL I Comb. I X Y Rotation .I X Y Rotation ---------------------------------------------------------------- 1 1 I .0.000 0.000 2E-13 I -1.67 -0.62 16.75 2 I 1 0.229 0.000 -0.0028 0..00 0.00 0.00 BEAM END FORCES ------- BEAM PAGE - ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA Load I........ I Node End ............... J Node End ........ LABEL lComb.1 Axial Shear Moment Axial Shear Moment '--------------------- (K)--.- (K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 1 -0.623 1.67,5 16.750 1.000 -1.675 0.000. ---------- AISC UNITY CHECK RESULTS 1 B----------------- ---------------------=------------------------------- EAM Load Overall 'I' Center Points 'J' LABEL I Comb. l Maximum I, Node 1/4 1/2 3/4 Node i -- __---_-- __-- 1 1 0.221 0.22,i 0.167 0.112 0.058 0.003 PAGE _ ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842_ Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA r , . fir•:. .. .J - ', . .I^ ` , 1997 OBCvLateral Analysis— k n :.....:...... . .:............... ..:.......:::::...:... ................ ..........:.. ...... ........................- -- - - -- - Shear Line = • , . r 14 ^ 10 feet T T= 0.02"(h)^3/4 ' 0.11. < 0.7 sec. w + p Therefore: '. R-' . A 4 2.2 Max Allowable drift -Arn 0.025"h 0.221 in _ Am.- 3 0IWZ* = 0.34 in.,* " ' a 0.34 3' ' ` O K.`` ' ' •. • ^ ,< ' - .Rw .. .fie ': 1 r[r . ,•'. 1 ` ` i' • . , t, ' y ; _ . t r is - - Or r , . fir•:. .. .J - ', . .I^ ` , ..i - ,.y .,. - Lateral Analysis Shear Wall Line 16 Roof level L= 11 V = 155 Q1 = 15.5 Ib/ft x 29/ 2 - 2247.5 Load From Side 0 lb/ft x 0/ 2= p Additional Load p 0 Total .Load 2247.5 Unit Shear = '2247.5 204 lb./ft. Use Shear Wall Schedule No. 4 Capacity =•350 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li 11 h 10' Unit Shear= 204 Dead Load Tribituary Load x Arm2/ Mr Roof/Clg Load 30 psf x 2 = 60 11 3630 Wall Load 10 psf x, 10 = 100 11 6050 Floor Load 12 psf x 0 = 0 11 0 Additional Pt. D.L. 0 . 0 11 0 Mr = 9680 Mot = 204 plf x 11 x 10 = 22475 Tup = (Mot - .85 x Mr) / 11 ft - 0.33 ft. T = 1335 Use HTT22 Capacity = 5250 lbs. . Lateral Analysis Shear Wall Line 17 Roof level L= g. V = 155 01 = 155 Ib/ft x 20/ 2 = 1550 Load. From Side 0 Ib/ft x p/ 2= 0 Additional Load 0 0 Total Load 1550 Unit Shear = 1550 / 6 ft. _ 258 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li 6 h 10 Unit Shear = 258 Dead Load Tribituary Roof/Clg Load Load x ArM2/ Mr Wall Load 30 psf x 5 = 15 psf x 10 = 150 6 2700 Floor Load 12 psf x 0 =- 150 0 6 2700 Additional Pt. D.L. 0 0 6 0 6 0 Mr = 5400 Mot = 258 plf x 6 x 10 = 15500 Tup = (Mot 7.85 x Mr) / 6 ft - 0.33 ft. T = 1924 Use HTT22 Capacity = 5250 lbs. SUMMIT STRUCTURAL ENGINEERING Jos No Structural, Cwi1, Architecture, Energy SHEET No 2283 Fifth Street CALCULATED BY adYeme, CA 9175© CHECKED BY (909) 596-0842 fax (909) 596 5187 ScA<E . g.I. • Lateral Analysis ' A `, '~' .,r ` :; ,. . •. , r- ` 8hearWall;Line . A ;Roof IeVel Mack 'A • ,' • • . 234-: ' . , , _ - *, , Q1 = 234 Ib/ft x r r 15 / '2 = : 1755 Load From Side 0 Ib/ft xf. ,0 /. 2 - Additional Load - 0 , ` 0 Y a t Total Load _ 1755 Unit Shear '*r 1755 / Y 21.5 ft.-' ( 82 Ib./ft. t `. . .. - `.. yNo. Use Shear Wall Schedule 4` Capacity = 350 Ib./ft. 318" Plywd. Str. II wit 8d @ 4/4/12 y • T (. t r 'Overturning Check ', h .10 Unif Shear = 82 • , :. ,'.. -a ..A E. .,Y Dead Load ;= Tribituary` Load x :,, - .Arm?/ Mr Roof/Clg,Load 30 psf x '•5 - 150• 8.5 54i8.8;. ` Wall Load '15, psf x. : ' 10 '150 8.5' 5418.8 • .r Floor'Load. 12,psfz 8.5 0 'x `Additional Pt.yD.L. q. " ! t p . f 8.5 0 `Mr = 10838 y , ' "Mot=, . 82 plf x • 8.5 x• 10 • ,. F' r~ r (Mot - :85 x Mr) / : {tr 8.5 ft; - 0.33 ft. ` Tup = T'= -278 , +. s 4 ?L . f• r. j Use HTT16 r°Capacity = 3480 Ib. SUMMIT STRUCTURAL EiJGINEERING Joe No y. Structural, Cavil, Architecture, Energy SHEET No 2283 iftI1 $treat CALCULATED BY La Yerne, CA 9175© CHECKED BY w (P.Q. 596-0842..:: f6 _(909)..596 5187.. _ ...:'':. _ .. Scnt E ..: ._.._ .. Lateral Analysis Shear Wall Line A Roof level @ Block F L= 17_ V = 157 Q1 = 157 Ib/ft x 38/ 2' = 2983 Load From Side 0 Ib/ft x 0/ 2_ 0 Additional Load 0 0 Total Load 2983 Unit Shear = 2983 / 17 ft. = 175 lb./ft. Use Shear Wall Schedule No. 4 Capacity = 350 lb./ft. 318" Plywd. Str. 11 w/ 8d @ 4/4/12 Overturning Check Li 17 h 10 - Unit Shear = 175 Dead Load Tribituary Load x ArM2/ Mr Roof/Clg Load 30 psf x 5 = 150 17 21675 Wall Load 15 psf x 10 = 150 17 21675 Floor Load 12 psf x 0 _ 0 17 0 Additional Pt. D.L. 0 0 ::. 17 0 Mr = ;43350 Mot = 175 plf x ,17 x 10 = 29830 Tup = (Mot -.85 x Mr) / '17 ft- 0.33 ft. T = -421 Use HTT16 Capacity = 3480 Ib. i -1. I I Unit Shear = 7285 / . -28,ft. y 260 Ib./ft. " • Use Shear Wall Schedule No. 4ty ` P Ca aci 350 Ib./ft. =, '3/8" Plywd. Str:;ll wl 8d @ 414/12 '+''. , + _rte c ^ .* ,.D•,r• k Y { Overturning Check _ .. , . r.,• i 4 Unit Shear= 260. . ' Load x` ,> .• Mf y Iteral,Analysis ;. 5 „r 150,' i 'Arm '8.5-15418.8, Wall Load 15 psf x ,10 150,' ' r ,y 3" 8.5 5418.8,z- , Floor Load psf x _ t v ,0 rt 1B 0 Additional Pt. 'D.L. Q N, '' 0 ' ' Shear Wall Line •tRoof level Mr = X10838 f L= 28 , t Ir -22115 Tup - _ e '_ _ (Mot - .85 x Mr) J 8.5 ft = , ,0 n ft. T_ = 1579' - 4 • I V= . 234: ,. r .1 -" ' Use HTT16_1 l) s c % Traa ;µ N Capacity = 3480 Ib. o. Q1 _ 234 Ib/ft x;. 34 / 2 ; _ •3978 { Load From Side 58 Ib/ft x .r 21 / 2 609 ►11► + .. .: •, : Additional -Load f 2698 , ,` ` , •' •2698 _. Total Load' . , 7285 • , `. , Unit Shear = 7285 / . -28,ft. y 260 Ib./ft. " • Use Shear Wall Schedule No. 4ty ` P Ca aci 350 Ib./ft. =, '3/8" Plywd. Str:;ll wl 8d @ 414/12 '+''. , + _rte c ^ .* ,.D•,r• k Y { Overturning Check _ .. , . r.,• i 4 Unit Shear= 260. ' Dead Load•" Tribituary. ' Load x` ,> 2/ Mf y F Roof/CIg Load 30psf x 5 „r 150,' i 'Arm '8.5-15418.8, Wall Load 15 psf x ,10 150,' ' r ,y 3" 8.5 5418.8,z- , Floor Load psf x _ t v ,0 . 8.5 0 Additional Pt. 'D.L. Q N, '' 0 ' ' 8.5 .0 Mr = X10838 f Mot = 260 pif 'x 8:5,x"° 10':= ` -22115 Tup - _ e '_ _ (Mot - .85 x Mr) J 8.5 ft = , ,0 n ft. T_ = 1579' - , I a f ' Use HTT16_1 l) s c % Traa ;µ N Capacity = 3480 Ib. o. a Lateral Analysis Shear Wall Line C , Roof level r L= 32.5 V= 814.. Q1 = 814. Ib/ft x 25/ 2 10175 Load From Side 234 Ib/ft x 19/ 2 _ 2223 Additional Load 580 580 Total Load 12978 Unit Shear = 12978 P 32.5'ft. = 399 Ib./ft. Use Shear Wall Schedule No. 3 Capacity = 490.Ib./ft. 3/8" Plywd. Str.11 w/ 8d @ 3/3/12 .° r Overturning Check Li 15 ` h- 10' t , Unit Shear = .3991" , Dead Load _ Tribituary Load x Arm2/ Mr Roof/Clg Load 15 psf x 10 = 150 15 16875 Wall Load 10 psf x 10 100 15 11250 , Floor Load 12 psf x 0 = 0 15 0 Additional Pt. D.L. 0 0 - 15 0 Mr = 28125 ` Mot = 399 plf x 15 x 10 = , 59898 Tup =• (Mot -.85 x Mr) / 15 ft- 0.33 ft. T = 2453 Use HTT22 ` Capacity = 5250 lbs.' ` Lateral Analysis', ♦ , ' •• j ;' ShearWaII Line D '-,Roof levelIF ' L= ; 4.': r i0 f V = 814 i / 2 - 75 Q1 = .. 814 Ib/ft x . , ' 25 101 ' Load From Side 2Ib%ft x 14 / 2 - 1610 30 t- x 'Additional Load 3941~*a. .3941 Total Load 15726 Unit Shear 15726 E' / 4 ft. .`' 3932 Iti.lft. F . Use steel moment column per plan: •' r , ` See calculations on following pages: : ' ° ♦ra t - e It [F F r L It Ir '1 fes' ♦ ...,.. '^j ; _. .• .. N, -. • • • ` SUMMIT STRUCTURAL L'ENGINEERING Jos Flo Structural, Civil, Architecture, Energy SHEET No 2283 Fifth Street CAmd- UTED BY ♦ La Meme, CA 91750 CHECKED BY 490911696:z*., fax (909) 596 5187 ._..... Sc E FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C) 1988,89 ENERCALC SOFTWARE Project -Lot 87 Q Traditions Y 93�k S Client Sun Vista No. SV -152 Date *********** 147,(21777; 1 ------------- FreeStanding_ Steel Column - - -,---- 2 Nodes 1 Nodal.Loads 1 Beams 0 Beam Point Loads 1 Load Cases 0 Beam Distrib.. Loads Prepared By SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET LA VERNE, CA 91750 - i(909) 596-0842 PHONE y9_ 'PAGE SUMMIT STRUCTURAL ENGINEERINGPhone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA ----------------------------------------------------------------- NODAL DATA I' -Global Default Temperature= 0.00 ------------------------------------------------------------------------ NODE -Coordinates' Boundary Restraints Node LABEL X Y X-dof - Y-dof Z-dof Temp ---=------ --------- (ft) --------- --- (0,1,2',in,K-in,radians)-----(F)--- 1 0 0 1 1 1 0 2 0 12 0 BEAM DATA Beam Property End Releases Beam Definition Label I=end J -end BEAM Length I -node J -node. -or- Tag x y z I x y z LABEL (ft). ------------------ 1 - 2 I 1, I I I 1 112.000 ----------------------------- ------------------------------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths. K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y '(axis) X -X Cm Cb Member? =--------- -------- (ft) ------- ------------------ ------------- - Default Beam Length` 1 1_ 1 1 No BEAM PROPERTIES --------- AISC/Other -- ' Area Inertia Elastic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus.Density Therm Ex Axis Tag PROP. LABEL (in^2) (in -4) (Ksi), (K/ft-3) (/100F) Flag' I4 Default TS12x4x3/8 11.1000 29000 A.4896 178 0.00065 36 2 TS10x4x1/4 6.59000 79.3000 5 TS10x4x3/8 9.57999 110 3 TS12x6x1/4 8.59000 161 1 TS12x6x3/8 12.6000 228 6 TS10x6x3/8 11.100.0 145 j--------------------------------=--------------------------------------- NODAL LOAD DATA NODE Nodal Loads (K,K-ft) Load Case Factors LABEL I Global X Global Y 'Momentl 1 2 3 4 ----=--------------------------------=-------------------------- 6.821 —`:..-=E-- 21 3.932 PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA I ------------------------------------- ------------------------------- NODAL LOAD DATA ------------------------- ----------------------------------------------- NODE l Nodal Loads (K,K-ft)l Load Case Factors LABEL Global X Global Y Moment 1 2 3 4 5 -----------------------------------------=----------------- ------------- LOAD COMBINATION DATA ------------------------------------------------------------------------ Combination s Load Case Multipliers Factors Y -Load Description jRunjStres ? Increasel 1 2 3 4 5 I Xgrav Ygrav Flag 1: Default 1 1.33 1 -1 2: 3: 4: 5: 6. 7: 8: 9: 10: 11: 12: 13------------------------: ------------------------------------------- -------------7---------------------------------- NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL l Comb. l X Y Rotation X IY Rotation -031.93 47.18 2 l 1 l 0.0.05902, 0.0003 -050061 l 00 0.00 0.00 BEAM END FORCES ------------------------------------------------------------------------ BEAM ...... I Node End ...... ...... J Node End ........ LABEL ILoad.1. Comb Axial Shear Moment Axial Shear Moment --"------------------(K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 l 1 l -6.307 3.932 47.184 6:821 -3.932 0.000 PAGE SUMMIT STRUCTURAL ENGINEERING. Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1 ................. ............... _................. .__...._ Shear. Line = p` h = , , 12 feet T - 0:02*(h)^3/4 0.13, < 0.7 sec. Therefore: R = * . ., 2.2 Max Allowable drift , _ r .'Om 0.025*h x u" 0±489 in ` O•= m ; • 3 6.`' 0.7R*dS = - , 0.15 in , ,..i t 0.75 < 3.6'. O.K. Y r41 2 it • .. •,+. ' ; - - •. Jy > ,. 1 )..may.• r ! .Y .. 1 • • ! .. Y ... • rye'^ ! r I •^. ' 7 • y, !' . ".. ,. ' ' fit• .. Lateral Analysis • Shear Wall Line ' k6o-fl6el' ' ° ' f r 7 N "IF♦ • . w J ' 4 - V`- t'. E , 230, iF, a ; ,' ; !"`I q1 230 Ib/ft'x.I 12 /". 2 =j '" 1380 23 Load From Side O-lb/ftx • 0 /. 2 = ro •; 0 'r 4 f:O ' <• • ,1 + • '` - •W Additional Load i 01" r+'} Total Load j I 1380.,'' •' r ` :Unit Shear = . • • 1380; / ' 1 ft. Y• 1380 Ib./ft `« Use steel moment column per plan. .. See calculations on following pages IL . 1- FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C) 19.88,89 ENERCALC SOFTWARE Project Lot 87 Q Traditions l D, Client Sun Vista `[ No. SV 152 Date *********** 1 Beams' 0 Beam Point Loads 1 Load Cases 0 Beam Distrib. Loads Prepared By SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET LA VERNE, CA 91750 (909) 596-0842 PHONE PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA ------------------------------------------------------------------------ NODAL DATA Global Default Temperature = 0.00 ------------------------------------------------------- ---------------- NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp ---------- --------- (ft)------------(0,1,2,in,K-in,radians)-----(F)--- 1 0 0 1 1 1 0 2 0 10 0 BEAM DATA Beam Property End Releases Beam Definition Label I -end I J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL (ft) ------------------------------------------------------------------------- 1 _ 2 1 I I I 1 110.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft)-------- ----------------------------------.----- Default Beam Length 1 1 1 1 No BEAM PROPERTIES --------------- NODAL LOAD DATA NODE I Nodal Loads (K-,K-ft)I Load Case Factor LABEL Global X Global Y. Moment 1 2 3 4 ----------------------------------------------------------------- 2 1.38 0.828 1 `-- PAGE . . SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA AISC/Otherl Area Inertia Elastic Weight Coef. of-Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag -------------------------------------------------------------------------- PROP. LABEL (in -2) (in -4), (Ksi) (K/ft-3) (/100F) Flag Default 29000 0.4896 0.00065 36 4 TS12x4x3/8 11.1000 178 1 TS10x4x1/4 6.59000 79.3000 5 TS10x4x3/8 9.57999 110 3 TS12x6x1/4 8.59000 161 2 TS12x6x3/8 12.6000 228 6 TS10x6x3/8 11.1000 145 --------------- NODAL LOAD DATA NODE I Nodal Loads (K-,K-ft)I Load Case Factor LABEL Global X Global Y. Moment 1 2 3 4 ----------------------------------------------------------------- 2 1.38 0.828 1 `-- PAGE . . SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA NODAL LOAD DATA NODE l Nodal Loads (K,K-ft)Load Case Factors LABEL Global X Global Y` Momentl 1 2 3 4 5 -------------------------------------------- ------------------------------ --------------------------------------------- LOAD COMBINATION DATA ------------------------------------------- Combination I RunlIncreasel Stress Load Case Multipliers Factors Y -Load Description ? 1 2 3 4 5 l Xgrav Ygrav Flag ----------------------------------- 1: Default 1 1.33 1 2. - 3:. 4: 5: 6: 7: 8: 9. 10: 11: 12: 13: ------------------------------------------------------------------------- NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL Comb. X Y Rotation l X Y Rotation 11 l 0.00 0.000 l 0 -1E-13 1 -.38 -0.60 13.80 2 1 0.346 0.000 -0.0043 0. l 00 0.00 0.00 BEAM END FORCES ----------- BEAMLoad IComb.l I Node End J Node End LABEL Axial Shear Moment A. xial. Shear Moment -------------- ------ (K) --- :-(K)----(K-ft)--- --- (K) ------ (K) ---- (K -ft) -- 1.I 1 l -0.604 1.380 13.800 0.828 -1.380 '-0.000 PAGE _- SUMMIT STRUCTURAL ENGNEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA - 1997 UBC Lateral' Analysis 4 ' _....:............._:_..:.............:......._.._.............:....._........................_.._ ....._:...._.. _ ...:._......__...... _.. ................................................ Steel C.o:lumn Drift Calculatio.... ..... . .,... _ .............................. ....... ::.:: .:.:.. ' ..::: ............. Shear Line = ` F In = : .. :_ 10 ;feet T = ? R = .- IT= 0.02*(h)^3/4 0.11 '<`0.7 sec. 2, 2' ` . . Therefore: J ' Max Allowable drift , >: w R , * * =.0"025*h dS = s 0.334 in s Om = 3 ' 0.51 in y ' r 0.51 < 3 ;O.K. a ', - ' . .. . 'rte. .' ` ,\ C•rT, 1 ~•; .. _. "'•- •e: yha + e'er - ' r' a. - 1 ., r r. { "k Y. /P ♦ { V .•. _; c: ts• + J Y - \ J , 'r a.r :• , M 'M• - , L 1r .•l , • SUMMIT STRUCTURAL ENGINEERING Jos No Structural; Ci ii, Arch tecttire, Energy SHEET ' a' 2283 Fifth Sheet ....o CALCULATED i3Y La Verne, CA 91750 CHECKED BY ).596 0842 fax 4.9 9,Y5.9 (909) 596 518T SCALE y+ • e ` Y i "` '• ,'' .! ..! • t 1, - 1 `• ,Y • a Lateral Analysis _} Shear Wall Line G j Roof level w, 12 V= Q1 = 3, 225 Ib/ft x--7"26"/ `{2 4; 2925 A x Load From Side 0 Ib/ft x 0 F, 2 , _ `m :£ p ., '. _ c ' c Additional Load .~` 0 0 x [ Total`Load 2925 F - ,: , z.., .1 Unit Shear" 2925. / .'` " 12 ft: 244 Ib.1ft. F ` aro • ~2 _,^ }t,• w. :-` Use Shear Wall Schedule No: 4 Capacity = 350 ;, i t • Ib - - 318" Plywd.;Str. 11 wl 8d @ 414112 , ' „ k- ' [ T'. !+ a`. A 71TA Fr • i I" 1 %V1 ; ., . Overturning;Check Li' 12.1 • -. - 'fly, 3r •+ "4 . .. • ( y ,r ' ,C .. ! - Unit Shear 1 - Dead Load + Tribituary _ Load' . [ Roof/Clg Load 30 psi'x 15 = 450 x : r Arm2/ `Mr '- r - 12 -32400, Wall Load, 16, Psf x 10 • _ . 15o 12' 10800' - ` Floor Load 12.psf x -0 0' 12 << 0, { • + ' Additional'Pt. 6.L, -.. 0 . .r t 0 j 12 ' 0 , Mr - '43200 Q Mot - 244 ,plf x 12 x 10 - 29250 r , ° TUp = (MOt - .85 x" Mr) / 12: ft 033 ft. ' T = -640 * +•_ -. 3 ',fir r • ... y, _ y. - 1 y f Use HTT22 `{ , ' Ca aci ,5250Ibs. lie - ....MSTRUCTURAL ENGINEERING . Jos No : . Structural, Civil, Architecture, Energy SHEET IVO ' 2288 Flfth $treat .........ALCULATED BYh. La Veme, CA 9175© (909) 596-0842 fax (909) 596 5187 CHECI D BY SCALE .. _.__.:...... ._.. FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C) 1988,89.ENERCALC SOFTWARE Project Lot 87 Q Traditions Client Sun Vista No., SV -152 Date *********** Free Standing Steel Column ------------------------------- 2 Nodes 1 Beams p l•y L 3 k.cps 1 Nodal. Loads 0 Beam Point Loads 1 Load Cases 0 Beam Distrib. Loads -----------= ------------------------------------------- ----- Prepared By SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET LA VERNE, CA 91750 - (909) 596-0842 PHONE PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 . 2283 5TH STREET, LA VERNE, CA ---------------- ----------------------------- PROPERTIES ------------- ----------------------------------------------------------- Area -BEAM ------------------------------=--------- Inertia Elastic Weight Coef. of NODAL DATA Global Default Temperature = 0.00 Property ------------------------------------------------------------------------ NODE Coordinates Boundary Restraints Node Density LABEL X Y Axis X-dof Y-dof Z-dof Temp PROP. LABEL ---------- --------- (ft)--------- (K/ft-3) ---(0,1,2,in,K-in,radians)-----(F)--= Flag 1 2 0 0 0 10 1 1 1 0 0 0.4896 0.00065 36 iBEAM DATA TS12x4x3/8 11.1000 ------------------------------ Beam Property __-___-___-------________-_-----__----__ End Releases Beam Definition Label I -end J -end I BEAM Length I -node J -node -or- Tag x y z x y z LABEL (ft) 110 1 2 1 1 3 TS12x6x1/4. 8.59000 _ I I I I 110.000 -------------------------------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) 'X -X Y -Y (axis) 'X -X Cm Cb Member? ---------- -------- (ft) ------- ---- Default Beam Length 1 1 1 1 No ----------------------------- PROPERTIES AISC/Otherl Area -BEAM ------------------------------=--------- Inertia Elastic Weight Coef. of Fy Y -Y - Property SECTION -2) I-xx Modulus -4) Density Therm Ex Axis Tag PROP. LABEL (in (in (Ksi) (K/ft-3) (/100F) Flag Default 29000 0.4896 0.00065 36 1 TS12x4x3/8 11.1000 178 4 TS10x4x1/4 6.59000 79.3000 5 TS10x4x3/8 9.57999 110 3 TS12x6x1/4. 8.59000 161 2 TS12x6x3/8 12.6000 228 .6 TS10x6x3/8 11.1000 145 NODAL LOAD DATA ----------- --------------------------------.----------------------------- NODE I Nodal loads (K,K-ft)I Load .Case Factor LABEL Global X Global Y Moment 1 2 3 4 --------2 -- - - - I 1.463 - --- 3------------- .791 ----.---------------- T —_ -___ ` — PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NODAL,LOAD DATA NODE I Nodal Loads (K,K-ft) I Load Case, Factors LABEL Global X Global Y Moment 1 2 3 4 5• --------------------- LOAD COMBINATION DATA Combination Run StressLoad Case Multipliers Factors Y -Load Description ? Increase -1 2 . 3 4 5 1 Xgrav Ygrav Flag 1: Default 1 1.33 1 -1 2. 3: 4: 5: 6: 7: 8: 9. 10. 11: 12: 13.: ------------------------------------------------------------------------ ------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL ------------------------------------------------------------------------- Comb. X Y Rotation X. Y Rotation 1 1 0.000 0.000 -1E-13 -1.46 -3.41 14.63. 2 1 0.163 0.001 -0.0020 I 0.00 0.00 0.00 BEAM END FORCES BEAM I.Node End ....:... ....... J Node End ........ LABEL ILoad.1....... Comb Axial Shear Moment Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 I 1 I -3.414 1.463 14.630 3.791 -1.463 0.000 PAGE. SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA r Lateral Analysis , Shear Wall Line - IA : Roof level L= 1 V=248"16/38=104 V = 104 Q 1 = . . 104. lb/ft x 22/ 2 _ 1144 Load From Side 0 Ib/ft x, 0/ 2 = 0 Additional Load Np p Total Load 1144 Unit Shear = 1144 / 1 ft. = 1144 Ib./ft. Use Simpson "Strong Wall" ICBO No. PFC5485 SW32x10-4 Cap. = 246011b. I C, _' ? , Y. ' 1. ,)) + r t i - - e - , , ' • Lateral Ar alysls 1 Shear Wall Line J Roof level V f' x.144; _ - .1 a e7 r, ..a s - .., .3'' , . ,rte, ej < .. •r a= 1 n Q1 144,;Ib/ft x * 20 /. L2 _'`* 1440 '' _ 0 Load From Side O.Ib/tx - 0. i 1 • . e Yy Load 0Additional 0 , r Total Load .. r7 1440 c • .: ' Unit Shear = 1440 } / .,, 20 ft: -72 Ib./ft. Use Shear Wall Schedule No. 4 Capacity ,= 350 ib /ft.f 3/8" Plywd. Str. Il w/ 8d. @ 4/4/12 Flet Overturning Check ,5M h . -10 ;r. Unit Shear 72-- x Dead LoadxMr f ''' Tribituary- Load F, + Arm2/ ,Lh ' Roof/Clg Load . 30'psf x, " ` 7 `. . • 210 . 2625 _ t Wall Load •15spsf x,. 10 d 150 5 1875 Floor Load 12:psf x 0• - 4 0 5 0. . Additional Pt. D.L. O r ti 0 5 0 r^ Mr = 4500 , z • ~ +3600 • Mot= , 72p1f x 5 x 10 _ a .E Tup = (Mot - .85 x'Mr) / -5 ft- ;...0.33 ft.-, T = '48 . _. ' 'Use HTT22" ~!" _Capacity, = 5250 lbs: i \ 11 } • , - Cr: uui .CTono Rnslwr. Cwrn_iu