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BRES2015-0414_ PO. BOX 1504 APPLICATION ONLY Buildingq ;�7,8-495 CALLE TAMPICO Addresssc$ _� 14� �`'' . - -- LA QUINTA, CALIFORNIA 92253 7yA1r__ V - Owner - 57^64P_ BUILDING: TYPE CONST. j OCC. GRP. Mailing � / Address 2l_f�7 L/ E s- W, A.P. Number 7:7 7] - 1R0 ' �� ' �7 /� City Zip 15-M2-S_7-71 Legal Description LD7,37 �� f�% Zg�gif�- `� f}L Contractor Project Description ANG /Ly Address Tel. State Lic.I City I & Classif. Lic. # Arch., Engr., tr= I Designer Address Tel. @ r!2 P��'� 19� IuD. # y9 LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Pro'essions Code, and my license is in full force and effect. SIGNATURE DATE OWNEWBUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contrac- tor'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 (5500). OI, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or 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 ofsale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not appy to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certiScate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑Copy is filed with the city. ❑Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT.' If, alter making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097. Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is susperded for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT Sq. Ft. No. No. Dw. Size %yg'?S` Stories Units New [D Add Alter❑ Repair❑ Demolition //9 / S Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL CONTACT INFORMATION NAME: PHONE: 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 Issued by: Validated by: — Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: I COMM/IND.AMOUNT: DATE: RECEIPT: CHECK #: INITIALS CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: Qhe Hideaway Date: January 15, 2016 Owner's Name: Carol and Gerry Perkel Phone No. 760-773-6633 Project Address: 80-926 Via Pessaro, LaQuinta Project Description: New Single Family Dwelling APN: 777-380-006 Tract #: Lot #'s: Type of Development: Residential XX1 Commercial Total Square Feet of Building Area: 6489 Industrial Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: January 15, 2016 Signature:—�� *********************************************************************** SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code 17620 Number of Sq.Ft. Amount per Sq.Ft. Amount Collected Gov. Code 65995 6489 $3.36 $21803.04 Project Agreement Existing Not Subject to Fee Approval Prior to 1/1/87 Requirement Building Permit Application Completed: Yes/No By: Elsa F. Esqueda, Director of Facilities and Maintenance Note: Pursuant to AB 181 any room additions or enclosures of 500 sq. ft. or less are exempt from developer fees. Any mobile homes being relocated within the same school district's jurisdiction are exempt from developer fees. Certificate issued by: Laurie Howard, Secretary Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. i�iV:cnnydoes'devl'ees'Certilicate of compliance Form upchted 3-2007 11/2010 til FM ELITX NATIONAL Ti'ItLE COMPANY 5UROISION DEPARTMM ... . WHEN RECORDED MAIL TO: Mr. and Mrs. Perkel 1745 South Shore Blvd. Lake Oswego, OR 97034 MAIL TAX STATEMENT TO: SAME AS ABOVE DOCUMENT TRANSFER TAX $ 759.00 XX Computed on the consideration or value of property conveyed; OR DOC N 2004-0398117 05/20/2004 0a:00A Fee:19.00 Page 1 of S Doc T Tax Paid Recorded in Official Records County of Riverside Gary L, Orso Assessor, County Clerk a Recorder 1111111111111111111111111111111111111111111111111111111 M $ U PAGE 812E DA PCOq .N000R "'. M88 C, , COPY LONG I R.111ND NGiO I MWA A R L Computed on the consideration or value less liens or encumbrances remaining at the time of sale. Signature of Declarant or Agent determining tax - Firm Name '14 / 0 0493 0 TRA: 0 1w GRANT DEED FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, ND LA QUINTA PARTNERS, LLC, a Delaware limited liability company ("Grantor"), hereby GRANT(S)to Gerald R. Perkel and Carole J. Perkel, Husband and Wife, as Community Property with Right of Survivorship ("Grantee"), the real property located in the City of La Quinta, County of Riverside, State of California, described as: See Legal Description attached hereto and incorporated herein as Exhibit "A", SUBJECT TO all matters of record including, without limitation, the covenants and agreements described in Exhibit "A" attached hereto. Dated: A PR tL (1 ft4 �1v�® DEC 0 a JOS C� OF %jt ,L ,Pif ND LA QUINTA PARTNERS, LLC, a Delaware limited liability company By: Nationwide Realty Investors, Ltd. an Ohio limited liability comps its managing ;be.r By• os h L. Arenson Authorized Representative Order: Doc: RV:2084 00398117 (DEO - 5/26/2004) Page 1 of 8 Created Gy: Gabe Cecchtrd Printed: 11/19/2015 10:44:14 AM STATE OF California COUNTY OF _Riverside On April 1, 2004 before me, K. Larbv, Notary Public (Name, Title of Officer) personally appeared Joseph L. Arenson personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the ,entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. (Signatur of N rylic) L OFffCIAL SfAiCOMM � �26e79r Notary Public . Caiffomla RIV£RSIOE COUNTY MY COMMISSIM E*R9 JUNE 24, 2004 (This area for notarial seal) Order: Doc: RV:2004 00398117 (DEC - 5/26/2004) Page 2 of 8 Created By: Oahe Cecchh Printed: 11/19/2015 10:99:15 AM "GRANTEES HEREBY EXPRESSLY DECLARE AND ACCEPT THE TRANSFER OF THE HEREIN DESCRIBED PROPERTY AS COMMUNITY PROPERTY WITH RIGHT OF SURVIVORSHIP." Date: Date; D1P-Cq0" STATE OF GAttF9R1`4!k /J COUNTY OF �P�C�!/L"lam _jSS On Cw ( a OCA before me, (/Gt dec-,NotaryP bfic(here insert name antitle � offtcer)r personally appeared �v �C C/� ,eo 2 XX - 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(les), 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 and official seal. Signature. `�.. UFFIC iALSEAL EVA C.SPRECHER NOTARY PUBLIC -OREGON , cOMMISSION NO. 339198 fAY COMMISSION EyPIP£S OCi08� � Order: Doc: RV:2004 00398117 (DEG - 5/26/2004) Page 3 of 8 Created BV: Gabe CeccWnl Printed: 11/19/2015 10:44:15 AM EXHIBIT "A" Legal Description Parcel No. 1: Lot 37/38 of Amended Tract No. 29894-3, in the City of La Quinta, County of Riverside, State of California, as per Map recorded in Book 351, Pages 35 through 48, inclusive of Maps, in the Office of the County Recorder of said County and shown on Grant Deed recorded April 13, 2004 as Instrument No. 2004-026670of Official Records. Grant Deed reflects Parcel Merger No. 2004 -�as approved by the City of La Quinta. EXCEPTING AND RESERVING THEREFROM TO GRANTOR, and its successors, assigns, invitees, licensees and employees, together with the right to grant and transfer all or a portion of the same, all easements and rights for access, ingress, egress, encroachment, maintenance, drainage, support, and for other purposes over the Association Maintenance Areas and other portion of the Lot, reserved to Grantor in the following instruments: _ 1. The Amended and Restated Declaration of Covenants, Conditions and Restrictions and Reservation of Easements for The Hideaway Owners Association (as amended or supplemented, the "Declaration"), recorded on December 13, 2002, as Instrument No. 2002- 745939, of Official Records of Riverside County, California (the "Official Records"); 2. The Supplementary Declaration of Annexation of Property, recorded on March 4, 2004, as Instrument No. 2004-0151981, of Official Records of Riverside Country, California. FURTHER RESERVING THEREFROM, the right to enter the Lot for a term of twelve (12) months following the recordation of this Grant Deed, to complete and repair any improvements or landscaping located thereon as determined necessary by Grantor, in its sole discretion, in order to comply with requirements for the recordation of the Final Tract Map, the grading of said Tract and/or in compliance with the requirements of applicable governmental agencies. Such entry by Grantor shall be preceded by reasonable notice to Grantee before such entry. If this reservation of right of entry is not complied with by Grantee, Grantor may enforce this right of entry in a court of law. Grantee shall be responsible for all damages arising out of said breach including attorneys' fees and court costs. This reservation of right of entry shall automatically expire twelve (12) months from the recordation of this Grant Deed. Parcel No. 2: Nonexclusive easements for access, ingress, egress, drainage, maintenance, repairs and for other purposes, all as described in the Declaration. Order: Doc: RV:2004 88398117 (DEC - 5/26/2004) Page 4 of 8 Created 8V: Babe CecchW Printed: 11/19/2015 18:99:15 AM SUBJECT TO: 1. Non delinquent general, special and supplemental real property taxes and assessments. 2. All other covenants, conditions, restrictions, reservations, easements, rights and rights-of-way of record including, without imitation, the Declaration and the Map for Tract No. 29894-3. Grantee, by acceptance and recordation of this Grant Deed, hereby (a) accepts and approves all of the for in this Grant Deed, (b) grants to Grantor and The Hideaway Owners Association such powers and rights as are set forth in the Declaration, and (c) accepts, covenants and agrees to be bound by and assume performance of all of the applicable provisions and requirements set forth in the Declaration, including Section 13.15 establishing the procedure for resolving disputes with Grantor, and the notice, which provisions and requirements are acknowledged to be reasonable and incorporated herein by this reference thereto. This grant is conditioned upon the performance of such provisions and requirements as are to be performed by Grantee under the Declaration. The restrictions on use and occupancy of the Lot are set forth in the Declaration to which this Grant Deed is specifically and expressly made subject. GRANTEE HEREBY ACCEPTS AND APPROVES THE FOREGOING, granting unto Grantor and The Hideaway Owners Association such powers and rights which are set forth in the Declaration defined above, on f`1 Z ( , 2004. era d K. Perkel Carole J. Perk STATE OF ) / . ) ss. COUNTY OF CL 6,& On /%7 C;)tl , 2004, before me, the undersigned, a notary public in and for said State, personally appeared Gerald K. Perkel and Carole J. Perkel, personally known to me (or proved to me on the basis of satisfactory evidence) to be the persons whose names are subscribed to the within instrument and acknowledged to me that they executed the same in their authorized capacities, and that by their signature on the instrument the persons, or the entity upon behalf of which the persons acted, executed the instrument. WITNESS MY HAND AND OFFICIAL SEAL. [SEAL] Signature My commission expires: ®(��ioZae OFFICIAL SEAL EVA C.SPRECHER NOTARY PUBLIC -OREGON (. COMMISSION NO. 339198 t MY COMMISSION EXPIRES OCTOBER 8, 2004 Order: Doc: RV:290;1 0098117 (DEC - 5/26/2004) Page 5 of 8 Created By: Gabe Cecchini Printed: 11/19/201510:44:16 AM RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: Penny H. Serrurier Stoel Rives LLP 900 SW Fifth Avenue, Suite 2600 Portland, OR 97204 DOC # 2013-0353533 07/23/2013 08:00R Fee:21.00 Page i of 3 Recorded Ln Official Records County of Riverside Larry U. Hard assessor, County Clerk 6 Recorder 11111111111111111111111111111111111111013,1!!1 S R U PAGE SIZE DA MISC LONG RFD COPY 1..-D M A L 465 4284805'NCOR SMF NCHG exaa OAV T: CTY UNI GRANT DEED The undersigned declares that the DOCUMENTARY This conveyance transfers an TRANSFER TAX is S 0 and is interest into or out of a Living computed on the full value of the interest or property Trust, R & T 11930. conveyed; OR IS computed on the full value of liens or encumbrances remaining thereon at the time of sale. APN: 777-390-006 Signature of Declarant TRA: 020-160 FOR VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, GERALD K. PERKEL AND CAROLE J. PERKEL, husband and wife, as community property with right of survivorship, Grantors, grant to GERALD KENNETH PERKEL AND CAROLE JEAN PERKEL, TRUSTEES OF THE GERALD K. PERKEL REVOCABLE TRUST DATED MAY 14, 2013, AND GERALD K. PERKEL AND CAROLE J. PERKEL, TRUSTEES OF THE CAROLE J. PERKEL REVOCABLE TRUST DATED MAY 14, 2013, Grantees, each as to an undivided one-half interest, the real property located in the City of La Quinta, County of Riverside, State of California, described as follows: See Legal Description attached hereto and incorporated herein as Exhibit "A." SUBJECT TO all matters of recording including, without limitation, the covenants and agreements described in Exhibit "A" attached hereto. DATED: May , 2013. 73774780.10048370-00001 Gerald K. Perkel Carole J. Perkel La Quints, CA Order: Doc: RV:2013 00353533 (DEG - 7/23/2013) Pogo 6 of B created By: Cape CecchW Printed: 11/19/2015 10:99:16 AM CERTIFICATE OF ACKNOWLEDGEMENT OF NOTARY PUBLIC STATE OF OREGON COUNTY OFA18'100 -IL ) On May,±, 2013 before me, �/(��`f/� notary public in and for said County and State, personally appeared Gerald K. Perkel and Carole J. Perkel,'personally known to me (or proved to me on the basis of satisfactory evidence) to be the persons whose names are subscribed to the within instrument and acknowledged to me that they executed the same in their authorized capacity, and that by their signatures on the instrument the persons, or the entity upon behalf of which the persons acted, executed the instrument. WITNESS my hand and official seal OFFICIAL SE& 3a CERYL A lgnatur f otary Public) NOTARY PU UC -OGRE ON COMMISSION NO. 462213 MY COMMISSION EXPIRES SEPTEMBER 28, 2019 73774780.10048570-00001 Order: Doc: RV:2013 00353533 (DEO - 7/23/2013)Page 7 of 0 Created By: Gabe cecchN Printed: 11/19/201510:44:17 nM EXHIBIT A LEGAL DESCRIPTION Parcel No. 1: Lot 37/38 of Amended Tract No. 29894-3, in the City of La Quinta, County of Riverside, State of California, as per Map recorded in Book 351, Pages 35 through 48, inclusive of Maps, in the Office of the County Recorder of said County and shown on Grant Deed recorded April 13, 2004 as Instrument No. 2004-0266763 of Official Records. Grant Deed Reflects Parcel Merger No. 2004-455 as approved by the City of La Quinta. Parcel No. 2: Nonexclusive easements for access, ingress, egress, drainage, maintenance, repairs and for other purposes, all as described in the Amended and Restated Declaration of Covenants, Conditions and Restrictions and Reservation of Easements for The Hideaway owners Association (as amended or supplemented, "the Declaration"), recorded on December 13, 2002, as Instrument No. 2002- 745939, of Official Records of Riverside County, California and the Supplementary Declaration of Annexation of Property, recorded on March 4, 2004, as Instrument No. 2004-0151981 of Official Records of Riverside County, California. SUBJECT TO: Non delinquent general, special and supplemental real property taxes and assessments. 2. All other covenants, conditions, restrictions, reservations, easements, rights and rights-of-way of record including, without limitation, the Declaration and the Map for Tract No. 29894-3. 3. Reservation in Grant Deed dated April 1, 2004, recorded May 26, 2004 as Document No. 2004-0398117. EXHIBIT A 73774780.10048570-0000) Order: Doc: RV:2013 00353533 (DEO - 7/73/2013) 1 Page 0 of 0 Created By: Gabe CecchW Printed: 11/ 19/2015 10:44:17 AM November 23, 2015 Mr. and Mrs. Gerry Perkel 23945 SW. 651 Avenue Tualatin, OR 97062 Re: Lot 37/38C at 80926 Via Savona Final Design Review #1 Dear Mr. and Mrs. Perkel, This correspondence shall serve as notification that the Hideaway Design Review Committee (DRC) reviewed the final construction documents as part of the November 17, 2015 meeting. The project has been approved to start construction, subject to the following comments being addressed prior to the start of framing at the lot: 1. Please refer to past comments from Gerry Tarsitano as applicable. 2. The landscape pots and roof tile samples were approved as submitted. 3. The guidelines indicate a requirement for a minimum of five — 48" box canopy trees to be utilized at each lot. Please upsize your trees as necessary. 4. The construction details call for the materials "to be selected". Typically the call -outs match the color board to ensure compliance by sub -contractors in the field. Please make certain all applicable samples, including hardscape, are provided in the field for review during construction. 5. Due to the circular driveway taller plant material should be utilized. The plan submitted indicates plants with a mature height of only 30" which is not sufficient to screen vehicles. Please make the appropriate changes so that larger/taller plant species are installed. The goal is to provide softening of the hardscape and appropriate screening of vehicles parked in the driveway. 6. Courtesy comment: The two primary trees selected for the front yard are both deciduous in the winter months and the Orchid tree was removed from the Plant List in the revised guidelines (July 2015) for this reason. The committee suggests the use of a Caesalpinia cacalaco if you are desirous of a flowering tree in the front yard. Please contact Brook Marshall at 760-219-8057 or by email at DRCFacilitator@gmail.com with any questions or to schedule your Pre -Construction Meeting once a Builder Permit has been obtained. Sincerely, THE HIDEA WAY DESIGN REVIEW COMMITTEE IIn Title: cc: Stracts; EE, DRC File Date: Pursuant to Cal. Civil Code, any rejection by the DRC may be appealed to the Board of Directors for the Association. If you wish to pursue an appeal, please contact the Association's property manager directly. Riverside County Fire Department Fire Protection Planning Section Riverside Office: 2300 Market St., Ste. 150, Riverside, CA 92501 Ph. (951) 955.4777 Fax (951) 955-4886 Murrieta Office: 39493 Los Alamos Rd., Ste A. Murrieta, CA 92563 Ph. (951) 600-6160 Fax (951) 600-6164 Palm Desert Office: 77-933 Las Montahas Rd., # 201 Palm Desert, CA 92211.4131 Ph. (760) 863-8886 (760) 863.7072 Fire Department Clearance/Release Date: to -2u -16 To: LA 0 %i LN T. V, 4 S Fax: TracVParcel Map #: %�D"wft/Pe?pWL 'QE S' 3., "CE Permit/Lot #: LA G*- IC -'QS !0 co L', 37 Job Site Address: 9017t V/t* 'p F ss,-Ro 1�4"rA ��oVE Final For Recordation Q*:ct-j +At#%L. �7tQF �e2ta Ilk', C. SYS -M-1 Release For Building Permit(s) Shell Final Only (No Tenant) Final For Occupancy Building Plan Check Fees Paid Building Plan Check Fees Not Paid Other Fees Fees Not Required If you should have any questions, pleasecontact the appropriate Riverside County Fire Protection Planning .office for further assistance. Authorizing Signa ure, For Release �— Print Name 4 Form C — Revised 7282014 t i � ;e 614t CITY CITY OF LA QUINTA - PUBLIC WORKS DEPARTMENT GREEN SHEET PUBLIC WORKS CLEARANCE FOR RELEASE OF BUILDING PERMIT Form updated & effective 9/25/2009 Green Sheet approvals are forwarded to the Building & Safety Department directly by Public Works. Please DO NOT submit the Green Sheet (Public Works Clearance) Packet to the Public Works Department until ALL requirements listed below are complete. Incomplete applications or applications which cannot be processed will be returned to applicant. Date: 12 / 04 / 15 Developer: Sunrose Corporation Tract No.: 29894-3 Tract Name: The Hideaway Lot No.(s): 37-38 Address(s): 80-926 Via Pessaro Phone Number:76( 0 ) 773-6633 The following are the requirements for Public Works Clearance to authorize issuance of a building permit from the Building & Safety Department: ❖ CUSTOM HOMES: PROVIDE ITEMS #2. #3. #4, #5 & #7 BELOW ❖ TRACT HOMES: PROVIDE ITEMS #1. #2, #3 & #5 BELOW ❖ COMMERCIAL BUILDINGS/OTHER: PROVIDE ITEMS #1 #2 #3 #5 & #7 BELOW ❖ WALLS, SIGNS, OTHER: PROVIDE ITEM #S BELOW 1. Attach Pad Elevation Certificates in compliance with the approved design elevation for building pad (maximum allowable deviation of +/- 0.1 foot). Pad Elevation Certificates must be current (within 6 months of current date). If a precise grading plan creates the pad for approval, please withhold green sheet submittal until a Pad Elevation Certificate can be provided. 2. Attach geotechnical certification of grading plan compliance including compaction reports from a licensed Soils Engineer. Recently rough graded residential developments which have a previously approved geotechnical certification are exempt from this requirement. 3. Attach recorded final map or title information/grant deed showing proposed building locations are legal lots. 4. Complete the attached <1 acre per lot or infill project Fugitive Dust Control project information form, PM10 plan & agreement or provide alternative & valid City approved PM10 plan set reference number or hard copy plan. PM10 plans for commercial & residential developments (beyond 1 lot) are submitted separately with grading plans & are subject to additional requirements. A current PM10 certification number is required. 5. Attach a copy of the rough or precise grading plan to the Public Works Department showing building location(s) for pad elevation verification. AO flood zone developments will require an approved flood plain development plan. 6. Attach supporting documentation for wall plan, monument sign, grease trap or special facility installations. 7. Complete and sign the attached water quality management plan (WQMP) exemption form, if applicable. PW approved building construction projects require either a WQMP or a completed WQMP exemption form. Approved maps/plans may be viewed at the following link: http://www.la-ouinta.org/PlanCheck/m search.aspx I have reviewed and confirmed the requirements listed above as presented and find the improvements to be sufficiently complete for construction of the proposed buildings/structures/walls/signs on the subject lot(s). Pursuant to my findings,. the above project may be released for building permit issuance. This section completed by City staff. Recommended by: A-YDate: 12-11,11 157 Public Works Distribution: ( ) Green Sheet to Building & Safety ( ) Green Sheet to Planning Department Declined for approval for reason(s) as follow(s), please correct and resubmit: TAChecklists - Forms & ApplicationsWonns & ApplicationslGREEN SHEET cover & PM10 less than 1 Acre Revised 9-25-09.doc City of La Quinta - PM10 Fugitive Dust Control Project Information Construction Phase PM10 Aareement (<1 acre/lot or Infill Prolectl Project Information Project Contractor: Sunrose Corporation Project Phase (check one) Construction Demolition Project Name: Perkel Residence Project Tract/Lot Numbers: 29894-3 Project Street Address: 80926 Via Pessaro Total Acres in Active Construction (<1 acre per Lot): 20,469 sq. ft 12 04 15 12 04 15 Anticipated Start Date: / / Anticipated Completion Date: / / PM10 Contact Information Please note: Dust control is required 24 hours a day, 7 days a week, regardless of construction status. Person listed below is responsible for dust control during business and non -business hours. Name: Jenny McIntire Title: Administration Company Name: Sunrose Corporation Mailing Address: 40101 Monterey Ave, #B1-214 City, State, ZIP Code: Rancho Mirage, CA 92270 Primary Phone #: 760-773-6633 Fax #: 760-773-6634 24 Hour Emergency Phone#: 760-773-6633 Cell Phone #: 760-702-0119 Email Address: sunrose.sedona@gmail.com PM10 Certificate #: CV1402-000405449 The above stated property owner (or authorized representative): ❖ Shall act as his/her acknowledgement of dust control requirements and their enforceability, pursuant to SCAQMD Rules 403, 403.1, 401, 402, 201, 203 and PERP; ❖ Shall constitute an Agreement to comply with all project conditions as identified in the approved dust control plan. ❖ Acknowledges that dust control is required twenty-four (24) hours a day, seven (7) days a week, throughout the period of project performance, regardless of project size or status; ❖ Shall ensure that each and every contractor, subcontractor and all other persons associated with the project shall be in continuous compliance with all requirements of the approved dust control plan; ❖ Shall take all necessary precautions to minimize dust, even if additional measures beyond those listed in the dust control plan are necessary; ❖ Shall authorize representatives of City/County to enter the property for inspection and/or abatement purposes; ❖ Shall hold harmless the City/County and its representatives from liability for any actions related to this dust control plan or City/Cou initiated abatement activities. S�ignatuiWof Prope& Owner or Authorized Representative Date T:\Checklists - Forms & Applications\Fonns & Applications\GREEN SHEET cover & PM10 less than 1 Acre Revised 9-25-09.doc 4 Building Permit Number: Project Description: SFR Exempt: ❑ (Materials may contain hazardous wastes and are not subject to recycling provisions) Construction Debris Management Plan Plan Submittal Datai 12/4/2015 Job Site Owners Number, Street, or PO Box City, State, Postal Code Owner's Phone Number Owner's E -Mail Address Project Manager's Name Project Manager's Phone Number Project Manager's E-mail Address Builder / Contr, Number, Street or PO City, State, Postal C Project Square Lot 37/38 Via Pessaro Gerald & Carole Perkel 40101 Monterey Ave #B1-214 Rancho Mirage, Ca. 92270 780-773-6633 Jenny 760-773-6633 sedonahomesflbdc rr com Sunrose Corp 40101 Monterey Ave #B1-214 Rancho Mirage, Ca. 92270 6489 sq ft City Approval W" Date of City Approval 1 12.104' Materials To Be Discarded: Product Tons Trash 26.00 Not recyclable Product Tons Asphalt 0.00 Recyclable Masonry (broken) 0.00 Recyclable Brlck/Block 0.00 Recyclable Plaster 7.00 Recyclable Cardboard Commingled 0.00 Recydable 0.00 Recyclable Scrap Metal Tile (floor) 0.00 Recyclable 0.50 Recyclable Concrete 28.00 Recyclable Tile (roof) 0.75 Recyclable Drywall Donated / Reuse* 2.75 Recyclable 0.00 Recyclable Wood Landscape Debris 1 9.50 Recyclable 0.00 Recyclable *Describe Items Totals: Recycle Trash Projected Diversion: 48.50 26.00 65.10%- I understand it is the property owner's responsibility to submit copies of weight tickets or receipts to the District Environmental Coordinator as these hauls occur. I hereby certify that completion, implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 50% of the jobsite waste is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project in accordance with this plan, This DMP Is issued in the name of the property owner(s) and shall remain their property throughout the construction and/or demolition project. A contractor serving as agent of the owner may obtain a DMP for the owner. However, the DMP Is still Issued In the name of the property owner(s) and the owner retains legal responsibility for ensuring that the provisions of the DMP are adhered to, a property owners) and general contractor shall be kept informed of the diversion progress through bl-monthly reports. if auling, all refuse material from this project site must be taken to an approved recycler or transfer 41 / Developt7roject Manager / Superintendent Date PROJECT. STRUCTURAL CALCULATIONS DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F' M = MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: GRADE 60: STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR -LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: 30K 7- 1-0 WIND FORCE: DESIGN LOADS: ROOF DEAD LOAD . SLOPING FLAT ROOFING PLYWOOD. JOISTS INSUL. & CLG. misc. TOTAL =. �lk P1 F ROOF LIVE LOAD �rjyv PSI �— PSI #4 AND LESS (U.O.N.) #5 AND LARGER #2 #2. STUD OR BETTER RECEIVED DEC 18 2015 CITY OF LA DUINTA. COMMU in I K. TRUCTUFVK ENGIidEERS, LLP REPORT BY: REPORT NO.: 54 5(D&G., SOIL PRESSURE: JV D fS=o3 -139 FLOOR DEAD LOAD INT. .FLOORING PLYWOOD JOISTS INSUL. & CLG. misc. TOTAL = 2 WALL DEAD LOAD EXT. INTERIOR 10 PSF EXTERIOR 16 PSF 151�fit? Loi AF rI OFLRAQUI � D L"3l0PF 4LDIN DEPT. LG :"o fir APP?ED SLOPING = INTERIOR ' O iVS rit . 11"KI FLAT = '710 f f f✓ BALCONY 0 P EXIT WALKWA LATE These calculations are limited only to the items included herein, selected by the other portion of the.structure by this office. These calculations are not valid if alte wet stamp and signature of the Engineer of Record. Job No. Designed By A and do not imply approval of any in any way, or not accompanied by a Date - 35 g San Olego 4288 DenLOson Street, Suite -a 200, Poway, CA 92064, (858) 679.8989, Fax (858) 679-8959 Fwo2 t!3�ct ftcs Lft-ti o u r �tl w/ V�� rpt Detv-- = pL i 3� Pry u_ z Y� tarf Ff-uvf r Dt- A 3,L�b 5�txtly�t U = �� 22 Z M 2 �0 �L k�.�. J 313 qqt© l� 3 VLA M Le.��. 1Kfi ' .. M' 3�6d jOsc�o N\ 31 n EsLfy Cr2 10 If,pti � ` 33� P CK) f LAm IVO $ , _ `! bo-yeg to v 3110 - .t' f _. �__L3 1 C-3 M X2.131 -4`F-o!. t 'ExrwK w. J ry 3 65"('Kl Nl = (3 6 35 . Z "iAll _ A 1 S f = ba tf 30 - -- �t �c...._ :- �• S�-..-._. y.�j.V z 8L VLA. vz ZtZBo ��ak°o - iA .1M 10 If,pti � ` 33� P CK) f LAm IVO $ , _ `! bo-yeg to v 3110 - .t' f _. �__L3 1 C-3 912, — .... M y q A i 6Y V 12- (6 {0 lab cr=e.c�4' VLA+l '51f AX p!'dy =z8 1H i 1222 �3 �� VLA rti �/ ' �6nD 5 j`L> 0 ooy J ` ULtAA 4t qoo wy 55� P'I Z 1�n1 _ M � glgzq _ . 3� a VLA � 3(q� E4 - V� S K 28 V(, V% 1 55 255 IL J SaZ� l V: 2! Z-bo Ute Al� 33�L Z�- z v fOfFOL l "1 3z &0 D s t t- ��'Errtu�wx!! NZ Ss� OS&0e, Va slyb t5.5' p=53zo `�b UAA4 1 �g _� ` ___— Lr= 855 L- 4DCO Ute m Boise Cascada, BC CALC® Design Report Build 4137 Job Name: Address: City, State, Zip:,. Customer: Code reports: ESR -1336 80 Single 11-7/87 BCI® 5000-1.7 DF Dry 11 span I No cantilevers 1 0/12 slope 16 OCS J Repetit-1ve ),Glued & nailed construction 17-00-00 File Name: Hideaway Description: Designs\J01 Specifier: Designer: Company: Misc: Joist1J01 September 8, 2015 12:12:00 Total Horizontal Product Length = 17-00-00 B1. Reaction Summary (Down / Uplift) (Ibs ) Bearin-a Live Dead Snow' Wind 130, 2-1/2" 453/0 30610 Roof Live B 1, 2-1 /2". 453/0, 306/0 ' Load Summary Live Dead snow Wind. Roof Live ops Tag Description Load TvDe Ref. Start End 100% 90% 115% 1 Standard Load Unf. Area (lb/fM2) L 00-00-00 17-00-00 40 27 160% 125% 16 Pos. Moment 3,117 ft -lbs - -u 99% '"'-"" 100% a.aaei 1 ,ocaaon 08-06-00 End Reaction End Shear 759 lbs 63.9% 100% 1 00-00-00 Total Load Defl. 741 lbs U393 (0.511 ") 45.6% 61.1 % 100% 1 00-02-08 Live Load Defl. U658 (0.305") 73% n/a n/a 1 2 08-06-00 Max Defl.- 0.511" 51.1% n/a 1 08-06-00 Vibration � 16 7" 93% 100% . 08-06-00 00-00-00 Span /.Depth 16.9 n/a n/a 0 00-00-00 Bearing Su Supports - Dim. L x Value % Allow Support % Allow Member Material BO Wall/Plate B1 2-1/2" x 2" 759 lbs n/a 63.9% . Unspecified Wall/Plate 2-1/2"'x 2". 759 lbs n/a 63.9% Unspecified Subtfoor: 23/32" OSB, Strapping: None Nall vypsum Ceiling: 5/8" Bracing: None Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. - Calculations assume Member is Fully Braced. r Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 Disclosure Completeness and accuracy of Input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of 601SE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMERS, AJS7A° ALLJOiST®,.BC RiM BOARDT"' BCI®, BOiSE GLULAM- SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, - VERSA -STRANDS, VERSA -STUDS are trademarks of Boise Cascade Wood Products L.L.C. G1b Bolse:Cascade u :. .- Single 11;718 BCI® 60-2'0 DF JOiStWO Dry 11 span .) No cantilevers 10/12 slope September 8, 2015 12:13:01 BC CALC® Design Report 16 OCS Non -Repetitive j Glued & nailed construction Build 4137 File Name: Hideaway Job Name:, Description: Designs1J02 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR -1336 Misr-: ' B0 19-09-00 B1 Total Horizontal Product Length = 19-09-00 Reaction Summary (©own / Uplift) (lbs) Bearing " Live Dead Snow Wind Roof Live BO, 2-1/2" 527/0 355/0 B1, 2-1/2" 527/0 355/0 Load Summary Live Dead Snow wind Roof Live OCS Ta Descol tion Load T Ref. Start End 100% 901 115% '160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 19709-00 40 27 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 4,228 ft -lbs 67.8%. 100% 1 09-10-08 End Reaction 882 lbs . 67.9% 100% 1 00-00-00 End Shear 864 lbs 51.6% 100% 1 00-02-08 Total Load Defl. 0380 (0.614") 63.1% n/a 1 09-10-08 Live Load Deft. 0637 (0.367') 75.4% n/a 2 09-10-08 Max Defl. 0.614" 61.4% n/a 1 09-10-08 Vibration 19'4" 99% 100% 00-00-00 Span / Depth 19.7 n/a n/a 0 00-00-00 Bearing Supports Dim. (L x w) Value Support Memiber Material BO Wall/Plate 2-1/2" x 2-5/16" 882 lbs n/a 67.9% Unspecified 81 Wall/Plate 2-1/2" x 2-5/16" 882 lbs n/a 67.9% Unspecified Subfloor: 23/32" Strapping: None + Nall Gypsum Ceiling: 5/8" Bracing: None Notes Design meets Code minimum (0240) Total load deflection criteria. Design meets User specified (0480) Live load deflection criteria. Design meets arbitrary (I") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite EI value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 Disclosure Completeness and accuracy of Input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be In accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALUOISTID , BC RIM BOARD- BCI®, BOISE GLULAMTM SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Cascade Wood Products L.L.C. - I Project Title: Engineer. Project Des(x: 14288 Dani-alson Street Suite 200 Poway CA 32064 Wood Beam 0. 45,4 1 Maximum Shear Stress Ratio Desaiptiorr: B9 with overs uglh 7x11.875 CODE REFERENCES fb : Actual Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 tv : Actual Load Combination Set: ASCE 7-1.0 3,625.00psi Material Properties Load Combination Analysis. Method: Allowable Stress Design Fb -Tension Load Combination ASCE 7-10 Fb - Compr Location of maximum on span Fc - Pril Wood Species : il-evel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv 0.188 Ft Beam Brcing : Beam is Fully Braced against lateral -torsion buckling E(3.678) E(-5,-678) D(0.26) Lr 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi Project ID: "W-. DEC 2Dh5, 9,.Mi4 yle� ;'d1swFUrh'(IR kioptilMJ{tcl�w,,ydni�Zawrm s�; - 34ERigLt;IM^ 148fY015:EwiM815� .1:Ve`J151lii E: Modulus of Elesticiiy — Ebend-xx 2000ksi Eminband - xx 1016.535ksi Density 32.21 pcf - ♦ ♦ V ♦,- 7x11,875 Span =.17.50 R Applied Loads _ Uniform Load'. D = 0.0260, Lr = 0.020 kaf, TributaryWidth =10.0 ftt Point Load : E = 3.678 k @ 0.50 ft Point Lcad : E = 3,678 k @ 8.50 ft DESIGN SUMMARY . .- Service loads entered. Load Factors wall be applied for calculations. Maximum Bending Stress Ratio = 0. 45,4 1 Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span fb : Actual 1,284.43psi tv : Actual FB : Allowable = 3,625.00psi Fv : Allowable Load Combination +D+Lr Load Combination Location of maximum on span 3 8.750ft Location of maximum on span Span # where maximum occurs - Span # 1 Span # where maximum occurs Maximum Deflection 1.365 0.188 Magi Downward Transient Deflectlon. 0.217 in Ratio = 966 Max .upward Transient Deflection -0.333 in Ratio = 629 Max Downward Total Deflection 0.500 in Ratio = 420 Max Uoward Total Deflection -0.064 in Ratio = 3287 Overall Maximum Deflections 7x11.875 64.68 psi 362:50 psi ++D+Lr 0.000 ft Span # 1 Load Combination Span. Max. "-'Dell L.omtion in Span Load Combination Max. '-e Defl Location , -Spark +t)+Li 1 0.4999 8.814 " — — 0.0000 -- 0.000 Vertical Reactions Support notation: Far left's #1 Values in KIPS Load Combbation Support 1 Support 2 b4ra-lf lutAXlmum- — - --- 4.65 - -- -4.026 Overall MIN6eurim 1.365 0.188 D Only 2.275 2.275 +D+L 2.275 2.275 +D+Lr 4.025 4.025 +D+S 2.275 2.275 +D+0.7501-i-tC7501- 3.588 3.588 G04 0 Project Title: Engineer. Project Descr: Project ID: 14288 Danielson Street Suite 200 _ Poway_CA 92064 - Wood Beam - - .__ ..____ _--__ __. - - - -- - - - P&WAoDEc2015. a1eaM He C usnibwrer el nd:b,dv INERCAW ItA . i3fCf "ho 3t M ( i5 +� a nu �i j,_ Description ; B10w6overstrerrgth CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7 -10 - Load Combination Set: ASCE 7-10 _ _M_at_erial Properties Analysis Method: Alfovrable Stress Design 4 Load Combination ASCE 7-10 Fb - Tension T 3,100.0 psi M1 Tempi E: Modulus of Elasticity— Fb - 3,100.0 psi Fc- Pro 3 ,000.0 ps•r Ebend- xxy 2,000Aksi Eminbend Wood Species :Boise Cascade Fe - Perp 750.0 psi -xx 2,000.Oksi Wood Grade : Versa Lam 3100 Fv 285.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 2'100.0 psi Density 32.210pcf 221L(JO.17) D O 16 0.3 0.02 i♦ !02 We' L_ ' Span =24.50 ft Applied Loads _ Uniform, Load: D = 0.0260, Lr = 0.020, Tributary Width =1.0 ft Service loads entered. Load Factors will be applied for calculations: ---- Uniform Load: D = 0.0270, L = 0.040 ksf, Extent = 0.0 -> 13.0 fl, Tributary Width = 8.0 ft Uniform Load: D = 0.0260, Lr = 0.020 ksf, Extent = 0.0 -».5.0 ft, Tributary Width = 8.50 4 Point Lcad : D=0.930, Lr = 0.7170 k @ 5.0 ft Point Lcad : D=3.30, Lr =1.70 k @ 13.0 ft PoirrtLoad : E = 5.258 k @ 6.0 ft Point Load: E = -5.258 k @ 12.0 ft DESIGN SUMMARY Maximum BendingStress Ratio a,; • +^^ 1 Maximum Shear -Stress Ratio - Section used for this span 7x18 Section used for tips span r*.'* 17 : 1 fb : Actual . 1,497.24psi FB : Allowable 31100.00psi N: Actual Fv _ 7x18 90.47 psi Load Combination ,,D Location of maximum on span :'Allowable Load Combination - 285.00 psi +D+L - 11.892ft Span #.nrftere maximum occurs . = Span # 1 Location of maximum on span Span # where maximum occurs 0 �fl Maximum Deflection Span # 1 Max Dcwnward Transient Deflection 0.212 in Ratio = 1386 Max Upward Transient Deflection -0.137 In Ratio = 2151 Max Downward Total Deflection 0.813 in Ratio = Max Upward Total Deflection 361 0.000 in Ra* o = 0 <L40 Overall Maximum Deflections. Load Combination - -- _...._ _..... _7 Max. ° "Deg Location in Span �+0.750Lr�0.,50L+0.450W —_... _.... _._._.—. --- -- - ----- Load Cambinaeon. --- ---- - - ... - - Max. "+°�Defl Location in Span t..---. _ 0.8135 11.892 Vertical Reactionso.000 Support notation Far left is #1 - —_ ....... __._ -- _-- Load Combination Support 1 Support 2 _ ----- Values in KIPS _ ...... Overall tU17{Xlmum 9.738...—.. -4.980 Overall MINIMUM 1.288 0.969 9 - D Only 5.663 3.117 14288 Danielson Street Suite 200 Wood Beam Description : B18 with overstrength CODE REFERENCES _ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Projed Title:. Engineer: Project Descr.. Project ID: Pdptedi 10 DEC 2015, $23AM awavino-++ tOA;�z .5, ouild 6 Iii 8,*.'et§ y5.1: Analysis iNWod : Allowable Stress Design Fb Tension T 3,100.0 psi ! E: ModWus of Ela cdy _ Load Combination ASCE?-10 Fb -Compr 3,100,0 psi Ebend-xx 2,000.Oksi Vertical Reactions Fc - Pdl 3,000.0 psi Eminbend - xx 2,000.Oksi" Wood Species : Boise Cascade Fc- Perp 750.0 psi — Wood Grade : Versa Lam 3100 Fv 285.0 psi Maximum Ft Beam Bracing : Beam is Fully Braced against lateral -torsion budding 2,100.0 psi Density 32.210pcf 0(3.21) Lr(1.4) L(0.425) E(70011p2) L(4.05) �• 7.0 X 11.875 Span - 22.011 Applied Loads Span --" " 3ervice_loads Entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0270, L = 0.040 ksf, Tributary Width = 0.0 ft +D{0.7501.475QS+0.5250E 1 Point Load: D = 3.210, Lr =1.40, L = 0.4250, E = 7.288 k @ 17.50 ft Vertical Reactions Point Load: D = 5.320, L = 4.050 k @ 20.0 ft Support notation: Far left Is #1 Values in KIPS Load Combination Su PRort 1 DESIGN SUMMARY . — ,- Maximum Bending Stress Ratio Maximum Shear Stress Ratio = • :;a ; 1 Section used for this span 7.0 X 11.875 Section used for this span 7.0 X 11.875 fb : Actual 2,035.84psi fv : Actual - 205.89 psi Fti :Allowable r 3,100.00psi Fv : Allowable = 285.00 psi Load Combination, +D+L Load Combination +D+L Locaticn of maximum on span = 17.504ft Location of maximum on span - 20.073 ft Span # where maximum occurs - Span # 1_ Span #where maximum occurs Span # 1 Maximum Deflection Max D-�wnward Transient Deflection . 0.849 in Ratio - 31'i Max U -award Transient Deflection 0.000 in Ratio = 0 <300 Max D3wnward Total Deflection 1.312 in. Ratio = 201 Max Upward Total Deflection 0.000 in "Ratio = 0 <120 Overall Maximum Deflections; Load Combination Span --" " Max. "-' Dell Location in Span Load Com6ination Max. '+Deft' Location In Span +D{0.7501.475QS+0.5250E 1 -_ 1.3120 "--" 12.526 .0.0000 " 0.000 - Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Su PRort 1 Support 2 — Overall MINIMUM 0.286 1.114 D Only 1.140 7.390 +D+L 1.595 11.410 +D+IJ 1.427 8.503 +D46 1.140 7.390 +D+0.750U+0.750L 1.696 ' 11.240 -Y i K, q l MWFRS Wind Loads ASCE 7-10 WallsI Job No: Designer: _ \}- Roofs - Endosed Comp &Cladding SYAUGTJti::L`ENGINEERb. t`l.r' Windward & Partially Endosed Low. Rise Buildings Total -0.6 Checker: Leeward Notes: A P„'-0.6 15 ft Date: 12/3/2015 22.4 psf 15.6 psf -13.3 ps 17.3 psf Basic Parameters -13.3 ps 2.8 psf 1.21 Risk Category II 0.90 Table 1.5 1 Basic Wind Speed, V 110 mph 18.4 psf Figure 26.5-1A Wind Directionality Factor, Kd 0.85 1.29 Table 26.6-1 Exposure Category C 24.7 psf Section 26.7 Topographic Factor; K„ 1.00 -21.5 psf Section 26.8 Enclosure Classificatlon Enclosed 19.3 psf Section 26.10 Internal Pressure Coefficient, GCp, +/-0.18 18.0 psf Table 26.11-1 Pressure Coefficients psf -15.4 psf 3.2 psf Roof Slope 4/12 18.4 degrees 1.04 Wall External Pressure Coefficient, GCS 0.52 -16.3 ps Table 28.4-1, Surface 1 Roof External Pressure Coefficient, GCf -0.69 Table 28.4-1, Surface 2 Roof External Pressure Coefficient, GCar -0.47 1.09 Table 28.4-1, Surface 3 Wali External Pressure Coefficient, GCPf -0.42 22 Table 28.4-1, Surface 4 Structure Pressure Summary (Add Internal Pressure o GC or o�GCA, as Necessary) 1.56 22.3 psf Height r K, q l WallsI Roofs - Comp &Cladding Windward Leeward Total -0.6 Windward Leeward Total -0.6 A P„'-0.6 15 ft 0.85 22.4 psf 15.6 psf -13.3 ps 17.3 psf -19.5 sf -13.3 ps 2.8 psf 1.21 17.3 psf 20 ft 0.90 23.7 pst 16.5 psf -14.1 psf 18.4 psf -20.6 psf -14.1 psf 3.0 Psf 1.29 18.4 psf 25 ft 0.94 24.7 psf 17.2 psf -14.7 psf 19.2 psf -21.5 psf -14.7 psf 3.1 psf. 1.35 19.3 psf 30 ft 0.98 25.8 sf 18.0 psf -15.4 psf 20A-22.4 psf -15.4 psf 3.2 psf 1.4 20.0 psf. 40 ft 1.04 27.4. sf 19.1 psf -16.3 ps 23-23.8 psf- X36.3 1.49 213 psf soft 1.09 28.7 . sf 20.0 psf 17.1 sf 22 25.0 psf 17.1 psf E3.6f 1.56 22.3 psf 60 ft 1.13 29.8 psf 20.7 psf -17.7 ps 23.0 psf -25.9 psf -17.1 p 3.7 psf 1.62 23.1 psf Roof area can be Ignored If total pressure is Page 1 of 1 U -'j r�✓ 7-!+ W L G -/f i �S 7�/t1� VAN ESR. j--.�- Ut1 r �tl�T'o A-cc�T cr��e►.�i` t:,Q VoI�U �1N kr-� t c A-1. C-) 1 :E- lAff.v►/h = 3�r y(to P�P� 3 s o E -Xi tvku-S w/ SNccv 2 t-1( l 6P4F) _Li O LI _2 LZ 1 6rkb Ls ('ttki, AMF-- La/tvs A N L �A uAvEOF � ..9.Cta = ,5')/z PS 1=) Fs ITOO _ SpR E*i)s lig; F -U a _ `� - 1 -to 0 P.D -�25 Fes, %a I 1-1'00Nf�-pis is Lt � I oAoC#j L, jF 131 t q 1q't5 loc.Ai-'E-U t �/ ly OCA-AX f 1 ltiS,r.L1b)-L- �03 13 !,! i I Nt T, r - Tj Y a l l U, X 55 (ER sI'D E cF fit-)- rJ_3: �r mP W, --rte- 14-"V M y e ll S�-: 6 cS',,OAW S -h t Mr OYV -j u Ne V e... T Lt 2-1717 l.c nom. ,tri /c -- 7oP Qwopjr—L� co" L6 L'OL'I RwAF% 1,10" 9411f ( rlui) L -T t p, r��F AD 63 to _ 4ei6 Zo►L! Iw' - �l3Bt. f tj . ✓ S 7io 5� L ter. � A . N f�80+1104fvsq-1.�fl t .. ei 4'3t.,b +-Sql `� /z#-333 t 13o5 - 536 ✓, ...__... 50 Iy �g}� to + ?�bS` 3¢6 ___ a i2eF Lt�—LAS" <rm of 4441 (!)q'�I)SS� i (rA -4717 Y, aNn i' z gel _ -9 m 9iSZ = QzS+C) z -,I 4 -z9�,) 4 arc,$ Zit + 02 S + + SSbl 01) 81h Dt = S S �q, o)o� x��eS7v�1 -t-sit +0022 1 4 4 9161494b-' �9F�) b ? g off, z Z + ¢,, r Z` A =. 4h4 QUI f Q11 54= ��oZ = 0974 m5ol g . (rA -4717 j- - -- --- ^' Total ttnath of Shear wags In fine 10 it '. Line 20 tine- Total Applied S_lsmk Force to line Total Applied Seismic Force to Line 1%QO•lb =110ylb SdsH Total Applied Seismic Form to Line HI -5H ROOF ]76011 b Shear Per length of Shear walls jfjj I79 lb/ft SEISMIC. - Uplift Factor(UF) 0.7 Shear Per length of Shear walls Top Plate Helght 148.33333 :b/ft =lt SEISMIC Density of Wag 16 psf . [it] lh] [lb] Wit] [Ib•ft1 Ob•ftl lti''*1 Vbl CNELX ONLY (ft] Shear Wall Length of Eff. length Applied pb•ftl (A] (ft] Dbl Db•hl Hold4own Shear Wan Label Shear offhear force on M o N Mall M_errlb MAOI T Needed Designallo ofSbear pall Wall wall LOW Shear, of Shear M OLIF Mo NL_rWall n a - 4?I`s - ion 1780. 16020.0 7200.0 ;ii�7?i-O L?. 12581.1 343.9 NO 3 j- - -- --- ^' Total length of Shearwaga in line 12 it tine- Total Applied Seismic Force to Line =110ylb Line, lK Total Applied Seismic Form to Line ]76011 b jfjj Sds - lg HIGH ROOF Shear Per length of Shear walls 148.33333 :b/ft SEISMIC Uplift Factor(UF[ 0.7 . OAMMIRNMORUOM Top Plate Haight 4. it ' OVEP.IUAN87G [ft] CNELX ONLY (ft] Density of Wag (Ib) 16 psf (Ib•ft] pb•ftl (A] (ft] Dbl Db•hl (ib°ftl (m•ftl Ob -ft] [lb) - Sheat Wag LMgth of Eff. Length Applied Shear Wan Label Shear - ofSbear force on Hofddown Shear Wal LOW Shear, of Shear force on Mo NL_rWall NLRrm tN_"' T Needed Devil" wall wag wall . F b a ] }s0y M_r•UF 1780.0 35600.0 n. a "T17- 1200 1780.0 16020.0 10368.0 :1i;70 15120.0 7$.0 NO 3A j- - -- --- ^' Total length of Shear wags In line 10 it tine- Total Applied Seismic Force to Line =110ylb _ Sds 0 7iia8 HIGH ROOF Shear Per length of Shear well - 178 Ib/ft SEISMIC Uplift Factor(LIF) 0.7454 Top Plate Height'�'►C, h . OAMMIRNMORUOM Density of Wall Density of Wall 16 psf [ft] (it] (ft] Ift] (Ib) llb•ft] (Ib•ft] pb•ftl (Ib''ft1 l'bl Shear Wan Length of Shear Wall Langeh of Eff. Length Applied - Holddown Shear Wall Holddown Shear Wan Label Shear - ofSbear force on M_p M_rWell IVI_rFrub nF . T Needed Designatio wan Wall Well wan M r•UF M n a(_ . F b a ] }s0y 10.0 1780.0 35600.0 16000.0 `5.00,0.1( 158025 19798's 34 r Total length of Shear walls In One 9.5555556 it I Ltne F TeUlApplaw Seismic Force to Une�1i80 lb i -. Sds 1 ff HIGH ROOF Shear Per Length of Shear walk - 500.625 lb/ft SEISMIC Uplift Factir(LIF] 0.7 Top Plate Height =it Density of Wall 16 paf [ft] (it] lib] (Ib ft] [Ib•ft] pb•ftl [I•ftl (1b] Shear Wan Length of elf. length AppliedHoldclmn Holddown Shear Wall Label Shear ofshear. . forceon M-0 M.r"i M_rrtib M_rfot n. T Needed Deslgnatfo Wall wan wall M r•UF n a(_ . F b 3.56 1780. 16020.0 11520 „ FFy.,P, 5191.2 484.9 NO 6.0 t Total length of Shear walls In Une 8 ft Vne!,X' '. Total Applied Seismic Force to Line A16 lb i -. Sds j r 1 ...�.'r•.a Shear Per length of Shear wall 81875 Ib/ft SEISMIC"°"un °' Top Plate Height i _S it Density of Well 10 psf [ftl IN lib] Ob -ft) jib -ft] [Ib'ftl I'b'ftl (m) Shear Wall Length of Eff. Length Applied Holddown Shear Wall Label Shear ofshear force on M-0 M_rWan M_rhib M_rrot= T Needed Designatlo Wall Wall wall M r'UF n a a. 8.00 655.0 $895.0 21.80.0 1 2016.0 484.9 NO 3.0 t _.. _ �/---------- Total Length.of Shear walls In line Total Length of Shear walls In line 16 ft 10 ft a Line 13,,14 Line 9,17, Total Applied Seismic Force to Une Applied Seismic Force to UneW,! 1a75,1b Ib Ib Sds _Total S& Shear Per Length Shear l g SdIs HIGH ROOF HIGH ROOF Shear Per length of Shear walls of walls Uplift Factor(UF) 65.5 Ib(ft 0.7 SEISMSEISMIC IC 0.7 Uplift Factor(UF) Top Plate Height ; Top Plate Height 6-S, it Top Plate Height OdERTURNING CHE&ONLY .10 Psf . . Density of Wall (ft] 10 PSf [ft] Ob) Iftl Ift] (lb) pb•ft] pb•ft) (Ib•ft] (Ib•ft] [lb] Length of [lb) Shear Wall Length of Shear Wall Lena of Applied Holddown Shear Wali LabelEff. HNe d Shear Wall Label Shear Eff. Length of Shear force on M o M_rWall M rTrib M_riot = T Needed ed Designatio wall Wall Will wan M r•UF - M r•l'F a e16� n a 10 10.00 655.0 4257.5 3250.0 2275.0 198.3 1 NO 3 _.. _ �/---------- Total Length.of Shear walls In line Total Lengthof5hearwalls inline 16 ft 7.902439 ft a Line 13,,14 Total Applied Seismic Force to Une 1a75,1b Ib Sds l g SdIs HIGH ROOF g Shear Per length of Shear walls 92.1875 ib/ft SEISMIC Uplift Factor(UF) 0.7 Uplift Factor(UF) Top Plate Height ; =ft Top Plate Height Density of Wall . ...... .10 Psf . . (ft] (ft] [ft] Ob) [Ib'ftl (Ib•ft] (lb•ft). (Ib•ft] (lb] 0b) [Ib•ft] (Ib•ftf Shear Well Length of [lb) Applied Shear Wall Lena of Applied Holddown Shear Wali LabelEff. Shear Length of Shear force on M-0 M_rWall M_rTrib M_rTot = T Needed Designatio T Wall Wan wall Wall Wall well) M_r� OF M r•UF - n a e16� 16.00 1475.0 17700.0 15360.0 4197.4 1660.5 10752.0 434.3 NO 3.0 �T Total Length of Shear walls In line8 Total Lengthof5hearwalls inline ft 7.902439 ft Line S Line T, 7 TTotal Applied Seismic Force to Une Ib Sds l g SdIs HIGH ROOF g Shear Per Length of, Shear walls HIGH ROOF Shear Per Length of Shear walls 103.63889 Ib/ft .'SEISMIC Uplift Factor(UF) 0.7 6 S ft Top Plate Height Density of Wall ±0 2tz ft 16 psf (ft] IN Density of Wall (Ib•ft] 16 psf (ib•ft) (lb -ft] [ft) Ift] 0b) [Ib•ft] (Ib•ftf vb•ft] [lb -ft] [lb) Shear Wall Lena of Applied Hotddown Shear Wall label Shear Eff.lengthShear Holddown Shear Wall LabelM_rTot Eff. Length of Shear Shear force M o M_rWall Myfrib = T Needed Designatio Wall Wall well) M_r•UF M r•UF - n' a P, n a 0.45 3.95 409.5 4197.4 1660.5 15"{96; 2268.0 428.8 NO 3.0 b `4:5 3.95 409.5 4197.4 1660.5 15795 ,� 2268.0 428.8 NO 3.0 �T Total Length of Shear walls In line8 ft Line S Total Applied Seismic Force to Line '.. � 20% Ib Sds l g HIGH ROOF Shear Per Length of, Shear walls 257 Ib/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height 6 S ft Density of Wall 16 psf (ft] IN (Ib) (Ib•ft] [lb -ft] (ib•ft) (lb -ft] (ib] Shear Wall Length of Applied Hotddown Shear Wall label Shear Eff.lengthShear forte on M o M_rWall M_ffnb M_ -riot= T Needed Designatio Wall Walll wall M_r•UF n' a P, 8.00 1 2056.0 1 17476.0 1 4352.0 ; 499210 , 6540.8 1366.9 14%0 40 3.0 0 L[ j T Total Length of Shear walls In line Total Length of5hearwails In line 16 ft 7 ft c Line Oj 16 Total Applied Seismic Force to Line - -- --�8�k 1S -1k,7 Ib A6Nb Sds 1 �.......itg HIGH ROOF � Shear Per Length of Shear walls 98.125 Ib/ft C p SE SEISMIC Uplift _ 07 f HIGH ROOF Shear Per Leng6i of Shear walls Top Pike Heigh 288 Ib/ft ; . _ _ , 3;ft SEISMIC Density of Will 10 psf [ft] [ft] [Ib] [lb -ft] [Ib -ft) [lb -ft) [lb -ft] [lb) Shear Wal►. Length of Length of Applied Applied [ft] Ift] [lb) Holddown Shear Wall LabelEff. Shear Langth of Shear force on M o M rWall M �Trib M_rTot = T Needed Designatio T Wall Wall wall wan Wall wall M r•UF — M_o n a 9 8.00 785.0 6672.5 2720.0 499:.13 j, 5398.4 1 159.3 1 NO 3.0 Total Length of Shear walls In line Total Length of5hearwails In line 16 ft 7 ft Line_ N Total Applied Seismic Force to Line 383x1'Ib A6Nb Sds 9 HIGH ROOF � Shear Per Length of Shear walls 239.375 lb/ft SEISMIC Uplift FactodUF) 0.7 HIGH ROOF Shear Per Leng6i of Shear walls Top Plate Heigh: 288 Ib/ft 6 S,ft SEISMIC Density of Wail 10 psf [ft) [ft] [!b) [lb -ft] [Ib•ft] [lb'ft] [lb -ft] [lb] Density of Wall Shear Wall Length of Applied [ft] Ift] [lb) Iib -ft] [lb'ft] Holddown Shear Wall Label Shear Eff. Length of Shear force On M o M rWell M_�'rrib M Trot = T Needed Designatlo Shear Wall wan Wall wall force M_o . M —,rUF M Rot = T Needed n a -1.61 16.00 3830.0 32555A 10880.0 ?576@0''] 25653.6 431.3 NO 3.0 Total Length of5hearwails In line 7 ft / • Line( Total Applied Seismic Force to Une A6Nb � Sds g HIGH ROOF Shear Per Leng6i of Shear walls 288 Ib/ft SEISMIC Uplift Factor(UF;. 0.7 Top Plate Heigh; L fv ft Density of Wall 10 psf [ft] Ift] [lb) Iib -ft] [lb'ft] [lb -ft] [Ib'ft] [lb] Shear Wei( Length of Applied Holddown Shear Wall Label Shear Eff. Length of Shear force M_o M_rWall M_YTAb M Rot = T Needed Designatio Wall Wag well l . M r•UF — 4,"D C516 n 4.0 a t ,3 '7.00 2016.0 17136.0 2082.5 1457.8 Now- tro N Total Length of Shear walls in line 16 ft Line 18' Total Applied Seismic Force to Une 478Jt Ib . _.. Sds g HIGH ROOF Shear Per Length of Shear walls 26L6875 Ib/ft SEISMIC Uplift Factor(UFy: 0.7 —, Top Plate Heigh; RS.ft Density of Wall 13 psf Ift) [ft] [lb] [lb•ft] [Ib•ft]L[lb*ftj [lb'ft] [lb]ShearWali Lengthof Applied HolddownShear Wall label Shear Eff. Length of Shear forte on Mo 111rWallrib M_TtTNeeded . Designatio Wali —— M r•UF n Wall wall a tt6" 16.00 4187.0 35589.5 14144.08;6' . 27855.1. 483.4 NO 4.0 T Total Length of Shear walls In line 6 ft Line 23 Total Applied Total Length of Shear walls In line 10 ft Seismic Force to Line 1 Ib 21?3 Ib Sds j9 Sds �g Shear Per Length of Shear walls 257.16667 Ib/ft ON/! I C SEISMSCCIJV L. SEISMIC V SEISCMI Uplift Factor(UF) Uplift Factor(UF) 0.7 0.7 Top Plate Height SSft a,5 i ft Density of Wall 13 psf Density of Wall [ft] Ift] [lb] [Ib•ft] [15'ft] [Ib•ft1 [lb -ft] [Ib] [lb -ft) [Ib -ft] Shear Wall Length of Eff. Length Applied Shear Wall Length of Eff. Length Applied Holddown Shear Wall Label Shear of Shear force on AA o M_rwall M_rTrib M'rTo - T Needed Daslgnatlo M rTot= wap Wall wall wall Wall M_r'UF n a r6� 6.00 1543.0 -13115.5 1489.0 1392.3 1953.9 L13 Total Length of Shear walls In line 10 ft Line 2�4 � Total Applied Seismic Force to Line 21?3 Ib Sds �g Shear. Per Length of Shear walls . 217.3 Ib/ft SEISMIC V SEISCMI Uplift Factor(UF) 0.7 i Top Plate Height a,5 i ft Density of Wall 16 psf [R1 IN- [Ib] [lb -ft] [lb -ft) [Ib -ft] [Ib•ft] [Ib1 Shear Wall Length of Eff. Length Applied Holddown Shear Wall Label Shear ofshear -force on Mo M rWall M rTrib M rTot= T Needed Designatio wall Wall wall M_r'UF n a 109y 10.00 2173.0 18470.5 6807.0 12580 13496.0 497.5 NO 3.0 L13 Total Length of Shear walls In line 12 ft Line 5 t' Line 12 Total Applied Seismic Force to Une Total Applied Seismic Force to Line t 1541111 7718 Ib I • Sds i!g F Sds i r 4 LOW ROOF/FLLR 71.875 Ib/ft Shear Per Length of Shear walls SEISMIC 128.41667 Ib/ft SEISMIC Shear Per length of Shear walls Uplift Factor(UF) 482.375 Ib/ft D.7 Y S A p I ��/� Top Plate Height Top Plate Height [7771A ft f 10 ft SEISMIC Density of Wall Top Plate Height 10 psf i 13 ft [ft] (ft] [ib] Ub*ft] [lb -ft] [ib -ft] [Ib*ft] pb] [ftl Ub] Shear Wall Length of Eff. Length Appiied (lb) Iftl (1b) Shear Wall Length of Eff. Length ' Holddon w �� Iol Label Shear of Shear fame on M_o M_rWail M-rTrib M_rfot = T Needed M_rWall M-rTNb Wall Wall wall Deslgnatio Well Wall M r*UF - M_r LJF M_rfr16 n a .i?_ 12.00 1541.0 15410.0 7200.0 _t;E72.n J1 9668.4 47&5 NO 3 Total Length of Shear wails in line 16 it Line 12 Total Applied Seismic Farce to Line Total Applied Seismic Force to Line Ib 7718 Ib I • Sds i!g F LOW RROOF/FLR i r Shear Per Length of Shear walls Sds 71.875 Ib/ft _. 11g SEISMIC LAW ROOF/FLR Uplift Factor(UF) Shear Per length of Shear walls 0.7 482.375 Ib/ft S A p I ��/� Top Plate Height Uplift Factor(UF) [7771A ft 0.7� SEISMIC Density of Wall Top Plate Height 16 psf i 13 ft [fti (ft] Density of Wall [lb -ft] 16 psf [lb -ft] IN [ftl Ub] (Ib*ft) . Ub*ft] [Ib*ft] [lb -ft] (lb) Iftl (1b) Shear Wall Length of Eff. Length ' Appile.d Holddown Shear Wall Label Shear of Shear Hold-down Shear Wali Label Shear of Shear force on M-0 M_rWall M-rTNb M rTaF T Needed Deslgnatio Well Wall wall M_r LJF M_rfr16 M fTot = - a T4 y 3.20 a 16" 16.00 7718.0 100334.0 26624.0 '`700Q<fi 515368 3049.8 1 HDU2 50 Total Length of Shear walls in line .9.2 ft f S i,l ne ,_6 j j1 j` Total Applied Seismic Farce to Line Total Applied Seismic Force to tine Ib i ,3715 ib Sds i!g LOW RROOF/FLR Shear Per Length of Shear walls Sds 71.875 Ib/ft SEISMIC Uplift Factor(UF) 0.7 LCW ROOF/FLR Top Plate Height Shear Per Length of Shear walls [7771A ft . SEISMIC Density of Wall Uplift Factor(UF) 16 psf 0.7 [fti (ft] UbJ [lb -ft] [Ib*ft] [lb -ft] Ub*ftl [Ib] Den3lty of Walt Shear Wali Lengthof Eff. Length Applied Iftl (1b) [Ib*hl Ub*ft] (lb: it) Holddown Shear Wall Label Shear of Shear force on M-0 M_Mall M_rTrlb M rTot = T Needed Designatlo Holddown Wail well wall of Shear force on M a M_r LJF M_rfr16 M fTot = n a T4 y 3.20 230,0 2300.0 1280.0 896.0 351.0 NO 3A Total Length of Shear walls in line 12 ft Line 2 Total Applied Seismic Force to tine i ,3715 ib Sds LCW ROOF/FLR Shear Per Length of Shear walls 309.58333 Ib/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height m.J,Oift Den3lty of Walt 16 psf [ft] Iftl (1b) [Ib*hl Ub*ft] (lb: it) Ub*ftl Ubl Shear Wall Length of Eff. Length Applied Holddown Shear Wall Label Smear of Shear force on M a M riNall M_rfr16 M fTot = T Needed Desi gnatio. Ij Wall Wall wall M_r*UF n a 12' 12.00 3715.0 37150.0 11520.0 129525:0 , 35731.5 11&2 NO 4.0 Wall Wall wall M r"UF n a ! w. 6.00 450.0 4500.0 2880.0 ..540 2053.8 407.7 NO 3.0 Totai Length of Shear walls in line Total Length of Shear walls in line I tine 7 g ft : i �6 Ib Line, 11 1 Total Applied Seismic Force to Une LOW ROOF/FLR 4530 Ib 75 Ib/ft SEISMIC Upaft Factor(UF) Sds 1 g 0 ft LOW ROOF/FLR Density of Wall Shear Per Length of Shear walls 567 Ib/ft [ft? p S E S I C [Ib -ft] Uplift Factor(UF) [lb -ft] 0.7 [lbj 1 Shear WallShear Top Plate Height Length of 10 ft Applied Density of Wail Holddown 10 psf Holddown Shear Well IN [ftJ (lb] [lb -ft] [lb -ft] [lb -ft) [lb -ft) [lb] T Needed Shear Wall length of Eff. Length Applied Holddown Shear Wad Label Shear of Shear forte on M o M_rWall M_rTrib M-rTot m T Needed Designatio Wall Wall wall M_r'UF n a 0 A, 8.00' 4536.0 1 45360.0 3200.0 128S50 11267.2 4251.6 INf 2 6,o Wall Wall wall M r"UF n a ! w. 6.00 450.0 4500.0 2880.0 ..540 2053.8 407.7 NO 3.0 Totai Length of Shear walls in line 6 it I tine 7 Total Applied Seismic Force to Line : i �6 Ib a Sds 1 B LOW ROOF/FLR Shear Per Length of Shear walls 75 Ib/ft SEISMIC Upaft Factor(UF) 0,7 Top Plate Height 0 ft LOW ROOF/FLR Density of Wall 16 psf [ft) [ft? [ib] [Ib -ft] [lb•ft] [lb -ft] [lb'ft) [lbj Shear WallShear Shear Wall Length of Eff. Length Applied Density of Wall Holddown 16 psf Holddown Shear Well Label Shear of Shear force on M_o M_rWgII M rTrib M_tTot = T Needed Deslgnatio Wall Wall wall M r"UF n a ! w. 6.00 450.0 4500.0 2880.0 ..540 2053.8 407.7 NO 3.0 Well Wall wall M_r•UF n a +I-) 12.00 2156.0 21560.0 7200.0 18T'C,G 18144.0 284.7 NO 3.0 Total Length of Shear walls in line Total Length of Shear walls in line p Line p . 3.2 ft : i �6 Ib Line 14 Total Applied Seismic Force to Une?y LOW ROOF/FLR 'Ib ..i 179.66667 Ib/ft SEISMIC Uplift Factor[UF) Sds 119 141 ft LOW ROOF/FLR Density of Wall Shear Per Length of Shear walls 274.375 Ib/ft [IbJ SEISMIC SEISMIC [lb•ft] Uplift FactogUF) (IVft] 0,7 Shear WallShear Top Plate Height Applied 10 ft � Density of Wall Holddown 16 psf LabelM_rTot Shear of Shear [ftJ [ft) [lb] (lb•ftJ (lb -ft] [lb -ft] pb•ft] [lb] Shear WatlShear Length of Eff. Length Applied Hoiddown Wall Label Shear of Shear force on K-0, M rWall M_rTrib M rf of T Needed Desfgnatlo Wall Wall wan a :4 320 878.0 8780.0 1280.0 6- 1.0 1332.8 1861.8 INf 2 4.0 Well Wall wall M_r•UF n a +I-) 12.00 2156.0 21560.0 7200.0 18T'C,G 18144.0 284.7 NO 3.0 Total Length of Shear walls in line 12 ft p Line p . Total Applied Seismic Force to Une : i �6 Ib _Sds E g LOW ROOF/FLR Shear Per Length of Shear walls ..i 179.66667 Ib/ft SEISMIC Uplift Factor[UF) 0,7 Top Plate Height 141 ft Density of Wall 10 psf [ftJ IN [IbJ [lb'ft) [lb•ft] [Ib•ftJ (IVft] [lb] Shear WallShear ►ength of Eff. Length Applied � Holddown Wad LabelM_rTot Shear of Shear force on M_o M rWall M fTrib = T Needed Designatio Well Wall wall M_r•UF n a +I-) 12.00 2156.0 21560.0 7200.0 18T'C,G 18144.0 284.7 NO 3.0 = e Total Length of Shear walls in line 13 ft Line'. 18 i` Total ApplledSeismic Forceto Line 1451 Ib } ---- --------Total Sds .r. lig Shear Per Length of Shear walls 111.61538 Ib/ft C E I (l./'� Uplift Factor(UF) 0.7 J I V ICCn/n� Top Plate Height L 1� ft Density of Wall 16 psf IN [hj Ift] [ib] (lb -ft) [Ib•ft) [Ib'ft] (Ib.'ft) (1b) Shear Wail Length of Shear Wall Length of Eff. Length Applied Holddown Shear Wall Hohidown Shear Wall Label Shear of Shear force on M_o NIrWall M_rTrib M_rTot= T Needed. Dermato Wall Wall wall n M r'UF 12.00 1291.0. n a ftri 8.00 892.9 8929.2 5120.0 a 33?Q,p 5913.6 .377.0 NO 3 b i 5.00 I 558.1 5560.8 2000,0 2925,0 3447.5 426.7 NO 3 = e Total Length of Shear walls in line B ft Line 15 Total Applied Seismic Force to Line 27.41,• Ib } ---- --------Total Sds .r. lig Shear Per Length of Shear walls 280.125 ib/ft S C C A /j r C J Uplift Factor(UF). 0.7 [ V f 1. To Plate Height # � Z ft . Density of Wali 10 psf IN Ift] Ift) pbl (Ib'ft) [lb -ft] ' [Ib'ftl [Ib'ft] (Ib) Shear Wail Length of Shear Wall Length of Eff. Length Applied Holddown Shear Wall Holddown Shear Wall Label Shear of Shear force on M_o M_rwa8 Mjfrib M_rfot= T Needed Designatlo Wall Wall wall n M_r'UF 12.00 1291.0. n a_0 J f 8.00 2241.0 26892.0 3840.0 ^'12376,0 11351.2 1942.6 4.0 = e Total length of Shear walls In line 16 ft Line 2i Applied Seismic Force to Une ;b } ---- --------Total Sds Ef',,;i4 Shear Per Length of Shear waits 252.25 lb/ft SEISMIC Upli t factor(UF) 0.7 Top Plate Heigh 1.0'ft Density of Wali 10 psf IN Ift) Ift] [lb] - pb-ft] [Ib -ft) (lb -ft) Pb -ft] (Ibl Shear Wail Length of Shear Wail Length of Eff. Length Applied Holddown Shear Wall Holddown Shear Wall Label Shear of Shear force an M-0 M_Mall M_rTrib M Mot n T Needed Designatio Wall Wall wall n M r•UF 12.00 1291.0. n a _Sill 16.00 4036.0 40360.0 12800.0 (11631;0 20729.1 1226.907 3.0 i Length of Shear walls In line 12 ft Line' Line' 20 Total Applied Seismic Force to Line ) 12Sl7Ib _ Sds • 1f8 L. - Jo She Per length of Shear walls • 107.58333 Ib/ft S C I C [� /f r Uplift Factor(UF) 0.7 C J [ V 1. Top Plate Height [{� 0, ft Density of Wall 16 psf IN [ft] [lb] [lb'ft] [Ib -ft) [Ib•ft) [Ib•ft) [Ib] Shear Wail Length of Eff. Length Applied Holddown Shear Wall Label Shear of Shear forceon M_o M Mall M_rfrib M ITotm T Needed Designatio Wail Wall wall M_r'UF n a 12 12.00 1291.0. 12910.0 11520.0 6064.0 403.8 NO 3.0 i l Total length of Shear walls in line 10 ft ahe. 2 Total Applied Seismic Fcrce to Line ?_?15' fs Ip 111 Sds � S 1fB Shear Per Length of Shear walls 129.1 Ib/ft /1 I C E I S p SEISMIC Uplift Factor(UF) ' � 0.7 J L V Top Plate Height ft Density of Wall 16 psf J' [ft] ' [ft] Ift1 [lb] jib -ft) [lb'ftl (Ib -ft) [Ib-ftj [lb] Shear Wall- Shear Wall length of Eff. Length Applied Holddown Shear Wall Holddown Shear Wall Label Shear of Shear force on M-0 M-rWan M-rTrib M-rM Tut T Needed De�natio wall Wall Wall wail n - — !1 s 11.00 4636.0 a p]3+ -,_j --To —00 1291.0 12910.0 8000.0 [; S2(t0u 9240.0 367.0 NO. 3.0 l Total Length of Shear walls in line 11 ft Line 24 Total Applied Seismic Force to Line 4635.lb Sds �g Shear Per Length of Shear.walLs -s 421AS455 Ib/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height ;j J ft• Density of Wail 16 psf J' [ft] ' [ft] [ft] [Ib] [lb'ft] [lb -ft] llb•hj [lb"ft] (ib] [Ib] Shear Wall- length of Eff. Length Applied Applied Holddown Shear Wall Label Shear Of Shear force on R01-0 M-rWan M_YTrib � T Needed Desigrtado T Wall Wall wall Well Wall M - OF n a — !1 s 11.00 4636.0 46360.0 9680.0x0:436;3! 2O 14081.4 2934.4 `�. 5.0 T Total Length of Shear walls in line 20 ft L►ne 19 Total Applied Seismic Fora to line 111044 1b Sds �g Shear Per Length of Shear walis 502.2 ib/ft SEISMI C UplifiFactor(UF) 0.7 Top Plate Height =ft Density of Wall 10 psf J' [ft] ' [ft) (ft] [lb] [Ib•ftl [lb'ft] (Ib -ft] (fb'ftl [Ib] Shear Wail Length of Shear Wall Length of Eff. Length Applied Holddown Shear wall Holddown Shear Wall Label Shear of Shear force on M-0 M_rwall M-rTNb r'UF T Needed neti D� no Well Wall wall n M - 3.20 1870.0 18700.0 a 2O 20,00 30044A 100440A 20000.0 F63UOG,q 61600.0 1942.0 6.0 T Total Length of Shear walls in line 3.2 ft 2Li%lie 22 Total Applied Seismic Force to Une 1 0 Ib Scis 8 Shear Per length of Shear ovalis 584.375 lb/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height Iia ft Density of Wall 16 psf J' [ft] ' [ft] (Ib] [Ib°hl jib'ft] (Ib•ft] jlb•fil [ib) Shear Wail Length of Eff. Length Applied Holddown Shear wall Label Shear of Shear force on M-0 M_rWaU M rTrib M riot= T. Needed Designatio Wall Wall wall M-r•UF n a d^ M 3.20 1870.0 18700.0 1280.0 `f329 q 1825.6 42-18-6 1 0041 6.0. a Total Length of Shear wall. in line 7 3.2 ft L;Ii%e C: Total Applied Seismic Forca to Une t a }J 1vs21b Sds t 14g Shear Per Length of Shear walls 450.625 lb/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height ft Density of Wall 16 psf IRI (ft] [ib] hb'ft1 (Ib`Rj pb'ftl (lb•R) Shear Wall (Ib] Label hof Eff.lengtJt Applied Holddown Shear Wail ' Shear of Shear force on M_o M rWan M rTrlb M Merot Designatio Wag Wall wall _r'UF T Needed ' n a 3.20 1442.0 14420.0 1280.0 +395ari,= 3662.4 2689.4 5 T�z Total Length of Shear walls Ll fine tine. BI Total Applied Seismic Force m 4.9230769 ft Une 23531b Sds Ir8 Shear Per Length of Shear walls 477.95313 Ib/ft SEISMIC Uplift FactorjUF) 0.7 Top Plate Height I3.R Density of Wall IRJ (ft) 16 psf (Ibl (Ib'ft] (Ib'ft) (Ib'ftj (Ib,ft1 (lb) Shear Wall Length o} Elf Length Applied Shear Wall Label Shear of shear force an M-0 M_rWan. !d_rTrib M riot= Holddown Wall Wall wall M_r'UF T Needed Designati n a a 4 2.46 1176.5 15294.5 1664.0 b �T4� 2088,8 3301.4 HDU4 5.0 2.46 1176.5 15294.5 1664.0 r ,152 0,0 ;1 2088.8 3301.4 HDU4. S.0 r-- R r; Total Length of Shear walls In line 8 ft Line, Et Total Applied Seismic Force to Une 32S,lb Sds Shear Per Length of Shear walls 290.625 lb/ft SEISMSEISMIC Uplift Factor(UF) 0.7 IC Top Plate Height 10. ft Density of Wall 16 psf IR] Ift] IIb1 (Ib -ft] (lb'ftl (Ib'fcJ (]b'ft)F7, Shear Wail Length of Elf. Length Applied Sheart Label Shear of Shear forte on M o M rWaB M r)rib M_rTa"ddawn Design Wan Wal Wall M_r'UF eeded n a '. 1 1 8.00 2325.0 23250.0 5120.0 ( 3?Ig;O j 5913.6 2167.1 Ir 4.0 f�L Total Length of Shear walls in line 12 ft ne ^� Total Applied SNsmic Force to Une !S3`5)Ib �-=u- Sds z �g Shear Per Length of Shear walls 363.5 Ib/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height Density of Wall �A 10 psf Iftj Ifti (Ib] (Ib'ft] Db'ftj [lb'f j (Ib'R] (Ib] Shear Wall Length of Eff. Length AppliedShear m Label Shear of Shear force on M_o M_rTot= NeD Holdd, n Wall Wall Wall rWall M drib T eded esignat M_r*UF n a i.. 12.00 4362.0 43620.0 7200.0 A '8467.2 2929.42 4.0 Lj� Total Length of Shear walls in line 3.2 ft' { 'Line {. Total Applied Seismic Force to Une "1 Q,lb Sds t Shear Per Length of Shear walls Shear Per Length of Shear walls 415.79688 Ib/ft 363.5 Ib/ft SEISMIC SEISMIC Shear Per Length of Shear walls Uplift FactorlUF) 450.625 Ib/ft '0.7 SEISMIC Uplift Factor(UF) Top Plate Height 0.7 �' i 10ft 'Top Plate Height Density of Wall q ft 10 psf Ift] Density of Wali Rb] 16 psf flb•ftl (lb -ft) (ftJ (ft] (Ib] pb'ftI [Ib•ftJ (Ib'ft) [Ib•ft] [lb) Applied Shear Wali i Lem pf ShearWaii length of Eff. Length Applied Shear Wall Label Shear of Shear force on Ho0YYf1 Shear Wall Label Shear of Shear force on M-0 M_rWap M_rTrib M_frot= T Needed Designetlo won Wall wall n n M r•UF 8.00 2325.0 n a _4 3.20 1442.0 14420.0 1280.0 3S52;0.1' 3662.4 2689,4 13305.5 1664.0 VM000:1 Lj� Total Length of Shear walls in line 4.9230769 ft L'ine', B `` Total Applied Seismic Force to Une °647 Ib Sds E Lr�-g Shear Per Length of Shear walls Shear Per Length of Shear walls 415.79688 Ib/ft 363.5 Ib/ft SEISMIC SEISMIC Uplift Factor(UF) Uplift FactorlUF) 0.7 '0.7 SMI C`� EIS Top Plate Height Top Plate Height =ft �' i 10ft Density of Wall Density of Wall 16 psf 10 psf Ift] [ft] Rb] [ib°ft] flb•ftl (lb -ft) fivft] [ib] [lb•ftl (lb'ftl Shear Wan Length of Eff. Length AppliedHolddown Applied Shear Wali i Lem pf Eff. Length Applied Shear Wall Label Shear of Shear force on M o M_MB M_rTrib M -riot= T Needed Designatio T Wan Wall wan Walt wall M r•UF -' M r•UF n n a 8 _ 8.00 2325.0 23250.0 5120.0 3fi&O 5913.6 2167.1 ]i1, a t '4:.. 2.46 1023.5 13305.5 1664.0 VM000:1 1892.8 2853.2 Qr 5.0 b �i'19 2.46 '102 13305.5 1664.0 1040:( 1892.8 2853.2 5.0 Lj� Total Length of Shear walls in line 8 ft Line, E Tota! Applied Seismic Force to line )325; Ib ?fig f }.-.---.---...lig Shear Per Length of Shear walls . 363.5 Ib/ft SEISMIC Shear Per Length of Shear walls Uplift FactorlUF) 290.625 !b/ft '0.7 SMI C`� EIS Uplift Factor(UF) Top Plate Height "" 0.7 �' i 10ft Top Plate Height Density of Wall =ft 10 psf Density of Wall [ftJ 16 psf (lb -ft) `` IftJ [ft) (Ib] [lb•ftl (lb'ftl [ib•ft) [lb•ft] fib] Eff, Length Applied Shear Wali i Lem pf Eff. Length Applied Holddown Shear Wall Label Holddown Shear Wall Label Shear of Shear force on M-0 M_rWan M_rTrib M_rTot = T Needed Designatlo Wail Walt wall -' M r•UF n a 8 _ 8.00 2325.0 23250.0 5120.0 3fi&O 5913.6 2167.1 ]i1, 4,0 Lj� Total Length of Shear walls In line 12 k rL'ne L Total Applied Seismic Force to Une436:Ib Sds f }.-.---.---...lig Shear Per Length of Shear walls 363.5 Ib/ft SEISMIC Uplift FactorlUF) '0.7 Top Plate Height �' i 10ft Density of Wall 10 psf lftJ [ftJ [lb] (lb -ft) [lb'ftj [Ib'ft] [lb•ft] jib] Shear Wali Length of Eff, Length Applied Holddown Shear Wall Label Shear of Shear force on M o M_ Mall M_rfrib M acf T Needed Des nnatio Wall wan wan -' 12,00 4362.0 43620.0 7200.0 " 'v�1SS;U • 8467.2 2929.4 Lj� ti Total Length cf Shear walls In line 5.5 ft Line M Total Length of Shear walls in line 55384615 ft / Lige,/ Total Applied Seismic Force to Une 4S!6 Ib VScis Sds Shear Per Length of Shear walls g 338.36364 Ib/ft SEISMIC E I S p V E /� SEISM C J f 1. IC Uplift Factor(UF) Shear Per Length of Shear walls 0.7 793.18056 Ib/ft SEISMIC Uplift Factor(UF) ( :Or I s �ft 0.7 Density of Wall Top Plate Height 10 psf � ft (ft) (ft] (ftJ Density of Wall [lb) 16 psf flb•ftj (f4j IN fib] [lb'ftl (lb -ft) [lb•ftj (lb -ft] Iib] Applied Shear Web Length of Eff. Length Applied Eff. Length Holddown ShearWall Label Shear Holddown Shear WaN Label Shear of Shear force on M_o MrWall M-rTrib M_Rot = T Needed ��natio Wail Wall wall a ? - Wall M-r'UF 4800.0 14a88;G _' n M-r"UF n 3041.0 Z a a L16 554 4343.0 57109.0 P44.0 r7r2iiW.'O+ ' 2063a.8 1 6078.4 HDUS MO _ v Total Length cf Shear walls In line 5.5 ft Line M Total Applied Seismic Force to Line 1861 Ib [ Sds jig g VScis Shear Per Length of Shear walls Shear Per Length of Shear walls L 338.36364 Ib/ft SEISMIC E I S p V E /� SEISM C J f 1. IC Uplift Factor(UF) Uplift Fador(UF) 0.7 0.7 SEISMIC Top Plate Height Top Plate Heightll ( :Or I s �ft ft. Density of Wall Density of Wall 10 psf 10 psf (ft) (ft] (ftJ (ft] [lb) [lb•ftj flb•ftj [lb] [lb-ftj [lb] [Ibj [lb`ft] ShearWell Lengthof Eff. Length' Applied T(lbOftj(1b-ft,] Shear Wall Length °f Eff. Length Holddown ShearWall Label Shear ofShear force on M_o. Shear Watt ib. M OF T NeededDesigrratr°Wall M o M_rWaU M-rTrlb Wall wall. Needed Designatio a ? - Wall wall 4800.0 14a88;G _' 8601.6 M-r"UF n 3041.0 Z a '5.51if . 5.50 1861.0 1 18610.0 1512.5 1179,8 ; - 1884.6 4,0 _ v Total Length of Shear walls In line g {t Total Length of Shear walls in line 8 ft /� rL��ne' 'P, Total Applied Seismic Force to Line mcg 16; VScis Shear Per Length of Shear walls L SEISMIC Uplift Factor(UF) Shear Per length of Shear walls 0.7 407.375 Ib/ft . SEISMIC Top Plate Height Uplift Factor(UF) ( :Or I s �ft 0.7 Density of Wall Top Plate Height 10 psf 1 ft (ft) (ft] [lb] Denslty of Wali (lb'ftj 10 psf flb•ftj [lb] Ift] [ftJ [Ibj [lb`ft] Applied (ib`ft] (ib -ft] [Ib] Shear Wall Length °f Eff. Length Applied force on M-0 M rWall M_rTHb M riot = Holddown Shear Watt Label Shear of Shear force on M o M_rWaU M-rTrlb M -riot= T Needed Designatio a ? Wall Wall wall 4800.0 14a88;G _' 8601.6 M-r"UF n a 1&, t 8.00 3259.0 1 35849.0 3520.0 tll£s30 3292.1 4069.6ur SA Total Length of Shear walls In line g {t Total Applied Seismic Force to Line � 4 415lb Sds Shear Per Length of Shear walls SS5.125 Ib/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height ( :Or I s �ft Density of Wall 10 psf (ft) (ft] [lb] (Ib"ft] (lb'ftj (Ib•ftj, flb•ftj [lb] Shear Wall Length of Eff. Length Applied Holddown Shear Wali Label Shear of Shear force on M-0 M rWall M_rTHb M riot = T Needed Designatto Wall Wall wall M r•UF n a ? 8.00 1 4414LO _A 66615.0 1 4800.0 14a88;G _' 8601.6 7251.7 64 L2D Total Length of Shear we!Is in line Line 3.2 ft R. Total Applied Seismic Force to Line 4ti5'Ib Sds a8 E457:8125 Shear. Per Length of Shear walls Ib/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height 10k Density of Wall [k1 [ft1 Ob) [lb'ftl Ob•ft] Fb'ft] pb•kl. 16 psf pb1 Shear Wall hof Eff.length Applied Shear Wall Label ar of Shear force on T M o M_rWall M_"rrlb M-erot = Hoiddown Designatic l! Wall wall M_r'UF T Needed n a 4" 3.20 1465.0 14650.0 1280.0 { tiJt±4-;t7; ; 5098.8 2387.8 � ,/�� s nw�Z S Total Length of Shear walls in line t' Line 5 k V Total Applied Seismic Force to Une 2G5� Ib .Sds ® Shear Per Length of Shear ;vans 530.8 Ib/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height . ''' Density of, Wall fit] [k] [lb] Ob'ft] Vb"ftj Ob -t) [lb•ft] 10 psf Ob) Shear Wall Length of Eff. length Applied Label Shear of Shear force on M o M_►1Nall M_rirtb M_erat = Hoiddo Wall Wall ymp T NeedeM_r'UF fiD a S 5.00 2654.026540.01250.0 �19iQ0 2240.0 gg60•p Line Total Length of Shear walls la Ilne 5 ft V Total Applied Seismic Force to Line r 2S 6:Ib Sds t 8 Shear Per Length of Shear walls 597.2 Ib/ft SEISMIC Uplift Fattar(UF) 0.7 Top Plate Height""" h Dersity of wail [ft1. (Ri Ob) Ob•k] [lb•ft] [lb -ft] Ob'ftl. 16 psf [!b] . Shear Wall Length of Elf. Length Applied Shear Wall Label Shear of Shear force on M o M rWall M_rTrib M-ffot= Hold wn Deslgnatlo Wall Wall wall M r'UF T Needed n a 5.60 2986.0 29860.0 2000.0 )<:040:; ': 2765.0 5419.0 CJ 6.0 Total Length of Shear walls in ane ' Line Q 9 ft Total Applied Seismic Force to tine 364 Ib Sds { 1' g Shear Per Length of Shear walls 408.66667 Ib/ft SEISMSEISMIC Uplift IC Factor(UF) 0.7 Top Plate Height Density of Wall [ft1 (ft] [Ibp [lb -ft) [Ib•ftl [!b -ft] Ob•f•] 10 Psi [Ib) Shear Wall Length of Eff. Length Applied Shear Wall LawShear of Shear force on M o M_rWap ryl r'irib M_rTot - Hoiddown Deslgnatlo Wall Wall wall M_r•UF T. Needed n a --5 9.00 3678.0 36780.0 4050.0 "224W.,01 18515.0 2029.4 5.0 t L2D L21 Total Length of5hearv-allsinline Line N 15 ft Total Applied Seismic Force to Line 5334'Ib Sds t�g Shear Per Length of Shear walls 358.93333 lb/ft SEISMIC SEISMIC Uplift Fattor(UF) 0.7 Top Plate Height 16 ft Density of Wall ' (Ib] [lb-ft] [IVftj (Ib•Rj [lb-ft) 10 psf [lb] HSheOrV�'"LengthofEff. length Applied ShearWaShear ofShear force on M o M rWall M Ylrib Mi TotkolddownWeededDesignatto Wag Wall wrag M_r•U�,15' 15.00 5384.0 53840.0 11250.0 -1975 r1+'' 12127 4.0 - Total Length of Shear wails In line 32 ft Line, D Total Applied Seismic ForeroUne t4F4Ib -� scars ley(D • Sds Shear Per Length of Shear waits ,.-11 8 457.5 lb/ft f v� t �+��• SEISMIC Uplift Factor{UF) 0 7 l Top•Plate Height`!10 ft Density of Wall i6 psf I [ fib] [lb•ft1 [lb•ftj (ib•ftj 11b•ft] [ib] ShearWall Length pf EffLength Label Applied HoldShear Wall Shear of Shear force on M_o M_rTot = d Designatio Well Wall - . F - Ne T Weeded ed n a 3.20 1464,0 14640.0. 1280.0 896.0 3436.0 5.0 r - Line G Total Length of Shear wails in line 10 k Total Applied Seismic Force to Line 2113 ", Ih Sds �g Shear Per Length of Shear walls 2173 1b/ft SEISMIC Uplift Factor(UF) 0.7 Top Plate Height 1G ft Density of Wall , (ftl IN [lb] [lb•ftj [lb-ft] [Ib"' ftj 116'j ft i6 psf 11bj f Shear Wall Length of Eff. Length Applied Shear Wall Label Shear of Shear force on M0 rWaB M_rTr7b M M_rTot a Hotddown DeslgnaUo T Needed Wali Wall wa0 - M_r,UF n a i�_1') 10.00 2173.0 21730.0 8000,0i' j-9000-01, 18900.0 - 283.01 NO 3.0 Total Length of Shear walls In line Line- H 6 k Total Applied Seismic Force tD Line Nk a I-- Sds ++lb -1{g Shear Per Length of Shear walls 422,66667 Ib/ft SEISMIC Uplift Factor(UFJ 0.7 Top Plate Height r--- '-�- • ? io 0. ft Density of Wall 10 psf (kJ (ft1 fib) 11b•ft] (lb•ft1 (Ib•k] [lb•ftl (Ib] Shear Wall tergth of EfL Length Applied Shear Wall LabelSh= ear of Shear force on MM _o _rWalf M ririb M_I ot T Holddown Needed Deslgnatio Wall Wall wall M r•UF n a _ S1 6.00 2536.0 25360.0 1800.0 936.0(�j •1915:2 -,p'` 5.0 - 3907.5 L21 PROJECT.: CLIENT... ' :� % PAGE: JOB NO.: DATE-- DESIGN BY: 42meninni REVIEW BY: PUT DATA FERAL FORCE ON DIAPHRAGM: vdia; WIND = 0 pif,for Wind (SERVICE LOAdS) vdia, SEISMIC = 136 plf,for seismic IENSIONS: Ll = 3 ft, LZ = 3 ft , L, = H, = 3:5 ft, HZ = G STUD SECTION 1 4 ft, H s pcs, b = 2 In , h = SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE (1, 2, 3, 4, 5, or 6) 4 No. 2 IE STUD SECTION . 1 pcs, b = 2 In, h = SPECIES (1 = DFL, 2 = SP) : 4 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 2 EL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor MUM NOMINAL PANEL THICKNESS = 318 In MON NAIL SIZE ( 0=6d, 1=8d, 2=10d) 1 8d IIFIC GRAVITY OF FRAMING MEMBERS 0.5 1Y OPTION (.,=ground leve! 2 7 ft sTFrP 1;,25 ft 4 In 4 in THE SHEAR nrAdLL UESIGN IS ADEQUATE. V dio =upper level) 2 upper level shear wall aN SUMMARY BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS . @ 3 In O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, SILL PLATE ATTACHMENT #14 WOOD SCREWS x 5" LONG AT 4" O.C. HOLD-DOWN FORCES: MAX STRAP FORCE: F _ _' ' k-% (USE CS16 SIMPSON HOLD-DOWN) 0.53 k (USE SIMPSON CS22 OVER WALL SHEATHING WITH FLAT BLOCKING)• KING STUD: 1 -'2" x 4" DOUGLAS FIR -LARCH No. 2, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 2" x 4" DOUGLAS FIR -LARCH No. 2, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: . 'A = 0.28 In Q/2 r = L1 L2 L3 L T1- TF; SS UE INFLECTION POINT ;T HIDDI F OF 141NDOW L1 1-2/2 —F1 - I C -2 F2 'jvF4 F4 FS F6 F9 Flo F5 S i F5 Fig L1�2 1-2/2 L3 12 _.I I F3 J 3 I F4 4 F7 r F8 I F1 1 F12 F8 FS F14 L� I nt srrcAK CAPACITIES PER IBC Table 2306.4.1, Min. I Min. Blocked Na(I Spacing Panel Grade Common PenetrationThickness Boundary & All Edges Nait (in) in) 6 4 3 2 Sheathing acid Single -Floor 7 .•8d 11/2 3/8 220 1 320 1 410 530 Note: The indicated shear numbers have reduced by specific gravity factor Der IBC note a NE FLOOk SILL PLATE ATTACHMENT, SILL PLfifiE ATTACHMENT ##14 WOOD SCREWS x 5" LONG AT 4° O.0 THE HOLD-DOWN FORCES: vmagatmltj ll Seismic Overtuming (pld sMoments ft4bsSEISMIC 1361 16266 Left Right WIND 0 0 Taft 3 in) Holddown 0 ANALYSIS TL = 1251 v=h + 0.75hen + hd ° = 0 0.9 TR = CHECK MAX SHEAR WALL DIMENSION RATIO DETERMINE FORCES & SHEAR STRESS OF FREE ' h / w = 1.3 < -BODY INDIVIDUAL PANELS :;,5' OF WALL [Satisfactory] TL = 0 Gc'^ INDIVIDUAL PAN!=L W (ft) H (ft) MAX SHEAR STRESS (plf) 1 3.00 1.25 27 - 2 1.50 1.25 354 3 1.50 1.25 354 4 7.00 .1.25 89 5 3.00 2.00. 204 6 7.00 2.00 165 7 3.00 2.00 204 8 7.00 2.00 165 9 3.00 3.50 115 10 1.50 3.50 231 11 1.50 3.50 231.. 12 7.00 3.50 137 NO. F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 F12' FORCEIbf ( ) 82 530 626 442. 612 •530 530 1156 34 408 330 112 NO. F13 F14 F15 Fib F17 F18 F19 F20 F21 FY2 F23 F24 FORCE (Ibf) 442 442 850 408 330 772 268 198 809 344 . 268 958 da = 0.15 in DETERMINE REQUIRED CAPACITY vb = 354 plf, ( 1 Side Panel Required; the Max. Nall Sparing = I nt srrcAK CAPACITIES PER IBC Table 2306.4.1, Min. I Min. Blocked Na(I Spacing Panel Grade Common PenetrationThickness Boundary & All Edges Nait (in) in) 6 4 3 2 Sheathing acid Single -Floor 7 .•8d 11/2 3/8 220 1 320 1 410 530 Note: The indicated shear numbers have reduced by specific gravity factor Der IBC note a NE FLOOk SILL PLATE ATTACHMENT, SILL PLfifiE ATTACHMENT ##14 WOOD SCREWS x 5" LONG AT 4° O.0 THE HOLD-DOWN FORCES: vmagatmltj ll Seismic Overtuming (pld sMoments ft4bsSEISMIC 1361 16266 Left Right WIND 0 0 Taft 3 in) Holddown 0 0.9 TL = 1251 v=h + 0.75hen + hd ° = 0 0.9 TR = 1251 ro 0 .213 TL = 0 Gc'^ 0 2/3 T = 0 0.000 in ECK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3.2) (TL & TR values should Include upper level UPLIFT forces' if applicab A = AB..ding + Ash.. + Axpit 310+ Aciwd splice sao 3 = 8vbh + v=h + 0.75hen + hd ° = Pmax = 0.41 EAL. Gt L w 0.262 in, ASD < Where: vb = 354 pl` , ASD L p = 13 4 . E = 1.7E+06 psi 8walbnwawe, AsD = 0.375 in . [Satisfactory] A = 16.50 in h = t = 0.221 in 8.75 ft G = 9.0E+04' psi - Cd = 4 I = 1 e„ r 0.000 in da = 0.15 in ksi CF = 1.15 Fc = A. = 0.02 hu' ss KING STUD CAPACITY Pmax = 0.41 kips Fe = 1350 psi Co = 1.60 CP = 0.20 A = 5.25 int E= 1600 ksi CF = 1.15 Fc = 504 psi > fc = 78 psi EDGE STUD CAPACITY [Satisfactory] Pmax = 1.25 kips, (this value should include upper leve', DOWNWARD loads If applicable) F, = 1350 psi CD = 1.60 CP = 0.20 A = 5.25 int E = 1600 ksi CF = 1.15 F, I = 504 psi > f� = 238 psi [Satisfactory) L23 PROJECT: `aw '« . PAGE:r CLIENT : -e, - !CR -U CV RL oNC'IN CHR9 JOB NO. ,- - - DESIGN BY: Woo'sguluurFWa—with+anObereina DATE: REVIEW By: INPUT DATA LATERAL FORCE ON DIAPHRAGM: (SERVICE LOA0S) vdia, WINE = 0 plf,for wind Vd)a, SEISNOC = 178 pif,for seismic ry01vIVS: L, =- 2 ft. L2 =6:'?5 er I ft L _ Hi = 14 ft, H2 = STUD SECTION 1 ft. H - a - Pcs. b = SPECIES (1 = DFL, 2 = SP) 1 _' In, h = GRADE ( 1, 2, 3, 4, 5, or 6) DOUGLAS FIR -LARCH 4 STUD SECTION 1 Pcs, b = No 2 4 in, h = SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 2 GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor JM NOMINAL PANEL THICKNESS = ON NAIL'SIZE ( Odd, 1=8d, 2=10d) V2 In 10d :IC GRAVITY OF FRAMING MEMBERS 'OPTION ( 1=ground level 2=u 1 p ii dia 2 `TR:P i _ ft 1<5 ft . N 4 In S2 N Z ' X u' I.n Z L1 L2 L3 THE SHEAR WALL DESIGN IS ADEQUATE. pp ave) i ground level shear Wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @ 3 In O.C. BOUNDARY & ALL EDGES / 12 In O.C. FIELD, 5/8 in DfA. x 10 in LONG ANCHOR BOLTS @ 48 In O.C. HOLD-DOWN FORCES: MAX STRAP FORCE:p = 1 k� �./10� (USE PHD5-SDS3 SIMPSON HOLD-DOWN) KING STJD: 1 --2"x 6" DOUGLAS FIR -LARCH No. 2, CONTINUOUS FUOLL HEIGHT 16 R WALL SHEATHING WITH FLAT BLOCKING} EDGE STUD: 1.- 4" x 6" DOUGLAS FIR -LARCH No. 2, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: - A = 084 in V/2 s x s L1 L2 L3 L , TL Tq LQFU&lE INFLECTION POINT T t 110DL F OF µ:IND01°' L1 1-2/2 F1 F2 F4 I 2' j F4 i �1 JJJ F5 F6 FS- . Fi 0 F5 N 5 F5 F13 . LL12 x 0 1 L2/22 L3 F2 I F3 F4 I .4 EE(- F7 r F8 F11 F12 F8 6 F8 F14 jZ ANALYSIS.. 11.25 kips CHECK MAX SHEAR.IMALL DIMENSION RATIO � cont'd h / w = 2.8 DETERMINE FORCES & SHEAR STRESS OF FREE -BODY INDIVipUAL < 3,8 [Satisfactory) PANELS . (allowable reduced 2w/h, 2305.3.8.2.2.3, r INDIVIDUAL PANEL W (ft) H (ft) . MAXSHEAR-STRESS'(p!f) OF WALL 0.09 A = 8.25 Int 223 psi > fc = 152 psi [Satisfactory) 1 2.00 . 1.50 -332 NO. FORCE (IM NO. FORCE (Ibf) 2 3.13 1.50 504 F1 -664 F13 757 3 3.13 1.50504 F2 1576 F14 757 4 2.00 1.50 -332 F15 2011 5 2.00 2.75 456 F4 757 F16 1254 6 2.00 2.75 456 F5 912 F17 1254 7 2.00 2.75 456 F6 1576 F18 2011 . 8 2.00 2.75 456 F7 1576 Fig 615 9 2.00 14.00149 F8 912 F20 615 10 3.13 14.00 238 F9 -498 F21 3334 11 3. 238 13 14.00 F10 1254 F22 297 12 2.00 14.00 149 Fit 1254 F23 615 F12 -498 F24 297 DETERMINE REQUIRED CAPACITY vb = 504 pti, . { 1 Side Panel Required, the Max. Nall Spacing THE SHEAR CAPACITIES PER IBC Table = 3 in) 2306.4.1 Mina Min. Panel Grade Common Penetratio Thickness Blocked Nafl Spacing Nail in Boundary & All Edges (in) Sheathing and Single•Floor 1 Od ' 1 5/8 6 4 .3 2 15/32 Note: The indicated shear numbers have 225 436 560 reduced b s ecific y p ra factor 9 vitt' per IBC note a. DETERMINE MAX SPACING OF 5/8° DIA ANCHOR BOLT 5/8 in DIA..x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD-DOWN FORCES: vda Wall Seismic Overturning p� at mid-sto bs Moments (R -lbs) � Resisting Safety Net Uplift. Holddown SEISMIC .178 344{lbs) Moments k-Jbs) Factors Left SIMPSON 41931 0 0.9 T = 4091 WIND 0 Right 0 0.9 Left 0'J T = 4091 0 2/3 T = 0 Ri ht 0 2/3Q O T = N 0 CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) ITL & TR values should include upper level UPLIFT forces if applicable) A = ABending +Ashen,+A1vat! $147+ A - gVbh3 vbh hda EAL. Gt L - Where: vb = 504 calf , ASD L„ = 10.25 ft w A = 16.50 in` h E = 1.7E+06 psi = 21 ft t G = 9.0E+04 psi 0.298 in . e„ = 0.000 • in da•> 0.15 in HECK KING STUD CAPACITY 0.836 In, ASD < t sxe,aBowable, Aso = 0.900 in !j (satisfactory) Cd - 4 1= 1 Aa = 0.02 h� ' Pmax.= 11.25 kips Fc = 1350 psi E = 1600 ksiG'' iECK EDGE STUD CAPACITY Co = CF = 1.60 1.10 Fr. = 0.09 A = 8.25 Int 223 psi > fc = 152 psi [Satisfactory) Pmax = F. = E = 2.00 1350 1600 kips, (this value should include psi Ca = 1.60 ksi CF = 1.10 upper level DOWNWARD loads if applicable) CP = 223 A = 19.25 in Fr' = 223 psi > fe = 104 psi [Satisfactory) LZS 9 Total Length of Shear walls In line• 5 ft Total Ap;lled Seismic Force to Line 87 387 lb lb 381i Scis -iig Shear Per Length of Shear walls 77.4 lb/ft SEISMIC Uplift Facior(UF) 0.7 Top Plate Height —,-I Density of Wall "b' (lb] flb*�ft] (lb, -ft] 16 psf [lb] Shear 7WaI1 Length of Eff. Length of Label Shear I Applied T,llb*ft] Holddown n Shear Shear Wall Wall Shear Wall wadi for force on M o M rw 11 all a M_eMb RoLrTot T T NeWed I Designatio g"a wall M-r*UF. n a DO 387.0 78 S 2 675 17�- 24 3.8 N 0 0 3 9 2,4 ��)o _ a•�6.' _ 1�= 33s# G 500 W i N30 �� iReQ fly Z F� Loc 14 C = W//Vo tOY'fp = (eww.- ___, - =_$gw EC CACP) _ 0�r 0. Oo2sb o - 05 -d. chs _ V ;-- v G -CF = —Q•9 G-4 J = %fD. 55 -:i - 22,'if sic ('-0=9 2��`F , f sf 21f'S W oil-S'r C45F Lap C cA t 0 P-3. >- 7/7 Ux pa S U� cL 6°R- eSSuR � = �Svp ptF PA-1) Mac t6*0 M" �PpLltO O g3 mon (DID O • �1 ?q ot t-15,3rvp 1� 67 t h'b oXIO _ O 1? IT000 Btu �cN� Project Title: Engineer: Project It} Protect Descr. 14288 Danielson Street Suite 200 Poway, CA 92064 Beam on Elastic Foundation Descriptiorn : U-0 P119 waf"tiIld Drs�i11 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties fc't2 -- 2.5.0 ksi � Phi Values lexure: 0.96 fr = fc ` 7.50 375.0 psi Shear: 0.750 W Density. - 145.0 pcf a t = —0.850 Lt Wt Factor 1.0 Elastic Mcdulus 3,122.0 ksi Soil Subgrade Modulus . 250.0 psi I (inch defleclim) Load Combination ASCE 7-10 fy - Main Rebar = 40.0 ksi Fy - Stirrups - 40.0 ksi E - Main P.ebar =- 29,000.0 ksi E - Stirrups =29,000.0 ksi Stirrup Bar Size # # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. E(9.76)' `E(-9.76) X.wx15"h Span=7.50 ft Cross Section & Reinforcing Details Rectangular Section, Width = 36.0 in, Height =15.0 in Spar. #1 Reinforcing.... 34t= at 3.6 in from Bottom, from 0.0 to 7.50 ft in this span Applied loads Beam self weight calculated and added to loads Pant Load : E = 9.760 k @ 3.0 ft Pant Load : E _ -9.760 k @ 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio .¢5 14 1 Section used, for this span Typical Section Mu : Appiled -0.141 k -ft Mn' Phi: Allowable 25.871 k -ft Load Combination +1.20D+0.50Li0.20S+E+1.6 Location of maximum on span 4.500 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure =1 97_1.:<sfj at Cross Section Strength & Inertia PrU�d:1I REc M m.1t:MW ;iNjt�ac+eeualUuder epi 344 at 3.0 in from Top, from 0.0 to 7.50 ft in this span Service loads entered. Load Factors'wlll be applied for calculations. Maximum Deflection . Max DownwardL+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 7.50 ft 0.000 in 0.000 in 0.055 in -0.228 in Phi Mn - (k -ft) Moment of Inertia (in"4 Cross Sed iop. Bar Layout Description Tb;Tension Top Tension I gross lcr - BW Tension Icr - Top Tension §4w -i- 3- #4 (d; d=11',3 A4 (c� d=3 25.87 25.87 10,125.00 657.51 --- 657.51 Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc Q, Recd Vs = Not Regd, use si rrups spaced at 0.000 in Maximum Forces 8 Stresses for load Combinations . Fz k Project Title: Engineer Project 10: Project Descr 14288 Danielson Street Suite kO Poway, CA 92D64 Beam on Elastic Fouhdation CODE REFERENCES Calculations per ACI 318-11; IBC 2012, CBC 2013, ASCE 7- 10 Load Combinations Used: ASCE 7-10. Material Properties 344 at 3.0 in from Top, from 0.0 to 6.0 ft in this span fc2.50 ksi Phi Values Flexure: U2 0.90 ft'= fc 7.50 375.0 psi, Shear:. 0.750 yf Density 145.0 pd R = 0.850 ?L Lt Wt Factor 1.0 Elastic Modulus = 3,122.0 ksi Soil Subg!ade Modulus = 250.0 psi/ (inch deflection). . Deflection Load Combination ASCE 7-10 Max Downward L+Lr+S Deflection 0.000 in fy - Main Rebar = 40.0 ksi Fy - Stirrups 40.0 ksi E - Main Rebar 29,000.0 ksi E - Stirrups =29,000.0 ksi Stirrup Bar Size # W 3 Number of Resisting Legs Per Stirrup 2 Beam is sypnorted an an elastic foundation. Span# m6 nere maximum occurs Span # I E(4.486) E(-41486) 24" w x 18" h Span=6.0 It 4 Cross Section & Reinforcing Details Rectangular Section, Width =24.Oin, Helght =18.0 in Span #I.Reinforcing Cross Section & Reinforcing Details Rectangular Section, Width =24.Oin, Helght =18.0 in Span #I.Reinforcing 3-94 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this soan 344 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point LoEd: E = 4.486 k @ 2 250 ft Point Lo, -d: E = -4.406 k @ 3.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 1.0W I Maxirhunn' Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied -2.102 k -ft Max Upward L+Lr+S Deffecdon 0.000 in Mn * Ph; Allowable 30.706 k -ft Max Downward Total Deflection 0.046 in Load Combination +1.20D40.500L40.20S*E+1.6 Max Upward Total Deflection -0.128 in Location of maximum on span 3.741 ft Span# m6 nere maximum occurs Span # I Maximum Soil Pressuret-'06-70ksf� at 0.00 ft Cross Section Strength & inertia Phi'Mn (k -ft) Moment ofInertia (inA4) Cross Section Bar Layout Description Btm Tension Top Tension lgross .1cr-BtrnTenslon lcr-TopTension §ido-n-1 ---3-#4@d=16',37#4@d=3', 30.71 30.71 11,664.00 997.15 997.15 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVaI2, Req'dVs=Not Reqd, use stirrups s.paoedat 0.000 in Maximum Forces & Stresses for Load Combinations Project Title. Engineer. Prosed Descr: 14288 Danielson Street Suite 200 Poway, CA92064 Beam on Elastic Foundation E3Z .. L-MUIPUWl. W. aau,nuci, �aw�.g. CODE REFERENCES Calculations. per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 . Load Combinations Used: ASCE 7-10 Material Properties Project ID: N&Ck 1 r DEC Fie = c rs f+i cwaOaopvN 14,00MMi 6dEFhAIt IM ,1at".;"✓)t�S�,y.uG�rtil5l:'y,1 fc 1/22.50 ' ksi Phi Values Flexure: 0.90 fr= fc 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pd pi- = 0.850 4 U Wt Factor = .. 1.0 Elastic Modulus -. 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi 1(inch deflection) Load Combination ASCE 7-10 fy - Main Rebar - 40.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar _ 29,000.0. ksi. E - Stirrups = 29,000.0 ksi Stirrup Bar Size #s 3 Number of Resisting Legs Per Stirrup 2 undation E(7.806) E(-7,806) -` it I , 36" w x 18" h Span=6.50 fl Cross Section & Reinforcing Details Rectangular Section, Width = 36.0 in, Height =18.0 in Span #1 Reinforcing.... 344 at 3.0 in from Bottom, from 0.0 to 6.50 ft in this span Applied Loads - Beam self weight calculated and added to loads Point Load : E = 7.806 k @ 2.50 ft 344 at 3.0 in from Top, from 0.0.to 6.50 ft in this span Service loads entered. Load Factors will be applied for calculations. Point Load: E=-7.806 k @ 4.0 ft DESIGN SUMMARY+„'" o Maximum Bending Stress Ratio . _ 3.•e:111: 1 Maximum Deflection _ Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied -3.737 k -ft Max Upward L+Lr+S Deflection _ 0.000 in . Mn ' Phi : Allowable 31.271 k -ft Max Downward Total Deflection 0.045 in Load Combination +1.20D+0.50L+0.20S+E+1:6 Max Upward Total Deflection -0.118 in Location of maximum on,span 3.976 ft Span # where maximum occurs ' Span # 1 Maximum Soil Pressure = 5?609:ksf;t at 0.00 ft Cross Section Strength & lnerHa _ - . - Phi'Mn (k -ft) Moment of Inertia 6 4' ) Cross Section Bar Layout Description Btm Tension Top Tension I gross' . lor - Btrn Tension Icr - Top Tension .....31.27 17,496.00 31.27 3127 ... 1,043.05 — -- 1,643.05 Shear Stirrup Requirements Entire Beam Span Length: Vu < Plallcf2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000. Maximum Forces & Stresses for Load Combinations 14286 Danielson Street Suite 200 PowayCA Beam on Elastic Foundation Descdptnm : ' Project Title: Engineer: Project Descr: Project ID: r It CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10-�"' Load Combinations Used: ASCE 7-10 DESIGN SUMMARY Material Properties Maximum Bending Stix ss Ratio rc fn = 2.50 ksi Phi Values Fleacure it = fc ' 7,50 = Section used for this span 375.0 psi Shear: 0.750 -Mu : Applied W. Density = 150.0 pcf 0.850 thnPhi : Allowable X U M Factor = 1.0 - Elastic Modulus = 3,122.0 ksi 10.024 ft Span # whare maximum occurs Soil Subgrade Modulus —. 250.0 psi / (inch deflection) Maximum Soil Pressure = } Load Combination ASCE 7-10 m I} fy - Main Rebar = 40.0 ksi Fy - Stirrups - 40.0 ksi i E - Main'Rebar = 29,000.0 ksi E - Stirrups =-29,000.0 ksi w. f Stinup.BarSize# - # 3 •-. _ .+ -,:sem, ... Number of Resisting Legs Per Stirrup 2 _ .42a -- - *- -. Beam is supped on en elastic foundation E(7.251) E(-7.251) I - D(0.182) Lr(0.14) 42" w x 18" h Span=12.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 42.0 in, Height =1 B.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 12.0 ft in this span 244 at 3.0 in from Top, from 0.0 to 12.0 ft in this span Applied Loads Service bads entered. Load Factors uvili be applied for calculations. Beam self i4eeight calculated and added to loads Point Load: E = 7.251 k @ 2.0 ft Point load : E _ -7.251 k @ 10.0 ft Uniform Oad : D = 0.0260, Lr = 0.020 ksf, Tributary Width =.7.0 ft DESIGN SUMMARY Maximum Bending Stix ss Ratio Section used for this span Typical Section -Mu : Applied -4.179 k -ft thnPhi : Allowable 21.170 k -ft Load Comiration - +1.200+0.50L40.20S+E+1.6 Location a maximum on span 10.024 ft Span # whare maximum occurs Span # 1 Maximum Soil Pressure = E0002,kifj at Cross Section Strength & Inertia Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in 0.000 in 0.053 in -OA 36 In 12.00 It Phi'Mri (k -ft } Momerd of media (in"4 } Cross Section 'Bar Layout Description _ $Bt.m Tension Top Tension I gross lr - Btm Tension ler - Top Tension Shear Stirrup Requirements Entire Beam Span Length: Vu < PNW2, Req'd Vs = Not Regd, use stirrups spaced it O.fMO in Maximum Forces & Stresses for Load Combinations FC; Project Title: Engineer: • Pr ject•ID: • Project Descx: 14288 Danieison Street Suite 200 PowaY&A920fi4.._..._ -------- - - wtima ��OCCZOIS 1I.S%M Beam on Elastic Foundation 6"1'51111: — --ENER,AL+ IN;''1.10t5;9+idc!41s.1:9:UEv .ii9:S Description : CS6on wuiine Den s P 9� wf-..x9thi.�' CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7 -10 -- Load Combinations Used: ASCE 7-10 Material Properties fcIn,Y 2.50 ksi Phi Values Flexure: 0.90 fr = to ' 7.50 = 375.0 psi Shear: 0.750 W De",. = 145.0 pd .= 0.850 X U Wt Factor = 1.0 Elastic Modulus 3,122.0 ksi Soil Subpr de Moduhls 250.0 psi / (inch deflection) Load Combination ASCE 7-10 fy - Main Rebar - 40.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.Oksi Stirrup Bar Size# _ # 3 Number of Resisting Legs Per Stirrup 2 Ream is suprted on an elastic foundation E(13.664). E(-13.664) I 36" w x 15" h Span=7.50 ft Cross Section & Reinforcing Details Redar9gOar Section, Width = 36.0 in, Height =15.0 in Span #1 Reinforcing.... 344 at 3.0 in from Bottom, from 0.0 to 1.50 ft in this span 344 at 3.0 in from Top, from 0.0 to 1.50 ft in this span Applied Loads. Service loads entered.•Load Factors will be applied for calculations. Beam self tvelght calculated and added to toads — - - - -- — - - -- -- -- •---- _. Pant Load: E = 13.664 k @ 3.0 ft Point Loaf: E = -13.664 k @ 4,50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this s Pan ` Typical Sectio Mu: Applied -7.198 k -ft Mn • Phi: Allowable 25.871 k -ft Load Combination +1.20D+0.50L+0.20S•+E+1.6 Location of maximum on span 4.500 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in, 0.000 in 0.120 in =0.988 in 36s7c Phi'Mn (k•ft) — Moment of Inertia (in"4 ) Cros_sSedlon Bar 0u1 Desutphon Btm Tension Top Tension_ I gross la - Btm Tension la - Top Tension Section 1 - 3 #4 657,57 - 657.51 - Shear Stirrup Requirements Entire Beam Span Length: Vu < Piu'Vc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 In -- Maximum Forces S Stresses for Load Combinations W-0 Project Title: Engineer: Project ID: 14288 Dania'son StreetProject Desa: Suite 200 _Poway, Ck 92064 _ —.,.-w.,_—•......-....-� ..� _ - _ �._ - _ _._.. R�,t�a: t t oec tots, tt:ssaM Beam on Elastic Foundation ��.:�--__ _ -- – _ n _+�lEr±GAu. JN(•,ioR'1.atetr. o,dit� aeon n,....:::.:.� Description: 1kGENERALkFO0TING ' CODE REFERENCE'S Calculations per ACI 316-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties fc t2 r 3.0 ksi m Phi Values ; lexure _ 0.90 fir = fe ' 7.50 410.792 psi. Shear: 0.750 W Density = 145.0 pd R - . 0.850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.Oksl Soil Subgrade Modulus 250.0 psi I (inch deflection) Load Combination ASCE 7-10 fy - Main :Rebar = 60.0 ksi Fy - Stirrups = 40,0' ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29, 000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup' 2 Ream is sur000rted gD an efa ti = foundation, 15" w x 18" h Span=16.0 ft Cross Section & Reinforcing Details Rectangular Section, Width =15.0 in, Height =18.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 16.0 ft in this span Applied Loads Beam self vrelght'calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.160 ksf, Tributary Width= 3.0 ft Point Load: D=3.0k@8.0ft DESIGN SUMMARY Maximum Sending Stress Ratio Section used for this span Typical Section Mu : Applied 6.391 k -ft Mn " Phi : Allowable Load Comuination 30.141 k -ft Location of maximum on span +1.40D+1.60H 8,094 ft Span # whare maximum occurs Span # 1 Maximum Soil Pressure = {1f;0826 ksf at Cross Section Strength & Inertia 244.at 3.0 in from Top, from 0.0 to 16.0 ft in this span Service loads entered. Load Factors will be applied for calculations. ,+ �..... --•--•--- ._ •. .._..—_-------�--'--'---.__.—.._ _Tenn... ._..,..� Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 8.00 ft 0.000 in 0.000 in 0.023 in 0.006 in It CIt C _.. _.... _.... _Teen .••-- - Moment of Inertia (in^4) . Cross Section Bar Layout Desafption 8tm Tension Top Tendon � I gnus la- Btm Tension la -Top Tension . —•- - ---. _. _....._.. __ . __ --- .Teen.. �.__.. _ _ Section 1 2 #4 @ d=15',2-#4 @ d=3 30.14 - - 30.14 7,290.OU _ 659.57 659.57_.._ Shear Stirrup Requirements Entire Beam Epan Length: Vu < PhfttZ Req'd Vs = Not Reqd, rue stirrups spaced at 0.000 in�- Maximum Forces & Stresses for Load Combinations -1 heen n 45090 Golf Center Parkway, Suite F, Indio, CA 9=01 (760) 863.0723 Fax (760) 863-0847 6782 Stanton Avenue, Suite (:� Buena Park, CA 90621(714) 523-0952 Fax (714)5M-1369' 450 Egan Avenue, Beaumont, CA 92223 (951) 845-77}3 Fax (951) aQS $853 am E Florida Avenue, Hemet, CA 92543 (915i) 766-8777 Fax (951) 766-irM March 25, 2015 Project No. 544-15066 15-03-139 Mr. & Mrs. Gerry and Carol Perkel 23945'South West 65�h Avenue V. Tualatin, Oregon 97062 Project: Proposed Custom Residence Lot 37/38C - Via Savona The Hideaway La Quinta, California Subject: Geotechnical Update Ref: Geotechnical Engineering Report prepared by Earth Systems Southwest (ESSW) dated September 22, 2000, File No. 07117-10, Report No. 00-09-772 Report of Testing and Observation During Rough Grading prepared by ESSW dated August 28,2002; File No. 07117-11, Report No. M-07-718 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated October 12,20M, Project No. 5442199 Report No. 03-10-647 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence. The project site is located on Via Savona (identified as Lots 37/38C) within the Hideaway Golf Club development in the City of La Quinta, California. It is our understanding that the proposed residence willbe a relatively lightweight wood -frame structure supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Hideaway project site and was subsequently regraded. The rough grading included over -excavation of the native surface soil along with the placement of engineered fill soil to construct the building pads. The regrading included processing the surface soil along with minor cuts and fills to construct the individual building pads to the current configurations. Some additional over -excavation was performed in areas where the building. envelopes were reconfigured. The most recent site grading is summarized in the referenced Report of Testing and Observations During Rough Grading prepared by SIadden Engineering along with the compaction test results. The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values included in the referenced grading report prepared by Sladden Engineering remain applicable for the design and construction of the proposed residential structure. foundations. Sladden Engineering wuno.Sladdenesgilreerine cn»i March 25, 2015 -2- Project No. 544-15066 15-03-139 Because the lot has been previously rough. graded, the remedial grading required _at this time should be minimal provided that the building falls within the previously established building envelope. The building area should be cleared. of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. The allowable bearing pressures recommended in. the referenced grading report prepared by Sladden Engineering remain applicable. Conventional shallow spread footings should. be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf' for each additional 1 foot of. Width and 360 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations/slabs and passive resistance along the sides of the footings. -A friction coefficient of 050 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, . the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is non -expansive and falls within the "very low" expansion category in accordance with 2013 California Building Code (CBC) classification criteria. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of 4.0 inches and minimum reinforcement of #3 bars at 24 inches on center in both directions: All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10 -mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of sand. across the pad surface prior to placement of the membrane. Based on our field. observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is Sri, generally described as stiff soil. The following presents additional coefficients and factors relevant to seismic mitigation for new construction based upon the 2013 California Building Code (CBC). Sladde» Engineering wtvw Sladdenengineering cont March 25, 2015 -3- Project No_ 544-15066 15-03-139 The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1.):1/1.I/lIl Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1): 1.501 g Sl (Figure 1613.3.1):0.698g Fa (Table 1613.3.3(1)):1..0 F+ (Table 1613.5.3(2)):15 Sms (Equation 16-37 (Fa X Ssl): I.5019 Smi (Equation 16-38 (Fv X Si])-- 1.047g SDS (Equation 16-39 (2/3 X Sms)):1.001g SDI (Equation 16-40 (2/3 X Sm])): 0.6988 Seismic Design Category: D In. addition, we have sampled the surface soil on the subject lot to detennine the soluble sulfate content as it relates to selecting appropriate concrete mix designs. Testing indicates that the site soil is generally considered non- corrosive with respect to concrete.. The testing indicated soluble seelfate content of 360 ppm (0.036 percent) that corresponds with the "negligible" exposure category in accordance with ACI 31908, Table 3. Based upon this, the use of sulfate resistance concrete mixes should not be required. If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING �� ;.�;.• ;,: ,.iii`,-` ;;. Brett L. And T L Principal Engineer:, SER/ ;4 ,, `!`, ��z_ _•t. .tt��r- Copies: 4 /Addressee Sladden Engineering wrwv.Sladdenerrgineering,com I Please verify that soils reports contain all of the above information• In addition, to assure eontlnulty between the invastigationlreportfng stage and the execution stage, please use the following checklist to verify that the conclusions and recommendations In the report cvmr all the required elements. Only then can we be assured that the construction documents address all of the site soil conditions. , La Qtuinta Geotechnical Report Checkiist Does the °Conclusions and Recommendations° section of the report address each of the following criteria? °address" means: (a) the criterion is considered significant and mitigation measures) noted, or, (b) the criterion is considered insignificant and explicitly so stated. Yes . No Criterion ❑ Foundation criteria based upon bearing capacky of natural or compacted soil, D Foundation criteria to mitigate the efts of expansive soils. • D. Foundation criteria based upon bearing capacity. of natural or compacted loll. ❑ Foundation criteria to mitigate the effects of liquefaction. © Foundation arteria to mitigate the effects of selsmicxally Induced differential settlement. O f=oundation criteria to mitigate the effects of long-term differential settlement Q Foundation criteria to mitigate the effects of varying soilstrength. ❑ Foundation criteria to mitigate expected total and differential settlement Any''No" answers to the .above checklist should be noted as specific required cotrec.#ions. t 'r 11L �' f a Sladden. Engineer1ru 6782 Stanton Ave., Suite A, Buena Paris, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy Suite F. Indio, GA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: lurch 31, 2015 Account No.: 544-15066 Customer: Gerry & Carol Perkel Location: The Hideaway, Lot 37/38C, Via Savona, La. Quinta Analytical Report Sulfate Series Soluble Sulfates Soluble Chloride per CA 417 per CA 422 PPM ppm 360 50 Sulfate 544-15065 033115 , - TABLE 18=A-2— REOUIREMEN}'g FOR SPECtIKL dCPOSUHE COWDMONS N hutrtaa-tom •MAMMU 14OR&At<u�aa2tr A•Np . Wl�US` • MATER1hC-S� Y: �{A�a� � E7E� - EXPOSURECOHGMOR oaf .HbRAACWHGXT•' AGO C(TATECOACAETP- ' expose [e Int[Ylded CO have lUw permeability who X O�pgegdetMPe ` e1tPOSCtS to Water Q.$D,W ��1a exposed t0 •Eteeaing and tilawing moist in a oondidott or t0 ddcing chemieo ' OAS Fo{ wc�orFnn PMICCIIon for ndnfncsed 4�50 - o concrue expto chlorides from delcingchemical;, salts or . brackish water, 0r'SMvXTom I)L- a- anrc�t 0.40 TErEAB EDDTAOg [.VATEtOWrAIAIRING•SOLLLMONS .+ NORMAL-WE30"T AGQn/1TE t LIGNEWScM - • HCR ' � ��Sa�t761E bt�te�ilal�e��agRa�tlo�b� . � , E P "byeE�Y NoimaFWdOhi� °. J�ph • ` FXPOSU SLLFAYE (50� IN . wATEA, ppiq CMMtERTlYPE Appropnti Ccispijl . NoglIgiblc 0 Conaele .00.0 20 0-150 x o-008ee'forMPa - Moduatci• 0.1 o-o.2C 150-1.500 7L 1X57. LT 4,000 Sevecm 0.2ay00 1.506.10.000 V 0.45- Very severs Ovcr2D0 - .4,500 Over I0,ODQ • � V D� Q.45 . 4SQ0 _ tAlovvavratentf 2 bFddrdtfomsor v dn-gerst�ngtbayz�i nie�cdforlbwpe i1 � �eotstxian aEem Froesing and thew�ng bCe tYarfor�xoterston ' C�9 rAr2�. _ �singTypeYcement bytrscorswicaTuoQiaoimPzoveaulfat*resistancewheauscdinrorcmmron_ 2-2S • O j IY.. BUILDING ENERGY ANALYSIS REPORT I PROJECT: Perkel Residence Lots 37 & 38, The Hideaway La Quinta, CA 92253 Project Designer: Stracts Architects 550 S. Oleander Palm Springs, CA 92262 (760) 636-8951 Report Prepared by: Tim Scott Scott'Design and Title 24, Inc, ' ^ 77085 Michigan Drive Palm Desert, CA 92211 (760) 200-4780 Job Number: Date: 12/17/2015 CITE' OF LA QUANTA BUILDING & SAFETY DEPT. AIT gVED FOR`CONS "RUCTION DATE f % The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is . authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. " EnergyPro 6.7 by EnergySoft User Number: 6712 /D: CERTI*E OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE OOD Project Name: Perkel Residence Calculation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml CF*RF-01 Page 1 of 15 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Perkel Residence 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location Lots 37 & 38, The Hideaway Compliance Margin Percent Improvement 04 City La Quinta 05 Standards Version Compliance 2015 06 Zip Code 92253 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ15 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 6489 15 Number of Zones 6 16 Slab Area (ft2) 5024 17 Number of Stories 2 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 24.4% COMPLIANCE RESULTS 01 Building Complies with Computer Performance h 02 This building incorporates features that require field testing and/or verification by a certified HERS later under the supervision of a CEC-approved HERS provider. 1 1 tiw FA -0 f J A %-ar V t LOF I A Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 7.02 5.45 1.57 22.4% Space Cooling 143.87 131.76 12.11 8.4% IAQ Ventilation 1.43 1.43 0.00 0.0% Water Heating 3.96 4.53 -0.57 -14.4% Photovoltaic Offset -- 0.00 0.00 -- Compliance Energy Total 156.28 143.17 13.11 8.4% Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIF0E OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE giOD Project Name: Perkel Residence Calculation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY CFORF-01 Page 2 of 15 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • High Quality Insulation Installation (QII) • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: — None -- 0 I //' Ii it ti} l) I ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for_energy use components included in the performance compliance approach for the Starid'ard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer, electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. `� 'i I � I-% _> r- V_ V V # V L- " 02 Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDVlf2-yr)' 191.68 178.57 13.11 6.8% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Perkel Residence 6489 1 18 6 0 1 Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIFpame: E OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE �OD Project Perkel Residence Calculation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xm1 CF•RF-01 Page 3 of 15 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 master Zone Conditioned HVAC 11 1540 9 DHW Sys 1 grt liv kit Zone Conditioned HVAC 2 & 32 2634 9 DHW Sys 1 bed 3 Conditioned HVAC .13 425 9 DHW Sys 1 bed 2 Conditioned HVAC .24 425 9 DHW Sys 1 2 fir office Conditioned HVAC5 355 9 DHW Sys 1 2 fir media Conditioned HVAC 56 1110 9 DHW Sys 1 Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 HERS PROVIDER Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIF•E OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE *OD Project Name: Perkel Residence ation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml CFORF-01 Page 4 of 15 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) N Wall master Zone R-21 Wall (W.19.2x6.16) 0 Front 756 104 90 E Wall master Zone R-21 Wall (W. 19.2x6.16) 90 Left 506 90 S Wall master Zone R-21 Wall (W.19.2x6.16) 180 Back 506 90 W Wall master Zone R-21 Wall (W.19.2x6.16) 270 Right 1092 67.6 90 R-38 Roof master Zone R-38 Roof(R.38.2x14.16) 1540 N Wall 2 grt liv kit Zone R-21 Wall (W.19.2x6.16) 0 Front 1500 391 90 E Wall 2 grt liv kit Zone R-21 Wall (W.19.2x6.16) 90 Left 1500 111.6 90 S Wall 2 grt liv kit Zone R-21 Wall (W.19.2x6.16) 180 Back 1500 245 90 W Wall 2 grt liv kit Zone R-21 Wall (W. 19.2x6.16) 270 Right 950 72 90 R-38 Roof 2 grt liv kit Zone R-38 Roof(R.38.2x14.16) 2634 N Wall 3 bed 3 R-21 Wall (W.19.2x6.16) 0 Front 500 43 90 E Wall 3 bed 3 R-21 Wall (W.19.2x6.16) 90 Left 650 30 90 S Wall 3 bed 3 _ R -21 -Wall (W19.2x6.16)\ 'f180 i _Back 500 23 90 W Wall 3 bed 3 , . R-21 Wall (W.19.2x6.16) 270 JRight ' 650 40 90 R-38 Roof 3 bed 3',, ' ' ^ IR -38 Roof(R.38.2x14.16) - � jj U Lr � J `� t r 425 N Wall 4 bed 2 R-21 Wall (W.19.2x6.16) '. 107 Front 250 43 90 E Wall 4 bed 2 R-21 Wall (W.19.2x6.16) 90 Left 650 40 90 S Wall 4 bed 2 R-21 Wall (W.19.2x6.16) 180 Back 500 23 90 W Wall 4 bed 2 R-21 Wall (W.19.2x6.16) 270 Right 650 30 90 R-38 Roof 4 bed 2 R-38 Roof(R.38.2x14.16) 425 N Wall 5 2 flr office R-21 Wall (W. 19.2x6.16) 0 Front 448 110 90 E Wall 5 2 fir office R-21 Wall (W.19.2x6.16) 90 Left 448 10 90 S Wall 5 2 fir office R-21 Wall (W.19.2x6.16) 180 Back 448 10 90 W Wall 5 2 fir office R-21 Wall (W.19.2x6.16) 270 Right 448 50 90 R-38 Roof 5 2 fir office R-38 Roof(R.38.2x14.16) 355 N Wall 6 2 fir media R-21 Wall (W.19.2x6.16) 0 Front 650 92 90 E Wall 6 2 fir media R-21 Wall (W.19.2x6.16) 90 Left 850 30.6 90 S Wall 6 2 fir media R-21 Wall (W.19.2x6.16) 180 Back 650 52 90 W Wall 6 2 flr media R-21 Wall (W.19.2x6.16) 270 Right 850 12 90 R-38 Roof 6 2 fir media R-38 Roof(R.38.2x14.16) 1110 Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF113-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIFJOE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE OD Project ame: Perkel Residence Cr* culation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml CFORF-01 Page 5 of 15 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic master Zone Attic Roofmaster Zone Ventilated 3 0.1 0.85 No No Attic grt liv kit Zone Attic Roofgrt liv kit Zone Ventilated 3 0.1 0.85 No No Attic bed 3 Attic Roofbed 3 Ventilated 3 0.1 0.85 No No Attic bed 2 Attic Roofbed 2 Ventilated 3 0.1 0.85 No No Attic 2 flr office Attic Roof2 flr office Ventilated 3 0.1 0.85 No No Attic 2 flr media Attic Roof2 flr media Ventilated 3 0.1 0.85 No No HERS PR Zz } +IC>EHR Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIF* OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE MOD Project Name: Perkel Residence Calculation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xm1 CFIDRF-01 Page 6 of 15 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading 15 Window N Wall (Front -0) --- -- 1 24.0 0.32 0.29 Insect Screen (default) 13 Window N Wall (Front -0) --- -- 1 80.0 0.32 0.29 Insect Screen (default) J Window W Wall (Right -270) -- -- 1 40.0 0.32 0.29 Insect Screen (default) 14 Window W Wall (Right -270) --- -- 1 21.6 0.32 0.29 Insect Screen (default) H Window W Wall (Right -270) -- -- 1 6.0 0.32 0.29 Insect Screen (default) 12 Window N Wall 2 (Front -0) --- -- 1 295.0 0.32 0.29 Insect Screen (default) 11 Window N Wall 2 (Front -0) -- --- 1 96.0 0.32 0.29 Insect Screen (default) G Window E Wall 2 (Left -90) --- -- 1 30.0 0.32 0.29 Insect Screen (default) 9 Window E Wall 2 (Left -90) --- -- 1 21.6 0.32 0.29 Insect Screen (default) 22 Window E Wall 2 (Left -90) -- -- 1 20.0 0.32 0.29 Insect Screen (default) 21 Window E Wall 2 (Left -90) --- -- 1 40.0 0.32 0.29 Insect Screen (default) 3 Window S Wall 2 (Back -180) , _ 7 r +; y14_--_ _ - -- 1 80.0 0.32 0.29 Insect Screen (default) 1 WindowS Wall 2 (Back -180) E ; J - \ -_ +"11, -120.0 0.32 0.29 Insect Screen (default) T Window l ` S Wall 2 (Back`180) �s 7 - 6A 0.32 0.29 Insect Screen (default) N Windowl S Wal2 Back=180 x , Z _ ( ) 0 � -R=~ -�- f- 1_" "'y15.0 0.32 0.29 Insect Screen (default) 2 Window W Wall 2 (Right -270) -- -- 1 24.0 0.32 0.29 Insect Screen (default) M Window W Wall 2 (Right -270) --- -- 1 8.0 0.32 0.29 Insect Screen (default) L Window W Wall 2 (Right -270) --- -- 1 8.0 0.32 0.29 Insect Screen (default) K Window W Wall 2 (Right -270) --- -- 1 8.0 0.32 0.29 Insect Screen (default) FF Window N Wall 3 (Front -0) --- -- 1 1.0 0.32 0.29 Insect Screen (default) EE Window N Wall 3 (Front -0) -- -- 1 1.0 0.32 0.29 Insect Screen (default) DD Window N Wall 3 (Front -0) --- -- 1 1.0 0.32 0.29 Insect Screen (default) 4 Window N Wall 3 (Front -0) --- --- 1 40.0 0.32 0.29 Insect Screen (default) CC Window E Wall 3 (Left -90) --- --- 1 1.0 0.32 0.29 Insect Screen (default) BB Window E Wall 3 (Left -90) -- -- 1 1.0 0.32 0.29 Insect Screen (default) AA Window E Wall 3 (Left -90) --- -- 1 1.0 0.32 0.29 Insect Screen (default) Z Window E Wall 3 (Left -90) -- -- 1 1.0 0.32 0.29 Insect Screen (default) Y Window E Wall 3 (Left -90) --- -- 1 1.0 0.32 0.29 Insect Screen (default) D Window E Wall 3 (Left -90) -- -- 1 12.5 0.32 0.29 Insect Screen (default) Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIF� OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE *OD Project ame: Perkel Residence Ca culation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml CFF -01 Page 7 of 15 C Window E Wall 3 (Left -90) --- -- 1 12.5 0.32 0.29 Insect Screen (default) V Window S Wall 3 (Back -180) --- --- 1 1.0 0.32 0.29 Insect Screen (default) W Window S Wall 3 (Back -180) --- - 1 1.0 0.32 0.29 Insect Screen (default) x Window S Wall 3 (Back -180) --- - 1 1.0 0.32 0.29 Insect Screen (default) B Window S Wall 3 (Back -180) -- - 1 10.0 0.32 0.29 Insect Screen (default) A Window S Wall 3 (Back -180) -- - 1 10.0 0.32 0.29 Insect Screen (default) 5 Window W Wall 3 (Right -270) -- - 1 40.0 0.32 0.29 Insect Screen (default) KK Window N Wall 4 (Front -0) ---- -- 1 1.0 0.32 0.29 Insect Screen (default) JJ Window N Wall 4 (Front -0) --- -- 1 1.0 0.32 0.29 Insect Screen (default) HH Window N Wall 4 (Front -0) -- -- 1 1.0 0.32 0.29 Insect Screen (default) 20 Window N Wall 4 (Front -0) --- - 1 40.0 0.32 0.29 Insect Screen (default) 19 Window E Wall 4 (Left -90) --- -- 1 40.0 0.32 0.29 Insect Screen (default) TT Window S Wall 4 (Back -180) -- -- 1 1.0 0.32 0.29 Insect Screen (default) SS Window S Wall 4 (Back -180) --- -- 1 1.0 0.32 0.29 Insect Screen (default) RR Window S Wall 4 (Back -180) --- -- 1 1.0 0.32 0.29 Insect Screen (default) R Window S Wall 4'(Back-180) -� " ,y: -=i "f '� -- i' 1 10.0 0.32 0.29 Insect Screen (default) S Window �, S Wall 4 (Back -180) , ;_ ' --' -- ' 1'1 1 '10.0 0.32 0.29 Insect Screen (default) QQ Window ` \1 W Wall 4 (Right -270) ` ' _ a i.' �- ---- C �� =- L ,: 1'.; ` `--1.0 0.32 0.29 Insect Screen (default) PP Window `'� W Wall 4 (RigF t-270)? :; r> zz n ' ,h + r j ,1- 1.0 0.32 0.29 Insect Screen (default) NN Window W Wall 4 (Right -270) --- -- 1 1.0 0.32 0.29 Insect Screen (default) MM Window W Wall 4 (Right -270) --- -- 1 1.0 0.32 0.29 Insect Screen (default) LL Window W Wall 4 (Right -270) -- -- 1 1.0 0.32 0.29 Insect Screen (default) Q Window W Wall 4 (Right -270) --- - 1 12.5 0.32 0.29 Insect Screen (default) P Window W Wall 4 (Right -270) ---- -- 1 12.5 0.32 0.29 Insect Screen (default) AF Window N Wall 5 (Front -0) -- -- 1 30.0 0.32 0.29 Insect Screen (default) 44 Window N Wall 5 (Front -0) -- - 1 80.0 0.32 0.29 Insect Screen (default) AE Window E Wall 5 (Left -90) ---- - 1 10.0 0.32 0.29 Insect Screen (default) AD. Window S Wall 5 (Back -180) -- - 1 10.0 0.32 0.29 Insect Screen (default) AJ Window W Wall 5 (Right -270) - -- 1 10.0 0.32 0.29 Insect Screen (default) AH Window W Wall 5 (Right -270) ---- -- 1 30.0 0.32 0.29 Insect Screen (default) AG Window W Wall 5 (Right -270) ---- -- 1 10.0 0.32 0.29 Insect Screen (default) 43 Window N Wall 6 (Front -0) --- -- 1 80.0 0.32 0.29 Insect Screen (default) AB Window N Wall 6 (Front -0) ---- - 1 12.0 0.32 0.29 Insect Screen (default) Registration Number: 215-N63085618-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIOE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE OOD Project Name: Perkel Residence Calculation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xm1 CORF-01 Page 8 of 15 ZZ Window E Wall 6 (Left -90) --- -- 1 6.0 0.32 0.29 Insect Screen (default) YY Window E Wall 6 (Left -90) --- -- 1 6.3 0.32 0.29 Insect Screen (default) XX Window E Wall 6 (Left -90) ---- -- 1 6.3 0.32 0.29 Insect Screen (default) WW Window E Wall 6 (Left -90) --- — 1 12.0 0.32 0.29 Insect Screen (default) VV Window S Wall 6 (Back -180) ---- — 1 6.0 0.32 1 0.29 Insect Screen (default) UU Window S Wall 6 (Back -180) ---- -- 1 6.0 0.32 0.29 Insect Screen (default) 42 Window S Wall 6 (Back -180) --- -- 1 40.0 0.32 0.29 Insect Screen (default) AC Window W Wall 6 (Right -270) --- -- 1 12.0 0.32 0.29 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft) U -factor 23 S Wall 2 24.0 0.50 34 W Wall 2 24.0 0.50 C E MTS, c. HERS PROVIDER Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIF& OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE *OD Project Name: Perkel Residence Ca culation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml CFORF-01 Page 9 of 15 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers master Zone 1540 125 None 0.8 No • Cavity/ Frame: no insul. / 2x4 Top Chrd grt liv kit Zone 2634 245 2x4 Top Chord of Roof Truss @ 24 0.8 No Roof Deck: Wood Siding/sheathing/decking Attic Roofmaster Zone Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) bed 2 425 80 None 0.8 No • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-38 Roof(R.38.2x14.16) attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board • Cavity/Frame: R-21 /2x6 • Exterior Finish: Wood R-21 Wall (W.19.2x6.16) Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.066 Siding/sheathing/decking • Cavity / Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roofgrt liv kit Zone Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roofbed 3 Attic Roofs Wood Framed Ceiling: , in. O.C,'=_�, ,.l none 0.644 Roofing: Light Roof (Asphalt Shingle) r�� 2x4 To Chord of Roof Truss 24 Cavity/ Frame: no insul. / 2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking -,U Wood p 1 `@ { J� none' j Attic Roofbed 2 Attic Roofs Framed Ceiling in.-O.C. w 0.644 Roofing: Light Roof As halt Shingle) 9� 9 ( P 9 ) F K tj► f T L Cavity /Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roof2 fir office Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roof2 fir media Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab master Zone 1540 125 None 0.8 No Slab 2 grt liv kit Zone 2634 245 None 0.8 No Slab 3 bed 3 425 80 None 0.8 No Slab 4 bed 2 425 80 None 0.8 No Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIOE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE OOD Project Name: Perkel Residence Calculation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Required Not Required Not Required — CORF-01 Page 10 of 15 WATER HEATING SYSTEMS 01 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/2 DHW Pipe Insulation, All Lines DHW Heater 1 2 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Storage 75 0.65 65000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION ^ l\ �` 1 ,' 4 - 1 j �� j r –)) ,--, 11 i i 1 i l l 01 02_� 03. - 04 { - l05 06 07 Name Pipe Insulation Parallel Piping V ! LJ Compact Distribution Y-: Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/2 -- – — -- -- — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC 11 Other Heating and Cooling Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 System HVAC 2 & 32 Other Heating and Cooling System Heating Component 2 Cooling Component 2 HVAC Fan 2 Air Distribution System 2 HVAC5 Other Heating and Cooling Heating Component 5 Cooling Component 5 HVAC Fan 5 Air Distribution System 5 System HVAC 56 Other Heating and Cooling Heating Component 6 Cooling Component 6 HVAC Fan 6 Air Distribution System 6 System Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTI*E OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE OOD Project Name: Perkel Residence Calculation Daterrime: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xml CFORF-01 Page 11 of 15 SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 3:::2 Heat Pump Heating and Cooling System Heat Pump System 3 Heat Pump System 3 None None :Heat Pump System 4:::2 Heat Pump Heating and Cooling System Heat Pump System 4 Heat Pump System 4 None None HVAC - HEATING UNIT TYPES 01 <-02 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE Heating Component 2 CntrlFurnace - Fuel -fired central furnace 80 AFUE Heating Component 5 CntrlFurnace - Fuel -fired central furnace 80 AFUE Heating Component 6 CntrlFurnace - Fuel -fired central furnace 80 AFUE HVAC - HEAT PUMPS 01 <-02 04 05 ), 06 3 07 �. , ,08 09 10 Name Type Heating -HSPF/COP Cap 47 Cap 17 'Cooling ,, SEER EER Zonally ' Controlled Multispeed Compressor HERS Verification Heat Pump System 3 Ductless HeatPump 8.3 38000 34000 13.1 11 No No Heat Pump System 3 -hers -cool Heat Pump System 4 DuctlessHeatPump 8.3 38000 34000 13.1 11 No No Heat Pump System 4 -hers -cool Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIFOE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE *OD Project Name: Perkel Residence Ca culation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xmi CFGF-01 Page 12 of 15 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 02 ; ;' r Z Efficiency d ice` 04' Multi -speed 06 Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond 13 16 Not Zonal Single Speed Cooling Component 1 -hers -cool Cooling Component 2 SplitAirCond 13 16 Not Zonal Single Speed Cooling Component 1 -hers -cool Required DuctlessHeatPump 11 13.1 Not Zonal Single Speed Cooling Component 1 -hers -cool 350 DuctlessHeatPump 11 13.1 Not Zonal Single Speed Cooling Component 1 -hers -cool Cooling Component 5 SplitAirCond 13 16 Not Zonal Single Speed Cooling Component 1 -hers -cool Cooling Component 6 SplitAirCond 13 16 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION �- -� r- I r-- -_ s r r - 01 02 ; ;' r Z ! 03. jJ d ice` 04' 05 06 Name Verified Airflow _ Airflow Target_ '7 3 j ! i f Verified EER _ -tf Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required rel 1 l -t —'R 350" n 1. Required E' • Required Required Cooling Component 2 -hers -cool Required 350 Required Required Required Cooling Component 5 -hers -cool Required 350 Required Required Required Cooling Component 6 -hers -cool Required 350 Required Required Required Heat Pump System 3 -hers -cool Not Required Not Required Not Required Not Required Heat Pump System 4 -hers -cool Not Required Not Required Not Required Not Required Registration Number: 215-N6306561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIFJOE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE *OD Project ame: Perkel Residence Ca culation DatelTime: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xm1 C*RF-01' Page 13 of 15 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System Not Required Not Required — Air Distribution System 2 -hers -dist Required 6.0 _ 1 -hers -dist Air Distribution System 2 DuctsAttic Sealed and tested 8 Attic None Air Distribution System Not Required Not Required { Not'Required Not Required -- Air Distribution System 6 -hers -dist 2 -hers -dist 6.0 Not Required Not Required Not Required no ducts None no ducts None Air Distribution System 5 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 5 -hers -dist Air Distribution System 6 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 6 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification r _ Duct Leakage _ Target (%) Verified Duct Location Verified Duct Design Buried "Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required`ti r 6.0 Not Required Not Required Not Required Not Required — Air Distribution System 2 -hers -dist Required 6.0 _ Not Required _ Not Required Not Required Not Required -- Air Distribution System 5 -hers -dist Required 6.0 ' - r Not Required Not Required { Not'Required Not Required -- Air Distribution System 6 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC Fan 2 Single Speed PSC Furnace Fan 0.58 HVAC Fan 2 -hers -fan HVAC Fan 5 Single Speed PSC Furnace Fan 0.58 HVAC Fan 5 -hers -fan HVAC Fan 6 Single Speed PSC Furnace Fan 0.58 HVAC Fan 6 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIF•E OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE 00013 Project Name: Perkel Residence Calculation Date/Time: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xm1 CFORF-01 Page 14 of 15 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 HVAC Fan 2 -hers -fan Required 0.58 HVAC Fan 5 -hers -fan Required 0.58 HVAC Fan 6 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 207.39 0.25 Default 0 Required Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 rrzi En j 1 C O U HERS PROVIE ER Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 CERTIFOE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE *OD Project Name: Perkel Residence Ca culation DatefTime: 07:56, Thu, Dec 17, 2015 Calculation Description: Title 24 Analysis Input File Name: Hideaway Lots 37 & 38-Perkel-Stracts-15.xm1 CF&RF-01 Page 15 of 15 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Z;V-57co&i Tim Scott Company: Signature Date: Scott Design and Title 24, Inc. 2015-12-17 09:26:24 Address: CEA/HERS Certification Identification (If applicable): 77085 Michigan Drive City/State/Zip: Phone: Palm Desert, CA 92211 760-200-4780 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval.with this building permit application. Responsible Designer Name: r' ; i" Responsible Designer Signature:, Tim Scott Company:t E R S P HERS i� Q Da�te�, Signed: "l r 2015-12-17 09:26:24'' ER Scott Design and Title 24, Inc. Address: License: 77085 Michigan Drive na City/State/Zip: Phone: Palm Desert, CA 92211 760-200-4780 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N6308561B-000000000-0000 Registration Date/Time: 2015-12-17 09:26:24 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-12-17 07:58:44 • • RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Perkel Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12/17/2015 Project Address Lots 37 & 38, The Hideaway La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 6,489 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity ft Special Features Status Roof Wood Framed Attic R38 6,489 New Wall Wood Framed R 21 15,822 New Slab Unheated Slab -on -Grade - no insulation 5,024 Perim = 530' New Demising Wood Framed - no insulation 3,113 New Door Opaque Door - no insulation 48 New FENESTRATION Total Area: 1,582 Glazin Percentage: 24.4 %New/Altered Average U -Factor: 0.32 Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (N) 783.0 0.320 0.29 none none Bug Screen New Right (tM 247.6 0.320 0.29 none none Bug Screen New Left (E) 222.2 0.320 0.29 none none Bug Screen New Rear (S) 329.0 0.320 0.29 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 16.0 SEER Setback New 2 Central Furnace 80% AFUE Split Air Conditioner 16.0 SEER Setback New 1 Split Heat Pump 8.30 HSPF Split Heat Pump 13.1 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC 1 Ducted Ducted Attic 8.0 New HVAC 2 & 3 Ducted Ducted Attic 8.0 New HVAC .1 Ductless/ with Fan Ductless n/a n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 2 Small Storage Gas 75 0.65 All Pipes Ins New EnerqvPro 6.7 by Ene Soft User Number: 6712 Run Code: 2015-12-17T09:17:10 ID: Pae 18 of 51 • RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Perkel Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration 11211712015 Date Project Address Lots 37 & 38, The Hideaway La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 6,489 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status FENESTRATION I Total Area: 1582 Glazing Percentage: 24.4 o New/Altered Average U -Factor: 0.32 Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 8.30 HSPF Split Heat Pump 13.1 SEER Setback New 1 Central Furnace 80% AFUE Split Air Conditioner 16.0 SEER Setback New 1 Central Furnace 80% AFUE Split Air Conditioner 16.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC .2 Ductless /with Fan Ductless n/a n/a New HVAC Ducted Ducted Attic 8.0 New HVAC 5 Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnenqyPro6.7 by Ene vSoft User Number: 6712 RunCode: 2015-12-17709:17:10 /D: Pae 19 of 51 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 1 10.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110 8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 1 10.8(1) when the installation of a cool roof is specified on the CF] R. §1 10.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. .0(c): §150factor). Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U- § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §I50.0(g)1: walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class 11 vapor retarder shall be placed over the earth floor of §I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §I50.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § I50.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 1 10.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 1 10.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 1 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. I50.0(h)1: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in§150.Oh2. § I50.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § I50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §I 10.2(c). §150.00)1A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)1 B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.00)26: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 4 4 2013 Low -Rise Residential Mandatory Measures Summary §I50.00)2C: Pipe for cooling system lines shall be insulated as specified in §I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § I50.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § 150.00)36: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § I50.0(n)1: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 1 10.3(c)5. §I50.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 FIVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §I50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ''A inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § I50.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(,)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § I50.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § I50.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § I50.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § I50.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §I50.0(m)1 l: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m) 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. 'rhe §I50.0(m)13: space conditioning system must also demonstrate airflow> 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy < 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §I50.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §I50.0(o)I A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance .with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §1 10.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. In 4 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. §I 10.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §1 10.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § I50.0(p): Residential pool systems or equipment shall meet specified pump sizing, now rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §I50.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §I50.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § 150.0(k) I B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §I50.0(k)IC: §I30.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k)l D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §I50.0(k)I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §I30.0(c). Night Iights do not need to be controlled by vacancy sensors. §I50.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § I50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § I50.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in §150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § I50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §I50.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § I50.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in $110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 4 2013 Low -Rise Residential Mandatory Measures Summary 0 a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §I50.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §I50.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by §I50.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in $110.9, $130.0, $130.2, §130.4, §140.7 and §141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §I50.0(k)l0: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). §150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for ' nonresidential garages in § 110.93 § 130.0, 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § I 50.0(k) I 2A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an Occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §I50.0(k)1213: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §1 10.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January I, 2014, shall comply with the requirements of §110.10 b through §110.10(e). §I 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §110.10(b) through §110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §I 10.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. §110.10(6)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §1 10.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 1 10.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. §110. 1 0(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 1 10.10(c) shall be provided to the occupant. § 110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 1 10.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". 0 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name erkel Residence Date 12/17/2015 System Name HVAC 1 Floor Area 1,540 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 887 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 89,000 18,432 1,955 485 21,184 Total Output Btuh 89,000 0 Output Btuh/s ft 57.8 868 809 Cooling System 0 0 Output per System 58,000 0 0 0 0 Total Output Btuh 58,000 0 1,955 0 Total Output Tons 4.8 868 809 Total Output Btuhls ft 37.7 Total Output s ft/Ton 318.6 20,168 22,802 Air System CFM per System 2,000 HVAC EQUIPMENT SELECTION Airflow cfm 2,000 Carrier 24ANB760/58CVX110 43,315 6,388 89,000 Airflow cfm/s ft 1.30 Airflow cfm/Ton 413.8 Outside Air % 0.0% Total Adjusted System Output 43,315 (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 6,388 Aug 3 PM 89,000 F Jan 1 AM Outside Air cfm/s fc 0.00 ote: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 26 OF 72 OF Outside Air 0 cfm Supply Fan 2,000 cfm 72 OF 72 OF 113 OF Heating Coil 113 OF ROOM I�I 72 OF_LU COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 112/78°F 76/63°F 76/63°F 56/55°F Outside Air Ar 0 cfm Supply Fan Cooling Coil 56 / 55 OF 2,000 cfm 47.5% ROOM 76 / 63 OF 76/ 63 OF EnergyPro 6.7 by Energy oft User Number., 6712 RunCode: 2015-12-17T09:17:10 /D: Page 24 of 51 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name erkel Residence Date 12/17/2015 System Name HVAC 2 & 3 Floor Area 2,634 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 2 COIL CFM Total Room Loads 1,975 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 89,000 41,099 3,343 1,043 45,525 Total Output Btuh 178,000 0 Output Btuh/s ft 67.6 1,937 1,738 Cooling System 0 0 Output per System 58,000 0 0 0 0 Total Output Btuh 116,000 0 3,343 0 Total Output Tons 9.7 1,937 1,738 Total Output Btuh/s ft 44.0 Total Output s ft/Ton 272.5 1 44,972 1 49,000 Air System CFM per System 2,000 HVAC EQUIPMENT SELECTION Airflow cfm 4,000 Carrier 24ANB760/58CVX110 87,101 12,190 178,000 Airflow cfm/s ft 1.52 Airflow cfm/Ton 413.8 Outside Air % 0-0% Total Adjusted System Output (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 87,101 12,190 Aug 3 PM 178,000 Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak 26 OF 72 OF Outside Air 0 cfm Supply Fan 4,000 cfm 72 OF 72 OF 113 OF ��I —1- Heating Coil 113 OF ROOM Fq] 72 OF COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak 112/78°F 76/63°F^� 76/63°F 56/55°F Outside Air 0 cfm Supply Fan Cooling Coil 4,000 cfm 76/63°F 0 LLU= 56 / 55 OF 47.2% ROOM 76/62°F ' EnergyPro 6.7 by EnergySoft User Number: 6712 Run Code: 2015-12-17T09:17:10 ID: Page 25 of 51 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name erkel Residence Date 12/17/2015 System Name HVAC .1 Floor Area 425 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 339 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 38,000 10,377 539 495 13,193 Total Output Btuh 38,000 0 Output Btuh/s ft 89.4 0 0 Cooling System 0 0 Output perSystem 34,200 0 0 0 0 Total Output Btuh 34,200 0 539 0 Total Output Tons 2.9 1 0 0 Total Output Btuh/s ft 80.5 Total Output s ft/Ton 149.1 1 10,377 13,193 Air System CFM per System 890 HVAC EQUIPMENT SELECTION Airflow cfm 890 Mitsubishi Ductless Split 27,248 0 23,734 Airflow cfm/s ft 2.09 Airflow cfm/Ton 312.3 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 27,248 0 Aug 3 PM 23,734 I Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF Outside Air 0 cfm 72 OF 72 OF 97 OF 97 OF Heating Coil Supply Fan 890 cfm 97 OF ROOM 72 OF COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 112/78°F Outside Air Ar 0 cfm 76 / 58 OF 76/58°F 47/46°F 47/46°F 7 U=13 Cooling Coil Supply Fan 47 / 46 OF 890 cfm 32.8% ROOM 76/ 58 OF EnergyPro 6.7 by EnergySoft User Number: 6712 Run Code: 2015-12-17709:17:10 /D: Page 26 of 51 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Perkel Residence Date 12/17/2015 System Name HVAC .2 Floor Area 425 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 326 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 38,000 9,981 539 465 12,399 Total Output Btuh 38,000 0 Output Btuh/s ft 89.4 0 0 Cooling System 0 0 Output per System 34,200 0 0 0 0 Total Output Btuh 34,200 0 539 0 Total Output Tons 2.9 0 0 Total Output Btuh/s ft 80.5 Total Output s ft/Ton 149.1 9,981 12,399 Air System CFM per System 890 HVAC EQUIPMENT SELECTION Airflow cfm 890 Mitsubishi Ductless Split 27,248 0 23,734 Airflow cfm/s ft 2.09 Airflow cfm/Ton 312.3 Outside Air % 0-0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 27,248 0 23,734 Aug 3 PM Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak 26 OF Outside Air 0 cfm A 72 OF 720F 970F 97 OF Heating Coil Supply Fan 890 cfm 97 OF 11=1 ROOM 72 OF COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak 112 / 78 OF Outside Air 0 cfm 76 / 58 OF 76 / 58 OF 47 / 46 OF 47 / 46 OF O Cooling Coil Supply Fan 890 cfm 47 / 46 OF -�^ 32.8% ROOM � kN . 76 / 58 OF EnergyPro 6.7 by EnergySoff User Number: 6712 RunCode: 2015-12-17709:17:10 /D: Page 27 of 51 4 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name erkel Residence Date 12/17/2015 System Name HVAC Floor Area 355 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 420 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 51,000 9,399 451 218 9,133 Total Output Btuh 51,000 0 Output Btuh/s ft 143.7 443 349 Cooling System 0 0 Output per System 35,500 0 0 0 0 Total Output Btuh 35,500 0 451 0 Total Output Tons 3.0 443 349 Total Output Btuh/s ft 100.0 Total Output s ft/Ton 120.0 10,285 9,830 Air System CFM per System 1,200 HVAC EQUIPMENT SELECTION Airflow cfm 1,200 Carrier 24ANB736/58CVX070 27,748 2,183 51,000 Airflow cfm/s ft 3.38 Airflow cfm/Ton 405.6 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 27,748 2,183 51,000 Aug 3 PM Jan 1 AM Outside Air cfm/s ft 0.00 ote: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak 26 OF 72 OF Outside Air 0 cfm Supply Fan 1,200 cfm 72 OF 72 OF 112 OF V z Heating Coil I L 111 OF ROOM 72 OF COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak 112/78°F 76/62°F 76/62°F 55/53°F Outside Air 0 cfm Supply Fan Cooling Coil 1,200 cfm 76 / 62 OF II U��1� 55 / 54 OF 44.1 % ROOM 76 / 62 OF EnergyPro 6.7 by EnergySoft User Number: 6712 Run Code: 201 5-1 2-1 7 709:17:10 ID: Page 28 of 51 4 r L 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date erkel Residence 12/17/2015 System Name Floor Area HVAC 5 1,110 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD CFM 755 0 Sensible Latent CFM Sensible Output perSystem 51,000 16,083 1,409 384 15,949 Total Output Btuh 51,000 0 Output Btuh/s ft 45.9 758 609 Cooling System 0 0 Output perSystem 35,500 0 0 0 0 Total Output Btuh 35,500 0 1,409 0 Total Output Tons 3.0 758 609 Total Output Btuh/s ft 32.0 Total Output s ft/Ton 375.2 17,599 17,167 Air System CFM erSystem 1,200 HVAC EQUIPMENT SELECTION Airflow cfm 1,200 Carrier 24ANB736/58CVX070 27,089 3,211 51,000 Airflow cfm/s ft 1.08 Airflow cfm/Ton 405.6 51,000 Jan 1 AM Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 27,089 3,211 Aug EMI Outside Air cfm/s ft0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 72 OF 72 OF 111 OF Outside Air 0 cfm Supply Fan Heating Coil 111 OF 1,200 cfm ROOM 72 OF 72 OF 4 Ape 4 -E-LU 4 COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 112/78°F 77/62°F 77/63°F 55/54°F Outside Air 0 cfm Supply Fan Cooling Coil 56 / 54 OF 1,200 cfm 46.4% ROOM 77/62°F 76/62°F _ _ EnergyPro 6.7 by EnergySoR User Number: 6712 Run Code: 201 5-12-1 7 70 9:17:10 ID: Page 29 of 51 • • ROOM LOAD SUMMARY Project Name Date Perkel Residence 12/17/2015 System Name Floor Area HVAC .1 425 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible I Latent CFM Sensible I Latent CFM Sensible bed 3 1 Bedroom #3 1 1 1 3391 10,3771 539 339 10,3771 539 4951 13,193 PAGE TOTAL TOTAL' Total includes ventilation load 339 10,377 539 495 13,193 339 10,377 539 495 13,193 I EnergyPro 6.7 by EnergySoft User Number: 6712 RunCode: 20 1 5-12-1 7 70 9:17:10 ID: Page 32 of 51 • ROOM LOAD SUMMARY Project Name Date Perkel Residence 12/17/2015 System Name Floor Area HVAC .2 425 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. I CFM Sensible I Latent CFM I Sensible I Latent CFM I Sensible bed 2 Bedroom #2 1 326 9,981 539 326 9,981 539 465 12,399 PAGE TOTAL TOTAL' 326 9,981 539 465 12,399 326 9,981 539 465 12,399 Total includes ventilation load for zonal systems. EnergyPro 6.7 by EnergySoft User Number: 6712 Run Code: 2015-12-17T09:17:10 ID: Page 33 of 51 ROOM LOAD SUMMARY Project Name • Perkel Residence System Name HVAC 5 ROOM LOAD SUMMARY Date 12/17/2015 Floor Area 1.110 ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. I CFM I Sensible I Latent CFM Sensible Latent CFM I Sensible 2 /lrmedia2nd Floor Media Room 1 755 16,083 1,409 755 16,083 1,409 384 15,949 PAGE TOTAL TOTAL" 755 16,083 1,409 384 15,94 755 16,0831 1,4091 384 15,94J Total includes ventilation load for zonal systems. EnergyPro 6.7 by EnergySoft User Number: 6712 RunCode: 2015-12-17T09:17:10 /D: Pace 35 of 51 C� • f#OOM HEATING PEAK LOADS Project Name Perkel Residence Date 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Master Suite Floor Area 1,540.0 ft2 Indoor Dry Bulb Temperature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT *F Btu/hr R-38 Roof(R.38.2x14.16) 1,540.0 X 0.0260 46 _ 1,842 R-21 Wall (W. 19.2x6.16) 2,688.4 X X 0.0690 46 = 8,533 dual non metal tinted. 32.29 171.6 0.3200 46 c 2,526 Slab -On -Grade perim = 125.0 X X 0.7300 46 = 4,198 "R-0 Interior Wall 584.0 0.3560 0 c 0 X = X = X = X X = = X = X = X X = = X = X = X X = = X = X = X X = X = X X = X = X X X = = = = X X Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface to X 1,540 X Area Ceiling another room 9.00 X 0.361 Height ACH Page Total /60] X 46 AT 17,098 = 4,086 TOTAL HOURLY HEAT LOSS FOR ROOM 21,184 EnergyPro 6.7 by EnergySoft User Number: 6712 RunCode: 2015-12-17T09:17:10 ID: Page 36 of 51 • I • ROOM HEATING PEAK LOADS Project Name712/17/2015 Perkel Residence ate ROOM INFORMATION DESIGN CONDITIONS Room Name Great Room Living Kitchen Floor Area 2,634. 0 ft' Indoor Dry Bulb Temperature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT OF c _ _ _ = _ = = = = = = = = = = = = = = = = = = Btu/hr R-38 Roof(R.38.2x14.16) 2,634.0 X 0.0260 46 3,150 R-21 Wall (W.19.2x6.16) 4,630.4 X X 0.0690 46 14,697 dual non metal tinted. 32.29 771.6 0.3200 46 11,358 Wood Door 48.0 X 0.5000 46 1,104 Slab -On -Grade perim = 245.0 X X X 0.7300 46 8,227 'R-0 Interior Wall 812.0 0.3560 0 0 X X X X X X X X X X X X X X X X X X X X X X X X Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface to X 2,634 X Area Ceiling another room 9.00 X 0.361 Height ACH Page Total /60] X AT 38,536 TOTAL HOURLY HEAT LOSS FOR ROOM 45,525 EnergyPro 6.7 by EnergySoft User Number: 6712 Run Code: 2015-12-17709:17:10 ID: Page 37 of 51 4 FIOOM HEATING PEAK LOADS Project Name Date Perkel Residence 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom #3 Floor Area 425.0 #z Indoor Dry Bulb Temperature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X to Ceiling U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT 'F _ _ _ _ c = = = = = = = = = = = = = = = = = = = = = = = = = 46 Btu/hr R-38 Roof(R.38.2x14.16) 425.0 0.0260 46 508 R-21 Wall (W.19.2x6.16) 2,164.0 0.0690 46 6,869 dual non metal tinted. 32.29 136.0 0.3200 46 2,002 Slab -On -Grade perim = 80.0 0.7300 46 2,686 "R-0 Interior Wall 425.0 0.3560 0 0 Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 425 X Area another room 9.00 X 0.361 Height ACH Page Total /60J X AT 12,065 _ 1,128 TOTAL HOURLY HEAT LOSS FOR ROOM 13,193 EnergyPro 6.7 by EnergySoft User Number: 6712 Run Code: 201 5-1 2-1 7 709:17:10 ID: Page 38 of 51 4 LJ • F#OOM HEATING PEAK LOADS Project Name f Perkel Residence Date 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom #2 Floor Area 425.0 ft' Indoor Dry Bulb Temperature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X to Ceiling U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X OT 'F = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = 46 Btu/hr R-38 Roof(R.38.2x14.16) 425.0 0.0260 46 508 R-21 Wall (W. 19.2x6.16) 1,914.0 0.0690 46 6,075 dual non metal tinted. 32.29 136.0 0.3200 46 2,002 Slab -On -Grade perim = 80.0 0.7300 46 2,686 'R-0 Interior Wall 425.0 0.3560 0 0 Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 425 X Area another room 9.00 X 0.361 Height ACH Page Total /60] X AT 11,272 = 1,128 TOTAL HOURLY HEAT LOSS FOR ROOM 12,399 EnergyPro 6.7 by EnergySoft User Number: 6712 RunCode: 2015-12-17T09:17:10 /D: Page 39 of 51 • • • ROOM HEATING PEAK LOADS Project Name712/17/2015 Perkel Residence ate ROOM INFORMATION DESIGN CONDITIONS Room Name 2nd Floor Office Floor Area 355.0 ft2 Indoor Dry Bulb Temperature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X to Ceiling U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT 'F = = = _ = = = = = = = = = = = = = = = = = = = = = = = = Btu/hr R-38 Roof(R.38.2x14.16) 355.0 0.0260 46 425 R-21 Wall (W.19.2x6.16) 1,612.0 0.0690 46 5,116 dual non metal tinted. 32.29 180.0 0.3200 46 2,650 'R-0 Intedor Wall 355.0 0.3560 0 0 Items shown with an asterisk (') denote conduction Infiltration: 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 355 X Area another room 9.00 X 0.361 Height ACH Page Total /60] X AT 8,191 TOTAL HOURLY HEAT LOSS FOR ROOM 9,133 EnergyPro 6.7 by EnergySoft User Number: 6712 RunCode: 2015-12-17709:17:10 ID: Page 40 of 51 • C ROOM HEATING PEAK LOADS Project Name Perkel Residence Date 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name 2nd Floor Media Room Floor Area 1,110.0 ft2 Indoor Dry Bulb Temperature 72 TF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX XI to Ceiling U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT OF = = _ _ = = = = = = = = = = = = = = = = = = = = = 46 Btu/hr R-38 Roof(R.38.2x14.16) 1,110.0 0.0260 46 1,328 R-21 Wall (W. 19.2x6.16) 2,813.4 0.0690 46 8,930 dual non metal tinted. 32.29 186.6 0.3200 46 2,747 'R-0 Interior Wall 512.0 0.3560 0 0 Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 1,110 X Area another room 9.00 X 0.361 Height ACH Page Total /60] X AT 1 13,004 _ 2,945 TOTAL HOURLY HEAT LOSS FOR ROOM 15,949 EnergyPro 6.7 by EnergySoft User Number: 6712 RunCode: 2015-12-17T09:17:10 ID: Page 41 of 51 LJ 0 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Perkel Residence 1 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Master Suite Outdoor Dry Bulb Temperature 112 OF Floor Area 1,540.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr R-38 Roof(R.38.2x14.16) (VV) 1,540.0 X 0.0260 X 56.0 = 2,242 R-21 Wall (W.19.2x6.16) (N) 652.0 X 0.0690 X 23.0 = 1,035 R-21 Wall (W.19.2x6.16) (E) 506.0 X 0.0690 X 33.0 = 1,152 R-21 Wall (W.19.2x6.16) (S) 506.0 X 0.0690 X 26.0 = 908 R-21 Wall (W.19.2x6.16) (lM 1,024.4 X 0.0690 X 33.0 = 2,333 "R-0 Interior Wall 584.0 X 0.3560 X 0.0 = 0 X X = X X = X L X = Page Total 7,669 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr 15 (N) 0.0 X 17.2 + 24.0 X 17.2 = 412 13 (N) 0.0 X 17.2 + 80.0 X 17.2 = 1,373 J (tM 0.0 X 17.2 + 40.0 X 34.4 = 1,375 14 (lM 0.0 X 17.2 + 21.6 X 34.4 = 743 H (lM 0.0 X 17.2 + 6.0 X 34.4 = 206 X + X = X + X = X + X = X + I X = Page Total 1 4,109 Internal Gain Btu/hr Occupants 4 6 Occupants X 245 Btuh/occ.= 1,132 Equipment 1,540 Floor Area X 0.50 w/sgft = 2,628 Infiltration: 1.064 X 1.19 X 63.52 X 36 = 2,893 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 18,432 Latent Gain Btulhr Occupants 4.6 Occupants X 155 Btuh/occ. = 716 Infiltration: 4,771 X 1.19 X 63.52 X 0.00344 = 1,238 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 716 EnerqyPro 6.7 by Ener Soft User Number: 6712 Run Code: 2015-12-17709:17:10 ID: Page 42 of 51 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name • Perkel Residence ROOM INFORMATION DESIGN CONDITIONS Date 12/17/2015 Room Name Great Room Living Kitchen Outdoor Dry Bulb Temperature 112 OF Floor Area 2,634.0 ft2 I Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF Outdoor Daily Range: 34 OF Opaque Surfaces R-38 Roof(R.38.2x14.16) R-21 Wall (W.19.2x6.16) R-21 Wall (W.19.2x6.16) R-21 Wall (W.19.2x6.16) Wood Door I R-21 Wall (W.19.2x6.16) Wood Door `R-0 Interior Wall Orientation (tM (N) (E) (S) (S) (►M (iM Area X X X X X X X X X U -Factor X X X X X X X X X CLTDt = = = = = = = = = 2,634.0 0.0260 56.0 1,109.0 0.0690 23.0 1,388.4 0.0690 33.0 1,255.0 0.0690 26.0 24.0 0.5000 26.0 878.0 0.0690 33.0 24.0 0.5000 33.0 812.0 0.3560 0.0 40.0 34.4 0.0 17.2 80.0 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded FanaStratinn 12 11 G 9 22 21 3 1 T Oripntatinn (N) (N) (E) (E) (E) (E) (S) (S) (S) Btu/hr 1,760 3,161 2,251 312 1,999 396 0 1 13,7151 Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = = 0.0 17.2 295.0 17.2 0.0 17.2 96.0 17.2 0.0 17.2 30.0 34.4 0.0 17.2 21.6 34.4 0.0 17.2 20.0 34.4 0.0 17.2 40.0 34.4 0.0 17.2 80.0 17.2 0.0 17.2 120.0 17.2 0.0 F 17.2 6.0 17.2 Page Total Btu/hr 5,063 1,647 1,031 743 688 1,375 1,378 2,068 14, Internal Gain Btu/hr Occupants 7 9 Occupants X 245 Btuh/occ. 1,936 Equipment 2,634 Floor Area X 0.50 w/sqft 4,495 Infiltration: 1.064 X 1.19 X 108.64 X 36 = 4.949 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 41,099 Latent Gain Btulhr Occupants 7.9 Occupants X 155 Btuh/occ. = 1,225 Infiltration: 4.771 X 1.19 X 108.64 X 0.00344 = 2,118 Air Sensible CFM ELA AW Oil TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1 FnerovPrn 6.7 by EnerovSoft User Number: 6712 RunCode: 2015-12-17709:17:10 ID: Page 43 of 51 • 0 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Perkel Residence 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Great Room Living Kitchen Outdoor Dry Bulb Temperature 112 OF Floor Area 2,634.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X X = X X = X X = X X = X X = X X = X X = Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr N (S) 0.0 X 17.2 + 15.0 X 17.2 = 258 2 (tM 0.0 X 17.2 + 24.0 X 34.4 = 825 M (tM 0.0 X 17.2 + 8.0 X 34.4 = 275 L (tq 0.0 X 17.2 + 8.0 X 34.4 = 275 K' (lM 0.0 X 17.2 + 8.0 X 34.4 = 275 X + X = X + X = X + X = X + X = Page Total 1,909 Internal Gain Btu/hr Occupants 7 9 Occupants X 245 Btuh/occ. = 1,936 Equipment 2,634 Floor Area X 0.50 w/sgft = 4,495 Infiltration: 1.064 X 1.19 X 108.64 X 36 = 4,949 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 41,099 Latent Gain Btu/hr Occupants 7 9 Occupants X 155 Btuh/occ. = 1,225 Infiltration: 4,771 X 1.19 X 108.64 X 0.00344 = 2,118 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,225 Ener Pro 6.7 by EnerqySoft User Number: 6712 RunCode: 2015-12-17T09:17:10 /D: Page 44 of 51 C RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Perkel Residence 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom #3 Outdoor Dry Bulb Temperature 112 OF Floor Area 425.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF Outdoor Dailv Ranae: 34 OF Opaque Surfaces R-38 Roof(R. 38.2x 14.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W.19.2x6.16) R-21 Wall (W 19.2x6.16) R-21 Wall (W 19.2x6.16) 'R-0 Interior Wall Orientation (W) (N) (E) (VV) Area X X X X X X X X X U -Factor X X X X X X X X X CLTD1 = = = = = = = = = 425.0 0.0260 56.0 457.0 0.0690 23.0 620.0 0.0690 33.0 477.0 0.0690 26.0 610.0 0.0690 33.0 425.0 0.3560 0.0 1.0 0.0 17.2 1.0 0.0 17.2 1.0 0.0 17.2 1.0 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration FF EE DD 4 CC BB AA Z Y OriPntatinn (N) (N) (N) (N) (E) (E) (E) (E) (E) Btu/hr 1, 1, 1 5,0011 Shaded Area X X X X X X X X X1 GLF + + + + + + + + +1 Unshaded Area GLF X 17.2 X 17.2 X 17.2 X 17.2 X 34.4 X 34.4 X 34.4 X 34.4 X1 34.4 Page Total = = = = = = = = = 0.0 17.2 1.0 0.0 17.2 1.0 0.0 17.2 1.0 0.0 17.2 40.0 0.0 17.2 1.0 0.0 17.2 1.0 0.0 17.2 1.0 0.0 17.2 1.0 0.0 17.2 1.0 Btu/hr 17 17 17 686 34 34 34 34 91 Internal Gain Btu/hr Occupants 1.3 Occupants X 245 Btuh/occ. 31 Equipment 425 Floor Area X 0.50 w/sgft = 7 Infiltration: 1.064 X 1.19 X 17.53 X 36 =79 Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 10.3771 Latent Gain Btu/hr Occupants 13 Occupants X 155 Btuh/occ. = 198 Infiltration: 4,771 X 1.19 X 17.53 X 0.00344 = 342 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 198 EnerovPro 6.7 by EnerovSoft User Number: 6712 RunCode: 2015-12-17709:17:10 ID: Paoe 45 of 51 1 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name712/17/2015 ate Perkel Residence ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom #3 Outdoor Dry Bulb Temperature 112 OF Floor Area 425.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X X = X X = X X = X X = X X = X X = X X = Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr D (E) 0.0 X 17.2 + 12.5 X 34.4 = 430 c (E) 0.0 X 17.2 + 12.5 X 34.4 = 430 V (S) 0.0 X 17.2 + 1.0 X 17.2 = 17 W (S) 0.0 X 17.2 + 1.0 X 17.2 = 17 X (S) 0.0 X 17.2 + 1.0 X 17.2 = 17 B (S) 0.0 X 17.2 + 10.0 X 17.2 = 172 A (S) 0.0 X 17.2 + 10.0 X 17.2 = 172 5 (tM 0.0 X 17.2 + 40.0 X 34.4 = 1,375 X + X = Page Total 2,631 Internal Gain Btu/hr Occupants 1.3 Occupants X 245 Btuh/occ. = 312 Equipment 425 Floor Area X 0.50 w/sgft = 725 Infiltration: 1.064 X 1.19 X 17.53 X 36 = 798 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 10,377 Latent Gain Btulhr Occupants 13 Occupants X 155 Btuh/occ. = 198 Infiltration: 4,771 X 1.19 X 17.53 X 0.00344 = 342 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 198 Ener Pro 6.7 by Ene Soft User Number: 6712 RunCode: 2015-12-17709:17:10 /D: Page 46 of 51 1� RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Perkel Residence 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom #2 Outdoor Dry Bulb Temperature 112 OF Floor Area 425.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF Outdoor Dailv Ranae: 34 OF Opaque Surfaces R-38 Roof(R.38.2x14.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) -R-0 Intedor Wall Orientation (lM (N) (E) (S) (tM Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 425.0 0.0260 56.0 207.0 0.0690 23.0 610.0 0.0690 33.0 477.0 0.0690 26.0 620.0 0.0690 33.0 425.0 0.3560 0.0 17.2 0.0 1.0 17.2 0.0 1.0 17.2 I 10.0 17.2 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration KK JJ HH 20 19 TT SS RR R Orientation (N) (N) (N) (N) (E) (S) (S) (S) (S) Shaded Area GLF X 17.2 X 17.2 X 17.2 X 17.2 X 17.2 X 17.2 X 17.2 X 17.2 X1 17.2 + + + + + + + + +1 Unshaded Area X X X X X X X X X1 GLF = = = = = = = = = 0.0 1.0 17.2 0.0 1.0 17.2 0.0 1.0 17.2 0.0 40.0 17.2 0.0 40.0 34.4 0.0 1.0 17.2 0.0 1.0 17.2 0.0 1.0 17.2 0.0 10.0 17.2 Page Total Btulhr 619 329 1,389 856 1,412 0 4, 604 Btulhr 17 17 17 686 1,375 17 17 17 172 Internal Gain Btu/hr Occupants 1.3 Occupants X 245 Btuh/occ. 312 Equipment 425 Floor Area X 0.50 w/sgft = 725 Infiltration: 1.064 X 1.19 X 17.53 X 36 = 798 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,981 Latent Gain Btu/hr Occupants 13 Occupants X 155 Btuh/occ. = 198 Infiltration: 4,771 X 1.19 X 17.53 X 0.00344 = 342 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 198 EnerovPro 6.7 by EnerovSoft User Number: 6712 RunCode: 2015-12-17709:17:10 ID: Paqe 47 of 51 Ll C RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name712/17/2015 ate Perkel Residence ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom 42 Outdoor Dry Bulb Temperature 112 OF Floor Area 425.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X X = X X = X X = X X = X X = X X = X X = Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr S (S) 0.0 X 17.2 + 10.0 X 17.2 = 172 QQ (Vl/) 0.0 X 17.2 + 1.0 X 34.4 = 34 PP AM 0.0 X 17.2 + 1.0 X 34.4 = 34 NN (VV) 0.0 X 17.2 + 1.0 X 34.4 = 34 MM (VV) 0.0 X 17.2 + 1.0 X 34.4 = 34 LL (VV) 0.0 X 17.2 + 1.0 X 34.4 = 34 Q (VV) 0.0 X 17.2 + 12.5 X 34.4 = 430 P (Vlo 0.0 X 17.2 + 12.5 X 34.4 = 430 X +1 X = Page Total 1,204 Internal Gain Btu/hr Occupants 1.3 Occupants X 245 Btuh/occ. = 312 Equipment 425 Floor Area X 0.50 w/sgft = 725 Infiltration: 1.064 X 1.19 X 17.53 X 36 = 798 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,981 Latent Gain Btu/hr Occupants 13 Occupants X 155 Btuh/occ. = 198 Infiltration: 4,771 X 1.19 X 17.53 X 0.00344 = 342 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 198 EneMyPro 6.7 by Ener Soft User Number: 6712 RunCode: 2015-12-17709:17:10 /D: Page 48 of 51 Ah f L I • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name712/17/2015 ate Perkel Residence ROOM INFORMATION DESIGN CONDITIONS Room Name 2nd Floor Office Outdoor Dry Bulb Temperature 112 OF Floor Area 355.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr R-38 Roof(R.38.2x14.16) (VV) 355.0 X 0.0260 X 56.0 = 517 R-21 Wall (W.19.2x6.16) (N) 338.0 X 0.0690 X 23.0 = 536 R-21 Wall (W.19.2x6.16) (E) 438.0 X 0.0690 X 33.0 = 997 R-21 Wall (W.19.2x6.16) (S) 438.0 X 0.0690 X 26.0 = 786 R-21 Wall (W.19.2x6.16) 398.0 X 0.0690 X 33.0 = 906 "R-0 Interior Wall 355.0 X 0.3560 X 0.0 = 0 X X = X X = X X = Page Total 3,743 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr AF (N) 0.0 X 17.2 + 30.0 X 17.2 = 515 44 (N) 0.0 X 17.2 + 80.0 X 17.2 = 1,373 AE (E) 0.0 X 17.2 + 10.0 X 34.4 = 344 AD (S) 0.0 X 17.2 + 10.0 X 17.2 = 172 AJ (VIO 0.0 X 17.2 + 10.0 X 34.4 c 344 AH (Vto 0.0 X 17.2 + 30.0 X 34.4 = 1,031 AG (lM 0.0 X 17.2 + 10.0 X 34.4 = 344 X + X = X + X = Page Total 4,123 Internal Gain Btu/hr Occupants 1 1 Occupants X 245 Btuh/occ. = 261 Equipment 355 Floor Area X 0.50 w/sgft = 606 Infiltration: 1.064 X 1.19 X 14.64 X 36 = 667 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,399 Latent Gain Btu/hr Occupants 1 1 Occupants X 155 Btuh/occ. = 165 Infiltration: 4,771 X 1.19 X 14.64 X 0.00344 = 285 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 165 EnergyPro 6.7 by EnergySoft User Number: 6712 Run Code: 2015-12-17T09:17:10 /D: Page 49 of 51 7 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Perkel Residence ROOM INFORMATION DESIGN CONDITIONS Room Name 2nd Floor Media Room Outdoor Dry Bulb Temperature Floor Area 1,110.0 ft2 Outdoor Wet Bulb Temperature Indoor Dry Bulb Temperature 76 OF Outdoor Daily Range: C Opaque Surfaces R-38 Roof(R.38.2x14.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) 'R-0 Interior Wall Orientation (tM (N) (E) (S) (►M Date 12/17%2015 Area X X X X X X X X X U -Factor X X X X X X X X X CLTD1 = = = = = = = = = 1,110.0 0.0260 56.0 558.0 0.0690 23.0 819.4 0.0690 33.0 598.0 0.0690 26.0 838.0 0.0690 33.0 512.0 0.3560 0.0 0.0 17.2 6.3 34.4 0.0 17.2 12.0 34.4 0.0 17.2 6.0 Page Total Items shown with an asterisk (`) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration 43 AB ZZ yy xx WW VV UU 42 Orientation (N) (N) (E) (E) (E) (E) (S) (S) (S) Shaded Unshaded 112 OF 78 OF 34 OF Btu/hr 1,616 886 1,866 1,073 1,908 0 1 7,3481 Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = - 0.0 17.2 80.0 17.2 0.0 17.2 12.0 17.2 0.0 17.2 6.0 34.4 0.0 17.2 6.3 34.4 0.0 17.2 6.3 34.4 0.0 17.2 12.0 34.4 0.0 17.2 6.0 17.2 0.0 17.2 6.0 17.2 0.0 17.2 40.0 17.2 Page Total Btulhr 1,373 206 206 217 217 413 103 103 689 Internal Gain Btu/hr Occupants 3 3 Occupants X 245 Btuh/occ. 816 Equipment 1,110 Floor Area X 0.50 w/sgft = 1,894 Infiltration: 1.064 X 1.19 X 45.78 X 36 = C Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,0831 Latent Gain Btu/hr Occupants 3 3 Occupants X 155 Btuh/occ. = 516 Infiltration: 4,771 X 1.19 X 45.78 X 0.00344 = 893 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 51 7 w r-1 L–J ESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Perkel Residence 12/17/2015 ROOM INFORMATION DESIGN CONDITIONS Room Name 2nd Floor Media Room Outdoor Dry Bulb Temperature 112 OF Floor Area 1,110.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 76 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X X = X X = X X = X X = X X = X X = X X = Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr AC (lM 0.0 X 17.2 + 12.0 X 34.4 = 413 X + X = X + X = X + X = X + X = X + X = X + X = X + X = X + X = Page Total 413 Internal Gain Btu/hr Occupants 3 3 Occupants X 245 Btuh/occ. = 816 Equipment 1,110 Floor Area X 0.50 w/sgft Infiltration: 1.064 X 1.19 X 45.78 X 36 = 2,085 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,083 Latent Gain Btu/hr Occupants 3 3 Occupants X 155 Btuh/occ. = 516 Infiltration: 4,771 X 1.19 X 45.78 X 0.00344 = 893 Air Sensible CFM ELA OW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 516 Ener Pro 6.7 by EnerqySoft User Number: 6712 Run Code: 2015-12-17709:17:10 ID: Page 51 of 51 PERKEL RESIDENCE HIDEAWAY LOT 37-38C SUBMITTAL SET 12-09-2015 ' WETSIGNED PATES. FAB RI C RS n o G'! cn o �r f 0 m c: C7-1 �I C � r Po �°� m 0� rn :� c z m ,APO, a" 6 oe- a MiTek' Date 12-08-15 Spates Fabricators, Inc. 85-435 Middleton St. Thermal, CA. 92274 Re: Perkel Residence — Hideaway Lot 37-38C, Transaction I.D. Ws 432786, 432787, 432788 MTek USA, Inc. 250 Klug Cirde Corona, Ca. 92880 Telephone 951/245-9525 Fax 951/273.0040 I CITY' OF LA QUINT BUILDING & SAFETY q APPROVED DEPT R CON T RUCTION DATE_ l I(f, g The above referenced truss designs have been prepared and sealed by MiTek USA, Inc. based on the design parameters provided by Spates Fabricators, Inc. If you have any questions regarding this matter please feel free to contact me. Very truly yours, Senior Design Engineer MiTek USA David Baxter, P.E. DB/jt 1 11 it 1 11 I� 1 PATE FABRICATORS Job Name: Perkel Residence - Hldeaway Lot 37-38C Address: Perkel Residence - Hidea.-.:y . CA Designer: Steve Butler Project Manager: Marilyn Clardie Job #: M-3800 Plan / Elevation: PERKEL - RESIDENCE WHIM _ M M - M - _ - = _ M _ M SP> ABRI e(SE�ompu", " WE LUMBER SPECIFICATIONS TC: 2x4 OF jjl&BTR BC: 2x6 OF SS WEBS: 2x4 OF 01&BTR TC LATERAL SUPPORT <= 12110C. LION. BC LATERAL SUPPORT <= 12110C. UON. ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords 9" oc in 1 row(o) throughout 2x4 webs. O O C 1 3-05-07 12 3.00 v TRUSS SPAN 6'- 5.5" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 01- 0.0" TO 6'- 5.5" V ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 0'- 0.0" TO 6'- 5.5" V ADDL: BC UNIF LL( 226.9)+DL( 317.6)= 544.5 PLF 0'- 0.0" TO 6'- 5.5" V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 6'- 5.5" V ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 61- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-00-01 M -2x4 3-03-11 <PL:10-00-12 6-05-08 WEDGE REQUIRED AT HEEL(S). 3-01-13 0 N CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-3156) 0 1-4=(-396) 3096 4-2=( 0) 1804 2-3=( -546) 554 4-5=(-462) 2998 2-5=(-2946) 0 5-3=( -250) 52 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2482V -2000/ 2000H 5.50" 1.32 DF ( 625) 6'- 5.5" 0/ 2358V -2000/ 2000H 5.50" 1.26 OF ( 625) BRG @ 0'- 0.0" 1.32 DF/ 2.04 HF/ 1.95 SPF BRG @ 6'- 5.5" 1.26 DF/ 1.94 HF/ 1.85 SPF VERTICAL DEFLECTION LIMITS: LL=1,/360, Tf,=T./240 MAX LL DEFL = -0.010" @ 3'- 3.7" Allowed = 0.185" MAX DL CREEP DEFL = -0.021" @ 31- 3.7" Allowed = 0.277" MAX TL CREEP DEFL = -0.031" @ 3'- 3.7" Allowed = 0.277" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.0231- MAX .023"MAX HORIZ. LL DEFL = 0.003" @ 01- 5.5" MAX HORIZ. TL DEFL = -0.007" @ 0'- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - Al Scale: 0.4991 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344798 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTnrs has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywe"$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corosive environment, and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIc will M M M, M M M= M w= M M M SPI iBRI ernm �nmputPY j roD b� (B LUMBER SPECIFICATIONS 6-05-08 MONO HIP SETBACK 5-10-00 FROM END WALL TC: 2x4 OF 01&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 OF 016BTR WEBS: 2x4 DF 016BTR LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0 TO 5'- 10.0 V TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 78.3 +01,( 82.2)= 160.6 PLF 5'- 10.0" TO 6'- 5.5" V BC LATERAL SUPPORT <= 12110C. UON. BC UNIF LL( 0.0)+DL( 66.6)= 66.6 PLF 0'- 0.0" TO 61- 5.5" V ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 6'- 5.5" V ------------------------------------ ------------------------------------- NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 188.0)+DL( 197.4)= 385.3 LBS @ 5'- 10.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. ** ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 5-09-11 0-07-13 12 3.00 v M -4x6 M -3x4 3 00 0 I O 5-03 1-02-08 <PL:10-00-12 6-05-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-1170) 596 1-4=(-1342) 1878 4-2=( -392) 272 2-3=( -648) 112 4-5=(-1900) 1998 4-3=( -456) 1332 3-5=(-1346) 284 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -109/ 832V -2000/ 2000H 5.50" 0.44 DF ( 625) 6'- 5.5" -20/ 981V -2000/ 2000H 5.50" 0.52 DF ( 625) BRG @ 0'- 0.0" 0.44 DF/ 0.68 HF/ 0.65 SPF BRG @ 6'- 5.5" 0.52 DF/ 0.81 HF/ 0.77 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A2 Scale: 0.5350 Truss: ri` DES. BY: AM DATE: .12/9/2015 SEQ.: 6344799 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 6. This design is furnished subject to the limitations set fait by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' e.c. and at 10' o.c. respectively unless braced throughout their le lh by continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment. and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate dralnage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.004" @ 5'- 3.0" Allowed = 0.185" MAX DL CREEP DEFL = -0.016" @ 5'- 3.0" Allowed = 0.277" MAX TL CREEP DEFL = -0.018" @ 5'- 3.0" Allowed = 0.277" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.023" MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.007" @ 0'- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=10.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. INTI M M M = M M M SPA a L9RI� (SBr"mput ut b� LUMBER SPECIFICATIONS TC: 2x4 DF Bl&BTR BC: 2x4 DF H1dBTR WEBS: 2x4 DF 01&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. DON. 0 Wt 0 0 1 5-08 12 3.00 0 TRUSS SPAN 5'- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 5'- 8.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE.LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -2x4 <PL:10-00-12 5-08 7 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-76) 33 1-3=(-19) 19 2-3=(-234) 13 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 353V -21/ 54H 5.50" 0.38 DF ( 625) 5'- 8.0" 0/ 325V 0/ ON 5.50" 0.35 DF ( 625) 3. Additional temporary bracing to insure stability during construction BRG @ 0'- 0.0" 0.38 DF/ 0.58 HF/ 0.55 SPF is the responsibility of the erector. Additional permanent bracing of BRG @ 5'- 8.0" 0.35 DF/ 0.54 HF/ 0.51 SPF the overall structure is the responsibility of the building designer. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.096" @ 2'- 11.4" Allowed = 0.3671. MAX TC PANEL TL DEFL = -0.158" @ 2'- 11.4" Allowed = 0.550" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.082" and are for "dry condition' of use. MAX HORIZ. LL DEFL = -0.000" @ 5'- 6.2" 6. Design assumes full bearing at all supports shown. Shim or wedge if MAX HORIZ. TL DEFL = 0.000" @ 5'- 6.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 6. This design is furnished subject to the limitations set forth by (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), TPIAKfCA in BCSI, copies of which will be furnished upon request. load duration factor=1.6, End vertical(s) are exposed to wind, MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A3 Scale: 0.5747 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344800 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of ectiunless braced throughout their le th by the overall structure is the responsibility of the building designer. c2.ontbuous aheathic such esvely rig plywood sheathing(TC) and/or drywalIBC). 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a nen-corrosive environment, design bads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handli rig, shipment end installation of components. necessary. 7. Design assumes adequate drainage is Previded. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces Fire end placed so their center TPIAKfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III Thisdesign pr0garsno ed from comput ut bi. SP RI (SBM LUMBER SPECIFICATIONS TC: 2x4 OF 1116BTR BC: 2x4 DF 016BTR WEBS: 2x4 IF 016BTR TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans 2-03-12 12 3.00 v TRUSS SPAN 51- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.,0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 5'- 8.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1.OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-05-11 0-02-05 3-01-15 0-02-05 M -4x6 --M-4x4 <PL:10-00-12 4-09-04 0-10-12 5-08 0 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-607) 361 1-5=(-1161) 1371 2-5=(-1136) 1112 2-3=(-621) 433 5-6=(-1934) 1970 5-3=( -349) 72 3-4=(-229) 0 5-4=( -270) 721 4-6=( -768) 395 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 -283/ 649V -2000/ 2000H 5.50" 0.69 OF ( 625) 5'- 8.0" -299/ 623V -2000/ 2000H 5.50" 0.66 DF ( 625) BRG @ 0'- 0.0" 0.69 DF/ 1.07 HF/ 1.02 SPF BRG @ 5'- 8.0" 0.66 DF/ 1.02 HF/ 0.98 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.018" @ 2'- 3.3" Allowed = 0.158" MAX DL CREEP DEFL = -0.028" @ 2'- 3.3" Allowed = 0.237" MAX TL CREEP DEFL = -0.046" @ 21- 3.3" Allowed = 0.237" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.028" MAX HORIZ. LL DEFL = 0.007" @ 5'- 6.2" MAX HORIZ. TL DEFL = 0.008" @ 5'- 6.2" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), loadduration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A4 Scale: 0.5117 Truss: A '& = DES. BY: AM DATE: 12/9/2015 SEQ.: 6344801 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual end Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as sheathing(TC) drywall C). the overall structure is the responsibility of the building designer. plywood and/or 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. design bads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabriration, handli ng, shipment end Installation of components. necessary. 7. Design 6. This design is furnished subject to the limitations set forth by assumes adequate dmlmge is Provided. 8. Plates be located both faces TPVWTCA In BCSI, copies of which will be furnished upon request. shall on of truss, and placed so their center lines coincide with pint center lines. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 DF 91dBTR BC: 2x4 DF 81dBTR WEBS: 2x4 OF 91dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 12 3.00 v 5-04-00 MONO HIP SETBACK 5-03-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 5'- 3.0" V TC UNIF LL( 72.5)+DL( 76.1)= 148.6 PLF 51- 3.0" TO 5'- 4.0" V BC UNIF LL( 0.0)+DL( 61.6)= 61.6 PLF 0'- 0.0" TO 5'- 4.0" V TC CONC LL( 148.8)+DL( 156.2)= 304.9 LBS @ 5'- 3.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-04 304.909 M -2x4 2 14 <PL:10-00-12 5-04 This design prepared from comput r in ut bi. SPPJWBRI( (SBM CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-76) 30 1-3=(-16) 18 2-3=(-498) 12 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 419V -21/ 51H 5.50" 0.22 OF ( 625) 5'- 4.0" 0/ 655V 0/ OH 5.50" 0.35 DF ( 625) BRG @ 0'- 0.0" 0.22 DF/ 0.35 HF/ 0.33 SPF BRG @ 5'- 4.0" 0.35 DF/ 0.54 HF/ 0.51 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.038" @ 2'- 9.3" Allowed = 0.344" MAX TC PANEL TL DEFL = -0.061" @ 2- 9.3" Allowed = 0.516" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.046" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=10.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A5 Scale: 0.6017 Truss: 4lJ DES. BY: AM DATE: 12/9/2015 SEQ.: 6344802 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length b y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a nron-coRosive environment, design bads be applied to any component. and are for 'dry condition' of use. S. CompuTnus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by necessary. 7. Design assumes adequate drainage is Provided. B. Plates be located both faces TPIIWTCA in SCSI, copies of which will be furnished upon request. shall on of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII Spic JWBRip e a e(SBroWmput�r iDput b� LUMBER SPECIFICATIONS TC: 2x4 IF 0laBTR BC: 2x4 DF N15BTR WEBS: 2x4 DF NI&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12 OC. UON. 12 3.00 v 5-04 TRUSS SPAN 5'- 4.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 51- 4.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM f114ORq CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -2x4 5-04 <PL:10-00-12 3 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-72) 31 1-3=(-18) 18 2-3=(-227) 12 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 340V -21/ 51H 5.50" 0.36 DF ( 625) 5'- 4'.0" 0/ 313V 0/ OH 5.50" 0.33 DF ( 625) 3. Additional temporary bracing to insure stability during construction BRG @ 0'- 0.0" 0.36 DF/ 0.56 HF/ 0.53 SPF Is the responsibility of the erector. Additional permanent bracing of BRG @ 5'- 4.0" 0.33 DF/ 0.51 HF/ 0.49 SPF the overall structure is the responsibility of the building designer. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.076" @ 2'- 9.3" Allowed = 0.344" MAX TC PANEL TL DEFL = -0.122" @ 2'- 9.3" Allowed = 0.516" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.0611- .061"MAX and are for "dry condition' of use. MAXHORIZ. LL DEFL = -0.000" @ 5'- 2.2" 6. Design assumes full bearing at all supports shown. Shim or wedge if MAX HORIZ. TL DEFL = 0.000" @ 51- 2.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, TPI/WTCA in BCSI, copies of which will be furnished upon request. (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), MiTek USA, IncXornpuTrus Software 7.6.7(11_}E load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A6 i Scale: 0.5650 Truss: d« V DES. BY: AM DATE: 12/9/2015 SEQ.: 6344803 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th b y continuous sheathing such as sheathing(TC) dryoft1c). the overall structure is the responsibility of the building designer. plywood and/or 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 6. This design is furnished subject o the limitations set forth by necessary. 7. Design assumes adequate drainage is rovided. 8. Plates be located faces TPI/WTCA in BCSI, copies of which will be furnished upon request. shall on both of truss, and placed so their center lines coincide with joint center lines. MiTek USA, IncXornpuTrus Software 7.6.7(11_}E 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C60384 a * EXP. 06130/16 CIVIC 9TFOFCA \F MM , SPA iBRICM (SBrflm comput ut b� LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" TC: 2x4 OF 1J1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 OF #1&BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12 OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-08 2-08 12 3.00 7 O t O O 1 M -2x4 <PL:10-00-12 5-00-08 5-04 0-03-08 0 0 N CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-725) 554 1-4=(-942) 1089 2-4=(-1224) 1056 2-3=(-540) 550 4-3=( -189) 3 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -382/ 630V -2000/ 2000H 5.50" 0.67 OF ( 625) 5'- 4.0" -389/ 619V -2000/ 2000H 5.50" 0.66 DF ( 625) BRG @ 0'- 0.0" 0.67 DF/ 1.04 HF/ 0.99 SPF BRG @ 5'- 4.0" 0.66 DF/ 1.02 HF/ 0.97 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.014" @ 2'- 7.6" Allowed = 0.147" MAX DL CREEP DEFL = -0.018" @ 21- 7.6" Allowed = 0.221" MAX TL CREEP DEFL = -0.032" @ 2'- 7.6" Allowed = 0.221" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.020" MAX HORIZ. LL DEFL = 0.006" @ 5'- 0.5" MAX HORIZ. TL DEFL = 0.006" @ 5'- 0.5" GOND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A7 Scale: 0.5613 Truss: A 7 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344804 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise holed: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their to th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywal3c). 3. 2x Impact bridging or lateral bracing required where shown + + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-conosive environment, design bads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supporta shown. Shim or wedge if fabrication, handling, shipment and Installation of components.necessary. 7. Design assumes adequate drainage Is Provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 66111M M M� M M= M M W. M r LUMBER SPECIFICATIONS TC: 2x4 DF #IdBTR; 2x6 DF SS T2, T3 BC: 2x6 DF SS WEBS: 2x4 DF #ldBTR; 2x6 DF SS A TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. 38-11-00 STUB HIP SETBACK B-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 6'- 5.5" V TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF 6'- 5.5" TO 30'- 11.0" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 30'- 11.0" TO 38- 11.0" V BC UNIF LL( 0.0)+DL( 85.0)= 85.0 PLF 0'- 0.0" TO 38- 11.0" V TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 6'- 5.5" TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 30'- 11.0" NOTE: 2x9 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 3 ) complete trusses required. Attach 3 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 row(s) throughout 2x4 webs. This design p.Wpared from computjLit.neut bi. SPAlWBRI((SBIM CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -126) 0 1-10=(0) 8139 1- 2=( -9474) 0 14- 6=( 0) 1461 2- 3=(-13050) 0 10-11=(0) 8148 10- 2=( -117) 54 6-15=(-10230) 0 3- 4=(-12693) 0 11-12=(0) 22692 2-11=( 0) 5247 15- 7=( 0) 1650 4- 5=(-22908) 0 12-13=(0) 26118 11- 3=( 0) 1254 15- 8=( 0) 11205 5- 6=(-23220) 0 13-14=(0) 26118 11- 4=(-10443) 0 8-16=( -4683) 0 6- 7=(-13233) 0 14-15=(0) 23007 4-12=( 0) 1455 7- 8=(-13614) 0 15-16=(0) 2178 12- 5=( -3351) 0 8- 9=( -1569) 0 16- 9=(0) 1488 13- 5=( 0) 666 5-14=( -3030) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 5436V -14/ 12H 5.50" 1.93 DF ( 625) 37'- 5.0" 0/ 56U4V U/ OH 5.50" 1.87 OF ( 625) BRG @ 0'- 0.0" 1.93 DF/ 2.98 HF/ 2.84 SPF BRG @ 37'- 5.0" 1.87 DF/ 2.88 HF/ 2.74 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.421" @ 18- 8.5" Allowed = 1.217" MAX DL CREEP DEFL = -1.160" @ 18- 8.5" Allowed = 1.825" MAX TL CREEP DEFL = -1.581" @ 18'- 8.5" Allowed = 1.825" RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.161" MAX HORIZ. LL DEFL = 0.063" @ 37- 3.2" MAX HORIZ. TL DEFL = 0.179" @ 37'- 3.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=10.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 6-05-03 24-06-10 7-11-03 which is non -concurrent with other live loads. 2-07-08 3-09-11 5-05-11 6-09-10 6-09-10 6-04-06 5-03 1-09-08 12 765.304 #79.300 12 3.00 v a 3.00 M -4x12 M -3x10 o 11-3x12 3 4 0 2 + °O o o t N o 111 10 11 12 < M -5x12 M -4x14 0.25" L2-07-08 2-09-04 6-09-10 6-06-02 L <PL:13-00-12 M -6x8(5) 2.50" M -3x10 M -6x8 6 7 + M -4x10 8 M -3x9 14 15 16 9oi M -4x16 M -2x4 6-09-10 5-03 1-07-12 1-06 M -2x4 MHS-7xl6(S) MHS-7x16(S) 37-05 38-11 6-06-02 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A8 r Scale: 0.1789 Truss: j_& V DES. BY: AM DATE: 12/9/2015 SEQ.: 6344805 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenth by continuous sheathing such as plywood sheathing(TC) and/or drywa"$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06/30/16 * C10\T OFCA F CA0F� WHIM M= M= M= M W M r LUMBER SPECIFICATIONS TC: 2x4 OF HI&BTR; 2x6 OF SS T2, T3 BC: 2x6 OF SS WEBS: 2x4 OF 1j1dBTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24110C DON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. 8-05-03 8-05-03 3-07-08 4-09-11 12 3.00 v M -4x14 3 a M -4x12 0 2 I N O O I I (n O I ti 1 12 < MHS -6x1211 M -4x12 M -2x4 .� J• J 3-07-08 3-09-04 TRUSS SPAN 38'- 11.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 38'- 11.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-01-05 4-05-11 5-09-10 20-06-10 11-05 5-09-10 5-04-06 =M -5x5 (S) M -3x8 M -3x8 414 5 1.2,5" M -2x4 =MHS-10x10(S) 5-09-10 5-06-02 37-05 M -3x8 0.25'r- - MHS-10x10(S) 5-06-02 5-09-10 This designprepared from computer input b r SP. RI� (SBM CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -131) 17 1-11=(0) 3816 1- 2=(-4213) 0 6-16=(-2368) 0 2- 3=(-5088) 0 11-12=(0) 3813 11- 2=( 0) 128 7-16=( 0) 730 3- 4=(-4902) 0 12-13=(0) 7135 2-12=( 0) 1241 16- 8=( 0) 1319 4- 5=(-7197) 0 13-14=(0) 7966 12- 3=( 0) 699 8-17=( -967) 0 5- 6=(-7265) 0 14-15=(0) 7966 12- 4=(-2445) 0 17- 9=( 0) 3316 6- 7=(-5047) 0 15-16=(0) 7207 4-13=( 0) 584 9-18=(-2002) 0 7- 8=(-5246) 0 16-17=(0) 3874 13- 5=( -841) 0 8- 9=(-3864) 0 17-18=(0) 540 14- 5=( 0) 289 9-10=( -283) 0 18-10=(0) 259 5-15=( -788) 0 15- 6=( 0) 559 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONSREACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 2186V -18/ 011 5.51)" '2.33 OF ( 625) 37'- 5.0" 0/ 2330V 0/ OH 5.50" 2.33 OF ( 625) BRG @ 0'- 0.0" 2.33 DF/ 3.60 HF/ 3.43 SPF BRG @ 371- 5.0" 2.33 DF/ 3.59 HF/ 3.42 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.301" @ 18- 8.5" Allowed = 1.217" MAX DL CREEP DEFL = -0.857" @ 18'- 8.5" Allowed = 1.825" MAX TL CREEP DEFL = -1.158" @ 18'- 8.5" Allowed = 1.825" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.857" MAX HORIZ. LL DEFL = 0.057" @ 37'- 3.2" MAX HORIZ. TL DEFL = 0.165" @ 37'- 3.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 9-11-03 live load per IBC 2012 due to maintenance workers 9-11-08 which is non -concurrent with other live loads. 4-01-13 3-01-031-09-0 12 a 3.00 M -5x12 7 M -3x5 e M -4x10 9 M -3x4 16I M -4x12 M -3x10 16 10 0 M -2x4 4-03-09 2-11-071-07-12 1-06 <PL:13-00-12 38-11 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A9_,.a1Ce Truss: A g DES. BY: AM DATE: 12/9/2015 SEQ.: 6344806 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIANTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at to o.c. respectively unless braced throughout their length; y continuous sheathing such as plywood sheathing(TC) and/or drywat118C . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non•corosNo environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 1o. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 DF 4l&BTR; 2x6 DF SS T2 BC: 2x6 DF SS WEBS: 2x4 OF 01&BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24110C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. 10-05-03 4-07-08 5-09-11 12 3.00 o M -4x14 3 a M -4x12 0 2 M -2x4 0 t o A o i 1 10 11 < MHS -6x12 M -2x4 M -3x10 TRUSS SPAN 38'- 11.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 38'- 11.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 16-06-10 5-00-05 6-04-04 M -4x5 4 1�.25r' =M -8X8 (S) Thi e ign p ed fr mput n ut bi. SPA BRIGm co(SB CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -205) 23 1-10=(0) 4251 1- 2=(-4547) 0 6-14=( 0) 708 2- 3=(-5100) 0 10-11=(0) 4245 10- 2=( 0) 203 14- 7=( 0) 791 3- 4=(-4900) 0 11-12=(0) 6440 2-11=( 0) 744 7-15=( -735) 0 4- 5=(-6462) 0 12-13=(0) 6498 11- 3=( 0) 697 15- 8=( 0) 3670 5- 6=(-5005) 0 13-14=(0) 6498 11- 4=(-1713) 0 8-16=(-1969) 0 6- 7=(-5214) 0 14-15=(0) 4309 4-12=( 0) 344 7- 8=(-4435) 0 15-16=(0) 687 12- 5=( -251) 207 8- 9=( -436) 0 16- 9=(0) 406 13- 5=( 0) 318 5-14=(-1656) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2186V -22/ 21H 5.50" 2.33 OF ( 625) 37'- 5.0" 0/ 2330V 0/ OH 5.50" 2.33 DF ( 625) BRG @ 0'- 0.0" 2.33 DF/ 3.60 HF/ 3.43 SPF BRG @ 37'- 5.0" 2.33 DF/ 3.59 HF/ 3.42 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.231" @ 211- 9.8" Allowed = 1.217" MAX DL CREEP DEFL = -0.657" @ 21'- 9.8" Allowed = 1.825" MAX TL CREEP DEFL = -0.888" @ 21'- 9.8" Allowed = 1.825" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.657" MAX HORIZ. LL DEFL = 0.049" @ 37'- 3.2" MAX HORIZ. TL DEFL = 0.141" @ 37'- 3.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 11-11-03 6-00-12 5-01-13 4-01-03 1-09-08 12 M -4x14 a 3.00 M- Sx 10 6 M -3x5 + 7 M -4x10 8 M -3x4 i M -2x9 0.254 15 16 9� M -4x10 M -2x4 0 - M-8x8(S) 4-07-08 4-09-04 6-04-04 6-00-12 6-02-08 5-03-09 3-11-07 1-07-1 L L 37-05 1-06 � <PL:13-00-12 38-11 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A10 Scalae n.165q Truss: A 1 l DES. BY: AM DATE: 12/9/2015 SEQ.: 6344807 TRANS ID: 432786 WARNINGS: rGENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their leth by continuous sheathing such as plywood sheathing(TC) and/or drywal3c). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non.conosive environment, design loads be applied to any component. and ere for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is pprovided. 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 66111 .00 go LUMBER SPECIFICATIONS TC: 2x4 OF 015BTR; 2x6 OF SS T2 BC: 2x6 OF SS WEBS: 2x4 OF HIdBTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24"OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. TRUSS SPAN 38'- 11.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 38'- 11.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by e. Wt SPEI^.BRIqM (SBIM _- CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -134) 17 1-12=(0) 3741 1- 2=(-4126) 0 16- 8=( -51) 229 2- 3=(-4600) 0 12-13=(0) 4637 2-12=( 0) 859 8-17=( -564) 0 3- 4=(-4900) 0 13-14=(0) 5510 12- 3=( -405) 0 17- 9=( 0) 1124 4- 5=(-4723) 0 14-15=(0) 5535 3-13=( -71) 201 9-18=(-3717) 0 5- 6=(-5524) 0 15-16=(0) 5535 13- 4=( 0) 700 18-10=( -320) 0 6- 7=(-4760) 0 16-17=(0) 4659 13- 5=( -974) 0 7- 8=(-4948) 0 17-18=(0) 3379 5-14=( 0) 276 8- 9=(-4507) 0 18-11=(0) 212 14- 6=( -187) 179 9-10=( -208) 78 15- 6=( 0) 233 10-11=( -223) 47 6-16=( -952) 0 7-16=( 0) 708 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2177V -27/ 25H 5.50" 2.32 OF ( 625) 37'- 5.0" 0/ 2339V 0/ OH 5.50" 2.34 OF ( 625) BRG @ 0'- 0.0" 2.32 DF/ 3.58 HF/ 3.41 SPF BRG @ 37'- 5.0" 2.34 DF/ 3.61 HF/ 3.44 SPF 12-05-03 12-06-10 13-11-03 3-09 3-09 4-11-03 3-08-05 5-00-04 4-08-12 4-06 4-02-08 2-08-03-07-1 12 12 3.00 v M -4x14 M -3x4 M -3x8 M -4x14 a 3.00 4 5 6 7 M -3x5, J ® M -3x5 M -5x6 M -2x4 i VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.183" @ 211- 1.8" Allowed = 1.217" MAX DL CREEP DEFL = -0.520" @ 21'- 1.8" Allowed = 1.825" MAX TL CREEP DEFL = -0.702" @ 21'- 1.8" Allowed = 1.825" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.520" MAX HORIZ. LL DEFL = 0.046" @ 37'- 1.5" MAX HORIZ. TL DEFL = 0.132" @ 37'- 1.5" Wind: 110 mph, h=15.2ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. -4x12 M -3x4 - M -2x4 IIMHS-6x12 M -3x4 0.25" M -3x4 0.25" M -3x8 M -3x5 M-4x101F M-7x8(S) M-7x6(S) 1. 5-11-04 5-05-08 5-00-04 4-08-12 4-10-08 6-01-13 4-11-07 i- 9-0�8 37-05 1-06 L<PL:13-00-12 38-11 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - All Scale: 0.1659 Truss: JM,16 , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344808 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Noise and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until ager all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be fumished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise rated: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their le"$th by continuous sheathing such as plywood sheathing(TC) and/or drywalC). 3. 2x Impact bridging or lateral bracing required where shown + + 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a ronconosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is previded. 8. Plates shall be located on both faces of tmss, end placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) If III MR o. an M aw I" M aw W M M, M LUMBER SPECIFICATIONS TC: 2x4 DF NISBTR; 2x6 DF SS T2 BC: 2x6 DF SS WEBS: 2x4 DF 016BTR; 2x6 DF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. DON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. TRUSS SPAN 38- 11.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 01- 0.0" TO 381- 11.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer in ut by SPA@W.BRICW (SB� _ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -196) 22 1-11=(0) 4150 1- 2=(-4449) 0 15- 7=( -384) 0 2- 3=(-4909) 0 11-12=(0) 4144 11- 2=( 0) 202 7-16=( -48) 95 3- 4=(-4707) 0 12-13=(0) 4733 2-12=( 0) 635 16- 8=( 0) 538 4- 5=(-4529) 0 13-14=(0) 4985 12- 3=( -107) 46 8-17=( -675) 0 5- 6=(-4570) 0 14-15=(0) 4985 3-13=( -329) 5 17- 9=( 0) 3632 6- 7=(-4747) 0 15-16=(0) 4837 13- 4=( 0) 648 9-18=(-1963) 0 7- 8=(-5021) 0 16-17=(0) 4359 13- 5=( -568) 0 8- 9=(-4503) 0 17-18=(0) 771 14- 5=( 0) 284 9-10=( -516) 0 18-10=(0) 490 5-15=( -532) 0 6-15=( 0) 658 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2186V -31/ 29H 5.50" 2.33 DF ( 625) 37'- 5.0" 0/ 2330V 0/ OH 5.50" 2.33 DF ( 625) BRG @ 0'- 0.0" 2.33 DF/ 3.60 HF/ 3.43 SPF BRG @ 37'- 5.0" 2.33 DF/ 3.59 HF/ 3.42 SPF 14-05-03 8-06-10 15-11-03 4-05 4-06-12 5-05-07 4-03-05 5-02 4-05-09 4-03-13 4-05-09 1-09-0£ 12 12 3.00 o M -5x10 M -3x8 _M -5x10 v 3.00 M-3 M -4x12 M -2x9 x5 M -3x5 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.179" @ 18'- 8.5" Allowed = 1.217" MAX DL CREEP DEFL = -0.511" @ 18'- 8.5" Allowed = 1.825" MAX TL CREEP DEFL = -0.690" @ 18'- 8.5" Allowed = 1.825" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.512" MAX HORIZ. LL DEFL = 0.041" @ 37'- 3.2" MAX HORIZ. TL DEFL = 0.117" @ 37'- 3.2" Wind: 110 mph, h=15.4ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -4x10 M -3x4 IIMHS-6x12 6.25" M-ia M -2x4 0.25" M -3x4 M -4x10 M -2x41 M -2x4 M-7x6(S) M-7x8(S) 4-05 4-03-04 4-08-08 5-03-12 5-03-12 4-07-05 4-03-13 4-03-13 1-07-1; 37-05 1-06 L L <PL:13-00-1 38-11 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - Al2 Scale: 0.1659 Truss: &-7;16,6 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344809 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTms has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPWVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncXompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced thmughe t their Ian th by continuous sheathing such as plywood sheathing(TC) andlor drywall 4 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage isprovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with)olnt center lines. 9.Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06130116 * CIV II O/ gTFOF CAl\F�� LUMBER SPECIFICATIONS TC: 2x4 OF H1dBTR; 2x6 OF SS T2 BC: 2x6 DF SS WEBS: 2x4 DF 016BTR; 2x6 DF SS A TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. 4-10-08 12 TRUSS SPAN 38'- 11.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 38'- 11.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 15-09-11 5-09-10 5-00-04 5-10-15 2-10-13 3-09-08 4-11-01 .. C-0 .. c..o 17-03-11 4-09-05 4-11-01 12 This design prepared from computer input b SPP11WRI(SBNM 3M CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -233) 25 1-11=(0) 4310 1- 2=(-4560) 0 7-15=( 0) 148 2- 3=(-4910) 0 11-12=(0) 4303 11- 2=( 0) 239 15- 8=( 0) 396 3- 4=(-4539) 0 12-13=(0) 4723 2-12=( 0) 463 8-16=( -596) 0 4- 5=(-4359) 0 13-14=(0) 4521 12- 3=( -35) 101 16- 9=( 0) 3698 5- 6=(-4386) 0 14-15=(0) 4808 3-13=( -456) 0 9-17=(-1958) 0 6- 7=(-4565) 0 15-16=(0) 4488 13- 4=( 0) 647 7- 8=(-5002) 0 16-17=(0) 833 13- 5=( -286) 19 8- 9=(-4647) 0 17-10=(0) 552 5-14=( -260) 25 9-10=( -577) 0 6-14=( 0) 654 14- 7=( -507) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 2186V -33/ 32H 5.50" 2.33 OF ( 625) 37'- 5.0" 0/ 2330V 0/ OH 5.50" 2.33 OF ( 625) BRG @ 0'- 0.0" 2.33 DF/ 3.60 HF/ 3.43 SPF BRG @ 37'- 5.0" 2.33 DF/ 3.59 HF/ 3.42 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.175" @ 21'- 7.0" Allowed = 1.217" MAX DL CREEP DEFL = -0.497" @ 18'- 8.5" Allowed = 1.825" MAX TL CREEP DEFL = -0.671" @ 18'- 8.5" Allowed = 1.825" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.498" MAX HORIZ. LL DEFL = 0.040" @ 371- 3.2" MAX HORIZ. TL DEFL = 0.114" @ 37'- 3.2" Wind: 110 mph, h=15.6ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 1-09-08 which is non -concurrent with other live loads. M -7x8(5) M-7x6(S) 4-10-08 4-08-12 5-02 7-10-08 5-00-13 4-09-05 4-09-05 1-07-12 � J 37-05 1-06 <PL:13-00-12 38-11 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A13 Scale: 0.1659 Truss: ri j q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344810 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise rated: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences, building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bract ng of 2' O.C.th by and at 10' o.c. respectively unless braced throughout their len1p continuous sheathing such as plywood sheathing(TC) and/or drywal). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTnus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 3x4 0 0 ESSIO\ C60384 V * EXP. 06130/16 /Z/71/5 9TFOFCAIL\ � III M Spis e, iBRlpre . (SBrom computer input bv LUMBER SPECIFICATIONS TC: 2x4 OF k1dBTR BC: 2x4 OF #1dBTR WEBS: 2x4 OF #1dBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). 3-04-04 TRUSS SPAN 6'- 8.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-04-04 12 3.00 v M -2x4 C M_4 0-03-08 <PL:10-00-12 6-08-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A14 Scale: 0.5668 Truss:Al' DES. BY: AM DATE: 12/9/2015 SEQ.: 6344811 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVWTCA in BCSI, copies of which will be fumished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenlh by continuous sheathing such as plywood sheathing(TC) and/or drywall(R. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non- corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins ofthe same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD CONDITION REFER TO COMPUTRUS STANDARD GABLE END DETAIL. ESS/0\ '1l C 60384 * EXP. 06/30/16 /Z/7//� C10-- \j 9TFOFCAI�F�� LUMBER SPECIFICATIONS TC: 2x4 OF #16BTR BC: 2x4 DF #1dBTR WEBS: 2x4 OF #16BTR TC LATERAL SUPPORT <= 12110C. DON. BC LATERAL SUPPORT <= 12"OC. DON. NOTE 2x4 BRACING AT 24"OC LON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 2-00-00 0-00-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 23-01-08 MONO HIP SETBACK B-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL(40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 81- 0.0" V TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF 8'- 0.0" TO 23'- 1.5" V BC UNIF LL( 0.0)+DL( 85.0)= 85.0 PLF 0'- 0.0" TO 23- 1.5" V TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD f,TVR LOADS ACT NON -CONCURRENTLY. 7-11-11 1-11-06 1-07-06 4-04-15 12 3.00 0 M -4x12 4-07 15-01-13 5-01-11 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -130) 0 1- 8=(0) 5642 1- 2=(-6332) 0 10- 7=(-484) 54 2- 3=(-6110) 0 8- 9=(0) 9146 3- 8=( 0) 2466 3- 4=(-8146) 0 9-10=(0) 6374 8- 4=( 0) 482 4- 5=(-7950) 0 8- 5=(-1288) 140 5- 6=(-8206) 0 5- 9=(-1220) 128 6- 7=( -16) 32 9- 6=( 0) 2376 6-10=(-6936) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 3058V -25/ 66H 5.50" 1.63 OF ( 625) 23'- '1.5" 0/ 3430V 0/ ON 5.50" 1.83 DF ( 625) HKG @ U'- 0.0" 1.63 DF/ 2.52 HF/ 2.40 SPF BRG @ 23'- 1.5" 1.83 DF/ 2.82 HF/ 2.69 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.167" @ 8'- 0.0" Allowed = 0.740" MAX DL CREEP DEFL = -0.424" @ 8'- 0.0" Allowed = 1.110" MAX TL CREEP DEFL = -0.591" @ 8'- 0.0" Allowed = 1.110" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.424" MAX HORIZ. LL DEFL = 0.036" @ 221- 10.0" MAX HORIZ. TL DEFL = 0.101" @ 221- 10.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=10.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 5-05-03 which is non -concurrent with other live loads. M-Ztid M -A.,1 n nx_').,n < 7-03-04 7-10-04 8-00 I, 1 <PL:10-00-12 23-01-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A15 Scale: 0.2786 Truss: ria& 4 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344812 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unlessothenwisermted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their le th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for 'dry condition of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed co their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ C 60384 * EXP. 06/30/16 /Z/`%/1 9TFOFCAILW LUMBER SPECIFICATIONS TC: 2x4 DF H1&BTR; 2x4 OF 210OF T1 BC: 2x4 OF 016BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. DON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-09-00 0-00-00 1-08-07 3-00-01 12 3.00 0 TRUSS SPAN 23'- 1.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 231- 1.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-01-13 If 5-03-03 3-11 4-05-11 M -4x8 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -116) 0 1- 8=(0) 2497 1- 2=(-2788) 0 10- 7=(-186) 0 2- 3=(-2683) 0 8- 9=(0) 2689 3- 8=( 0) 419 3- 4=(-2827) 0 9-10=(0) 1790 8- 4=( 0) 281 4- 5=(-2720) 0 8- 5=( -107) 211 5- 6=(-2342) 0 5- 9=( -535) 0 6- 7=( -25)28 9- 6=( O) 850 6-10=(-2087) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1352V -31/ 82H 5.50 1.44 OF ( 625) 23'- 1.5" 0/ 1331V 0/ ON 5.50" 1.42 OF ( 625) BRG @ 0'- 0.0" 1.44 DF/ 2.23 HF/ 2.12 SPF BRG @ 23'- 1.5" 1.42 DF/ 2.19 HF/ 2.09 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.122" @ 10'- 0.0" Allowed = 0.740" MAX DL CREEP DEFL = -0.329" @ 10'- 0.0" Allowed = 1.110" MAX TL CREEP DEFL = -0.451" @ 10- 0.0" Allowed - 1.110" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.329" MAX HORIZ. LL DEFL = 0.024" @ 22'- 10.0" MAX HORIZ. TL DEFL = 0.067" @ 221- 10.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 4-09-03 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M-Zvd M_Z.,R M_') A 9-03-04 <PL:10-00-12 6-10-04 23-01-08 7-00 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A16 Scale: 0.2848 Truss: ri,j DES. BY: AM DATE: 12/9/2015 SEQ.: 6344813 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during constructlon 2• Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their Is tth; y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) end/or drywall C . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for'dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. fabrication, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM?CA in SCSI, coples of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) N 10 C 60384 * EXP. 06/30/16 i2/9'!i5 9TF FC ` ��j OFCAI\F� � MITIM = M = = M = M SPly�ABRI�ie(SBLun�wPu�e-puc U� LUMBER SPECIFICATIONS TC: 2x4 DF 81dBTR BC: 2x4 DF 816BTR WEBS: 2x4 DF 1116BTR TC LATERAL SUPPORT <= 12"uC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-09-00 0-00-00 0 �I 0 0 1 2 2-08-01 3-00-03 12 3.00 - TRUSS SPAN 23'- 1.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)IDL( 21.0) ON TOP CHORD - 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 23- 1.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-01 12-00-08 5-08-04 5-10-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 70 1- 7=(0) 2760 1- 2=(-3072) 0 5-10=(-2116) 0 2- 3=(-2928) 0 7- 8=(0) 2750 7- 3=( 0) 287 10- 6=( -196) 1 3- 4=(-2413) 0 8- 9=(0) 2293 3- 8=( -567) 0 4- 5=(-1869) 0 9-10=(0) 1828 8- 4=( 0) 430 5- 6=( -32) 34 4- 9=( -511) 0 9- 5=( 0) 557 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1351V -38/ 100H 5.50" 1.44 OF ( 625) 23- 1.5" 0/ 1331V 0/ OH 5.50" 1.42 OF ( 625) BRG @ 0'- 0.0 1.44 DF/ 2.22 HF/ 2.12 SPF BRG @ 23'- 1.5" 1.42 DF/ 2.19 HF/ 2.09 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.098" @ 51- 7.8" Allowed = 0.740" MAX DL CREEP DEFL = -0.298" @ 5'- 7.8" Allowed = 1.110" MAX TL CREEP DEFL = -0.396" @ 5'- 7.8" Allowed = 1.110" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.298" MAX HORIZ. LL DEFL = 0.023" @ 221- 10.0" MAX HORIZ. TL DEFL = 0.068" @ 221- 10.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 5-10-08 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -5x10 M -3x8 M -2x4 5-06-08 <PL:10-00-12 5-06-08 23-01-08 5-10-08 6-02 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A17 y -s Scale: 0.2985 Truss: j&,6 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344814 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their length; y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C . 3. 2. Impact bridging or lateral bracing required where shown+ + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for 'dry condition' of use. 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 10 ESS/0\ ql C 6""' * EXP. 06/30/16 /z/7/i5 ST CMI gTFOFCAI III i w SPA�BRI�LC_ (SB� Nuu_ uu u_ LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF HldBTR LOAD DURATION INCREASE = 1.25 1-2=(-69) 30 1-3=(-17) 17 2-3=(-218) 15 BC: 2x4 OF H16BTR WEBS: 2x4 OF NIdBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. 3 12 3.00 7 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD - 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 5'- 1.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHOKU CHECKED FOR lOPSF LIVE LOAD. TOP 5-01-08 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -2x4 5-01-08 5-00 <PL:10-00-12 >PL:10-04-04 9 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 330V -20/ 49H 5.50" 0.35 OF ( 625) 5'- 1.5" 0/ 300V 0/ OH 1.50" 0.11 OF (1782) BRG @ 0'- 0.0" 0.35 OF/ 0.54 HF/ 0.52 SPF BRG @ 5'- 1.5" 0.32 DF/ 0.49 HF/ 0.47 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.062" @ 2'- 7.5" Allowed = 0.330" MAX TC PANEL TL DEFL = -0.097" @ 21- 7.5" Allowed = 0.495" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.047" MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A18 Scale: 0.5572 Truss: J6 -'j6 016 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344815 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at responsibility of the erector. Additional permanent bracing of is the r To .c. and at 10' o.c. respectively unless braced throughout their len th b y continuous sheathing such as sheathing(TC) and/or drywallXC). the overall structure is the responsibility of the building designer. plywood 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ C 60384 * EXP. 06/30/16 \TFOFCA1 iiQd MIII M = = M M s M M = = = M M LUMBER SPECIFICATIONS SEQ.: TRUSS SPAN 5'- 1.5" TRANS CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01&BTR 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywalftC). LOAD DURATION INCREASE = 1.25 3. 2x Impact bridging or lateral bracing required where shown ++ 1-2=(-704) 546 1-4=(-963) 1097 2-4=(-1237) 1082 BC: 2x4 DF H1&BTR 5. Design assumes trusses are to be used in a non -corrosive environment, SPACED 24.0" O.C. and are for "dry condition' of use. 2-3=(-539) 550 4-3=( -189) 3 WEBS: 2x4 DF N1&BTR 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. LOADING 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) TOTAL LOAD = 48.0 PSF 0'- 0.0" -365/ 688V -2000/ 2000H 5.50" 0.73 DF ( 625) 5'- 1.5" -373/ 673V -2000/ 2000H 5.50" 0.72 DF ( 625) ADDL: BC UNIF LL+DL= 10.0 PSF 01- 0.0" TO 5'- 1.5" V BRG @ 0'- 0.0 0.73 DF/ 1.13 HF/ 1.08 SPF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 5'- 1.5" 0.72 DF/ 1.11 HF/ 1.06 SPF REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE 'LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.014" @ MAX DL CREEP DEFL = -0.016" @ 2'- 6.3" Allowed = 0.140" 2'- 6.3" Allowed = 0.210" MAX TL CREEP DEFL = -0.030" @ 2'- 6.3" Allowed = 0.210" 2-06-12 2-06-12 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.021" 12 MAX HORIZ. LL DEFL = 0.006" @ 4'- 10.0" 3.00 v MAX HORIZ. TL DEFL = 0.006" @ 4'- 10.0" 0 1 0 O 1 M -2x4 <PL:10-00-12 4-10 5-01-08 0-03-08 0 0 N JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A19 s ala• n 591d Truss : ,A l l DES. BY: AM DATE: 12/9/2015 SEQ.: 6344816 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the pargmeters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional po ty permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywalftC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if febricotion, handling,necessary. shipment and installalbn of components. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Will SP}-ABRI�c(SB_ Nu ut, u� LUMBER SPECIFICATIONS TC: 2x4 OF #16BTR BC: 2x4 DF 016BTR WEBS: 2x4 DF 016BTR TC LATERAL SUPPORT 24110C. UON. BC LATERAL SUPPORT <- 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 6-04-00 MONO HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 61- 0.0" V TC UNIF LL( 80.0)+DL( 84.0)= 164.0 PLF 61- 0.0" TO 6'- 4.0" V BC UNIF LL( 0.0)+DL( 68.0)= 68.0 PLF 0'- 0.0" TO 61- 4.0" V ADDL: TC UNIF LL+DL= 200.0 PLF 2'- 8.0" TO 61- 4.0" V TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 61- 0.0" ADDL: TC CONC LL+DL= 210.0 LBS @ 21- 10.7" LIMITED P 9 REQUIREMENTSAOF CGE BC S2013 NOT NOT LBEING MET.Y DUE TO SPATIAL ( 2 ) complete trusses required. ALLdcln 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 8" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 5-11-11 0-04-05 12 ' 210# J416# 3.00 -- M -4x6 3 M -3x4 N .-I <PL:10-00- 5-05 6-04 0-11 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A20 Scale: 0.5496 Truss DES. BY: AM DATE: 12/9/2015 SEQ.: 6344817 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJC:ompuTrus Software 7.6.7(1Q -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 10' o.c. respectively unless braced throughout their length y continuous sheathing such as plywood sheathing(TC) and/or drywall$$). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-coroslve environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - 0.004" @ 5'- 5.0" Allowed = 0.181" MAX DL CREEP DEFL = 0.003" @ 5'- 5.0" Allowed = 0.271" MAX TL CREEP DEFL = 0.012" @ 5'- 5.0" Allowed = 0.271" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.139" MAX HORIZ. LL DEFL = -0.000" @ 6'- 2.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 2.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=10.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-688) 0 1-4=(0) 552 4-2=( -594) 0 2-3=(-552) 0 4-5=(0) 150 4-3=( 0) 1164 3-5=(-1696) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 849V -19/ 50H 5.50" 0.45 DF ( 625) 6'- 4.0" 0/ 1487V 0/ OH 5.50" 0.79 DF ( 625) BRG @ 0'- 0.0" 0.45 DF/ 0.70 HF/ 0.67 SPF BRG @ 6'- 4.0" 0.79 DF/ 1.22 HF/ 1.17 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A20 Scale: 0.5496 Truss DES. BY: AM DATE: 12/9/2015 SEQ.: 6344817 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJC:ompuTrus Software 7.6.7(1Q -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 10' o.c. respectively unless braced throughout their length y continuous sheathing such as plywood sheathing(TC) and/or drywall$$). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-coroslve environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - 0.004" @ 5'- 5.0" Allowed = 0.181" MAX DL CREEP DEFL = 0.003" @ 5'- 5.0" Allowed = 0.271" MAX TL CREEP DEFL = 0.012" @ 5'- 5.0" Allowed = 0.271" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.139" MAX HORIZ. LL DEFL = -0.000" @ 6'- 2.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 2.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=10.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. IIII S w This desig. prep ed (SBrompute put bj= LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" TC: 2x4 OF 01dBTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF 01dBTR SPACED 24.0" O.C. WEBS: 2x4 OF 01dBTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ** For hanger specs. - See approved plans ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 6'- 4.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-04 If 12 3.00 - < M -2x4 ,<PL:10-00-12 6-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-84) 54 1-3=(-21) 21 2-3=(-248) 15 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 387V -23/ 60H 5.50" 0.41 OF ( 625) 6'- 4.0" 0/ 351V 0/ OH 5.50" 0.37 DF ( 625) BRG @ 0'- 0.0" 0.41 DF/ 0.64 HF/ 0.61 SPF BRG @ 6'- 4.0" 0.37 DF/ 0.58 HF/ 0.55 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.146 @ 3'- 3.8 Allowed = 0.413" MAX TC PANEL TL DEFL = -0.254" @ 3'- 3.8" Alluwed = 0.619" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.139" MAX HORIZ. LL DEFL = -0.000" @ 6'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 6'- 2.2" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End verticalis) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A21 Scale: 0.5903 Truss: Sim DES. BY: AM DATE: 12%9/2015 SEQ.: 6344818 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bmcing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise rated: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenth by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. 8. Plates shall be located on both faces of truss, end placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -111, ESR -1988 (MiTek) ESS/O\ �9l C 6"" * EXP.06130/16 s� C1V►� 9TFOFCAL�F��/ LUMBER SPECIFICATIONS TC:2x4 OF #1dBTR BC: 2x4 OF 41dBTR WEBS: 2x4 OF #ISBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. For hanger specs. - See approved plans 0 I 0 0 < 12 3.00 r -- TRUSS SPAN 6'- 4.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSE DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 6'- 4.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-04 M -2x4 <PL:10-00-12 6-04 3x6+ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-84) 54 1-3=(-21) 21 2-3=(-248) 15 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 387V -23/ 60H 5.50" 0.41 OF ( 625) 6'- 4.0" 0/ 351V 0/ OH 5.50" 0.37 OF ( 625) TRANS BRG @ 0'- 0.0" 0.41 DF/ 0.64 HF/ 0.61 SPF is the responsibility of the erector. Additional permanent bracing of BRG @ 6'- 4.0" 0.37 DF/ 0.58 HF/ 0.55 SPF the overall structure is the responsibility of the building designer. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.146" @ 3'- 3.8" Allowed = 0.413" MAX TC PANEL TL DEFL = -0.254" @ 3'- 3.8" Allowed = 0.619" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.139" 5. CompuTrus has no control over and assumes no responsibility for the MAX HORIZ. LL DEFL = -0.000" @ 6'- 2.2" fabrication, handling,necessary. shipment end installation of components. MAX HORIZ. TL DEFL = 0.000" @ 6'- 2.2" 6. This design is furnished subject to the limitations set forth by Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, TPIIWTCA in BCSI, copies of which will be fumished upon request. (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, MiTek USA, InclCornpuTrus Software 7.6.7(1 L) -E End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A22 9- 1a• n sgnn WARNINGS: A2dTruss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344819 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their len ih by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall�C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end installation of components. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA, InclCornpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) UOC* FOFCAOJ This design prepared from computer input bi. - ! M SPFJABRI� (SB_ _, LUMBER SPECIFICATIONS 25-06-00 HIP SETBACK 8-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 111dBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -126) 4 1- 9=(0) 5508 1- 2=(-6180) 0 BC: 2x4 DF 01dBTR 2- 3=(-5964) 0 9-10=(0) 9946 3- 9=( 0) 2390 WEBS: 2x4 DF 01&BTR LOADING 3- 4=(-7936) 0 10-11=(0) 9946 9- 4=( 0) 368 TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 5=(-7746) 0 11- 8=(0) 5508 9- 5=(-2360) 90 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF R'- 0.0" TO 171- 6.0" V 5- 6=(-7746) 0 10- 5=( 0) 248 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 171- 6.0" TO 251- 6.0" V 6- 7-(-7936) 0 5-11=(-236U) 90 BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 01- 0.0" TO 251- 6.0" V 7-12=(-5964) 0 6-11=( 0) 368 12- 8=( -126) 4 11- 7=( O) 2390 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 81- 0.0" 12- 8=(-6180) 0 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 17'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 2-00-00 2-00-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. 0'- 0.0" 0/ 2841V -18/ 18H 5.50" 1.52 DF ( 625) 251- 6.0" 0/ 9R41V 0/ OH 5.50" 1,52 DF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0" 1.52 DF/ 2.34 HF/ 2.23 SPF nails staggered: BRG @ 251- 6.0" 1.52 DF/ 2.34 HF/ 2.23 SPF 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.236" @ 12- 9.0" Allowed = 0.819" MAX DL CREEP DEFL = -0.480" @ 12'- 9.0" Allowed = 1.229" MAX TL CREEP DEFL = -0.716" @ 12'- 9.0" Allowed = 1.229" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.480" MAX HORIZ. LL DEFL = 0.050" @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.117" @ 25'- 0.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 9-06-10 7-11-11 Design checked for a 300 lb concentrated top chord 1-11-06 1-07-06 4-04-15 4-09-05 4-09-05 4-04-15 3-06-12 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 Ir 765.3011 765.3011 12 3.00 v v 3.00 M -4x12 M -4x12 M -'A v A C 7-03-04 5-05-12 5-05-12 5-03-14 1-11-06 �<PL: 10-00-12 25-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A23ale: 0.2636 Truss: ri(r q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344820 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual amt Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by is the responsibilityof the erector. Additional permanent bracing of P 9 continuous sheathing such as plywood sheathing(TC) and/or drywallp). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a ran -corrosive environment, design bads be applied to any component. and are for -dry condition- of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handli shipment end installation of components, ns P Po necessary. 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) ESS/0 '�a7r N C 60384 * EXP. 06/30/16 \OF NII/ 9TF CAUF�� LUMBER SPECIFICATIONS TC:2x4 DF N1dBTR BC: 2x4 DF B16BTR WEBS: 2x4 DF ff1bBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. DON. NOTE: 2x4 BRACING AT 24"OC DON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 2-09-00 2-09-00 9-11-11 2-08-01 2-02-03 12 3.00 I- TRUSS SPAN 25'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-10 5-01-07 2-09-05 2-09-05 M -4x8 M -1-A M -4x8 5-01-07 Thir ins design prepared from computeut bi. S SPFiABRIM (SB- CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -47) 47 1- 9=(0) 2476 1- 2=(-2748) 0 13- 8=(-2733) 0 2- 3=(-2635) 0 9-10=(0) 2475 9- 3=( 0) 119 3- 4=(-2659) 0 10-11=(0) 2756 3-10=( -155) 207 4- 5=(-2552) 0 11-12=(0) 2450 10- 4=( 0) 256 5- 6=(-2547) 0 12- 8=(0) 2451 10- 5=( -325) 12 6- 7=(-2653) 0 5-11=( -330) 11 7-13=(-2611) 0 6-11=( 0) 254 13- 8=( 0) 51 11- 7=( -139) 222 7-12=( 0) 117 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1222V -23/ 23H 5.50" 1.30 DF ( 625) 25'- 6.0" 0/ 1226V 0/ ON 6.00" 1.31 DF ( 625) BRG @ 0'- 0.0" 1.30 DF/ 2.01 HF/ 1.92 SPF BRG @ 25'- 6.0" 1.31 DF/ 2.02 HF/ 1.92 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.144" @ 12'- 9.0" Allowed = 0.818" MAX DL CREEP DEFL = -0.308" @ 12'- 9.0" Allowed = 1.227" MAX TL CREEP DEFL = -0.450" @ 12- 9.0" Allowed = 1.227" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.308" MAX HORIZ. LL DEFL = 0.033" @ 25'- 0.0" MAX HORIZ. TL DEFL = 0.079" @ 25'- 0.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 9-11-11 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 4-10-04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 v 3.00 4-08-08 4-06-12 6-11-08 4-06-12 2-00-07 2-08-01 I I <PL:10-00-12 25-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A24 Scale: Truss: j&(r ' DES. BY: AM DATE: 12/9/2015 SEQ.: 6344821 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless othenwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent brad of Po ty P n9 2' o.c. and at 10' o.c. respectively unless braced throughout their lengqth by conllnuous sheathing such as plywood shesthing(TC) and/or drywaftp). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non-conosive environment, design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has No control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is pprovided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be fumished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06130/16 CIVIl- \\j gTFOCFAI-iFO�\ JW1111M = = = W LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF 0l&BTR WEBS: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 11-11-11 2-11 2-11-04 12 3.00 r -- This design prepared from computer input b - SP�ABRIMW (SE_ TRUSS SPAN 25'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-06-10 11-11-11 6-01-07 1-06-10 6-01-07 M -5x6 M -7x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -66) 66 1- 8=(0) 2580 1- 2=(-2850) 0 12- 7=(-2840) 0 2- 3=(-2731) 0 8- 9=(0) 2577 8- 3=( 0) 186 3- 4=(-2404) 0 9-10=(0) 2288 3- 9=( -427) 5 4- 5=(-2291) 0 10-11=(0) 2556 9- 4=( 0) 214 5- 6=(-2408) 0 11- 7=(0) 2559 9- 5=( -107) 116 6-12=(-2711) 0 5-10=( 0) 209 12- 7=( -49) 69 10- 6=( -405) 8 6-11=( 0) 182 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES) 01- 0.0" 0/ 1222V -28/ 28H 5.50" 1.30 DF ( 625) 25'- 5.5" 0/ 1226V 0/ OH 5.50" 1.31 OF ( 625) BRG @ 0'- 0.0" 1.30 DF/ 2.01'HF/ 1.92 SPF BRG @ 25'- 5.5" 1.31 DF/ 2.02 HF/ 1.92 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.152" @ 13'- 6.0" Allowed = 0.818" MAX DL CREEP DEFL = -0.331" @ 13'- 6.0" Allowed = 1.227" MAX TL CREEP DEFL = -0.482" @ 13'- 6.0" Allowed = 1.227" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.331" MAX HORIZ. LL DEFL = 0.033" @ 25'- 0.0" MAX HORIZ. TL DEFL = 0.079" @ 25'- 0.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 5-10-04 Design checked for a 300 lb concentrated top chord 12 live load per IBC 2012 due to maintenance workers 12 3.00 which is non -concurrent with other live loads. < 5-08-08 5-06-12 3-01-04 5-05 2-09-08 2-11 25-05-08 0-00-08 L � <PL:10-00-12 25-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A25 Scale: 0.2511 Truss: 4 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344822 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual end Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the r responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. and are for 'dry condition" of use. S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 0 C, I 0 0 This designre ared from computer input b I i no - SP�ABRI(SB_ M LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" TC:2x4 OF #1dBTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #1dBTR SPACED 24.0" O.C. WEBS: 2x4 OF HIdBTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LETINS: 3-00-00 3-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12-09 12-09 2-11 3-07-04 6-02-12 6-02-12 6-06-04 12 12 3.00 v M -4x5 v 3.00 4.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -125) 179 1- 7=(-454) 2886 1- 2=(-2887) 0 2- 3=(-2757) 0 7- 8=(-456) 2882 7- 3=( 0) 206 3- 4=(-2146) 0 8- 9=(-467) 2875 3- 8=( -755) 197 4- 5=(-2145) 0 9- 6=(-464) 2879 8- 4=( 0) 515 5-10=(-2740) 0 8- 5=( -746) 206 10- 6=( -116) 173 5- 9=( 0) 204 10- 6=(-2879) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 1222V -2000/ 2000H 5.50 1.30 OF ( 625) 25'- 5.5" 0/ 1226V -2000/ 2000H 5.50" 1.31 DF ( 625) BRC @ 0'- 0.0" 1.30 DF/ 2.01 HF/ 1.92 SPF BRG @ 25'- 5.5" 1.31 DF/ 2.02 HF/ 1.92 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.164" @ 12'- 9.0" Allowed = 0.818" MAX DL CREEP DEFL = -0.365" @ 12'- 9.0" Allowed = 1.227" MAX TL CREEP DEFL = -0.527" @ 12- 9.0" Allowed = 1.227" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.524" MAX HORIZ. LL DEFL = 0.034" @ 25'- 0.0" MAX HORIZ. TL DEFL = 0.081" @ 25'- 0.0" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 6-04-08 6-04-08 6-04-08 3-05-08 2-11 L 25-05-08 0-00-08 <PL: 10-00-12 25-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A26 .1- n ,as, Truss: riL DES. BY: AM DATE: 12/9/2015 SEQ.: 6344823 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwisencted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-conoslve environment, design bads be applied to any component. and ere for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 OF 0l&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. LETINS: 3-00-00 3-00-00 2-11 3-07-04 If 12 3.00 c- TRUSS SPAN 25'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12-09 12-09 If 6-02-12 6-02-12 M -4x5 4.0" This design prepared from computer input by - SP�ABRI� (SBM M _ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -125) 179 1- 7=(-454) 2886 1- 2=(-2887) 0 2- 3=(-2757) 0 7- 8=(-456) 2882 7- 3=( 0) 206 3- 4=(-2146) 0 8- 9=(-467) 2875 3- 8=( -755) 197 4- 5=(-2145) 0 9- 6=(-464) 2879 8- 4=( 0) 515 5-10=(-2740) 0 8- 5=( -746) 206 10- 6=( -116) 173 5- 9=( 0) 204 10- 6=(-2879) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 1222V -2000/ 2000H 5.50" 1.30 DF ( 625) 25'- 5.5" 0/ 1226V -2000/ 2000H 5.50" 1.31 DF ( 625) BRG @ 0'- 0.0" 1.30 DF/ 2.01 HF/ 1.92 SPF BRG @ 25'- 5.5" 1.31 DF/ 2.02 HF/ 1.92 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.164" @ 121- 9.0" Allowed = 0.818" MAX DL CREEP DEFL = -0.365" @ 12'- 9.0" Allowed = 1.227" MAX TL CREEP DEFL = -0.527" @ 12'- 9.0" Allowed = 1.227" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.524" MAX HORIZ. LL DEFL = 0.034" @ 25'- 0.0" MAX HORIZ. TL DEFL = 0.081" @ 25'- 0.0" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 6-06-04 Truss designed for wind loads in the plane of the truss only. 12 a 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 6-04-08 6-04-08 6-04-08 25-05-08 25-06 3-05-08 2-11 L 0-00-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A27 Scale: 0.2511 Truss:A2 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344824 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Noise 1. This design Is based only upon the parameters shown and is for an Individual anal Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown + incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o , and at 10' o.c. respectively unless braced throughout their IenRth y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for "dry condition" of use. S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation of components. 7, Design assumes adequate drainage is pmvided. 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 0 l 0 0 ESS1O\ MiiZ4! C 60384 * EXP, 06130/16 i2/il�5 FOFCAL J0iui M LUMBER SPECIFICATIONS TC:2x4 DF 016BTR BC: 2x4 DF N1dBTR WEBS: 2x4 DF #1dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. ** For hanger specs. - See approved plans 0 0 1 14 TRUSS SPAN 12'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-01-12 5-10-04 12 3.00 v M -2x4 6-00 6-00 <PL:10-00-12 12-00 SPlj1jjABRIMc (S;iiiik F- MY _ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-937) 0 1-4=(0) 833 4-2=( 0) 212 2-3=( -86) 61 4-5=(0) 829 2-5=(-881) 0 5-3=(-226) 6 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 585V -40/ 105H 5.50" 0.62 OF ( 625) 12- 0.0" 0/ 557V 0/ OH 5.50" 0.59 DF ( 625) BRG @ 0'- 0.0" 0.62 DF/ 0.96 HF/ 0.92 SPF BRG @ 12- 0.0" 0.59 DF/ 0.92 HF/ 0.87 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.067" @ 61- 0.0" Allowed = 0.369" MAX DL CREEP DEFL = -0.149" @ 6'- 0.0" Allowed = 0.554" MAX TL CREEP DEFL -0.216" @ 6'- 0.0" Allowed = 0.554" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.149" MAX HORIZ. LL DEFL = 0.005" @ 11'- 8.5" MAX HORIZ. TL DEFL = 0.012" @ 11'- 8.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A28 Scale: 0.4668 Truss: ri(r DES. BY: AM DATE: 12/9/2015 SEQ.: 6344825 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c, respectively unless braced throughout their Is th y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-oonosive environment, design loads be applied to any component. and are for 'dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end Installation of components. 7, Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) U06130/16 OFCA IIII M = i = M = M M = = = = M 3PABRIC�SIV' N°`'°` LUMBER SPECIFICATIONS TC: 2x4 OF #1dBTR BC: 2x4 OF #IdBTR WEBS: 2x4 DF 01dBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <- 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. 6-00 NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD CONDITION REFER TO COMPUTRUS STANDARD GABLE END DETAIL. 3 TRUSS SPAN 12'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-00 12 3.00 0 M -2x4 5-04 0-08 6-00 <PL:10-00-12 12-00 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-353) 207 1-4=(-366) 410 1-2=( -859) 943 2-3=(-373) 367 4-5=(-366) 410 5-2=( -707) 192 5-6=(-377) 446 2-6=(-1001) 923 6-3=1 -237) 21 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 -157/ 420V -1300/ 1300H 5.50 0.45 OF ( 625) 5'- 0.0" 0/ 175V 0/ OH 84.00" 0.19 OF ( 625) 6'- 0.0" -180/ 726V 0/ OH 84.00" 0.77 OF ( 625) 12'- 0.0" -299/ 556V -1300/ 1300H 84.00" 0.59 OF ( 625) BRG @ 0'- 0.0" 0.45 DF/ 0.69 HF/ 0.66 SPF BRG @ 5'- 0.0" 0.19 DF/ 0.29 HF/ 0.28 SPF BRG @ 6'- 0.0" 0.77 DF/ 1.19 HF/ 1.14 SPF BRG @ 12- 0.0" 0.59 DF/ 0.92 HF/ 0.87 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A2 tale: 0.4698 Truss: ri(r , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344826 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes into responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCornpuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: i. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenth by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.066" @ 3'- 3.5" Allowed = 0.400" MAX TC PANEL TL DEFL = -0.081" @ 31- 0.7" Allowed = 0.600" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.025" MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" COND. 2: 1300.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads C) in the plane of the truss only. ti oto Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers rn which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. C.60384 * EXP. 06/30/16 * OFIV1�/ 9TF CAUF�� 16111M = M M = = M M M = = = LUMBER SPECIFICATIONS TC: 2x4 OF 01dBTR BC: 2x4 DF #1dBTR WEBS: 2x4 OF #16BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). TRUSS SPAN 7'- 5.2" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING T,T,( 20.0)+DT,( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC UNIF LL+DL= 150.0 PLF 4'- 0.0" TO 7'- 5.2" V ADDL: TC CONC LL+DL= 600.0 LBS @ 7'- 2.8" ADDL: TC CONC LL+DL= 300.0 LBS @ 4'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-08-10 3-08-10 300#12 00# 3.00 v M -2x4 <PL:10-00-12 7-05-04 0 0 N JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A30 Scale: 0.5063 Truss: JC -&q.0 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344827 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes amt Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCornpuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or d=,l1$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input b SP�ABRI_ (SBM COND. -2-600.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins ofthe same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD CONDITION REFER TO COMPUTRUS STANDARD GABLE END DETAIL. r C 60384 * EXP. 06130/16 /Z/`%//$ FC �j 9TFOFCAUF� � LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.2" TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 DF 1116BTR SPACED 24.0" O.C. WEBS: 2x4 DF 1116BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LETINS: 1-09-00 0-00-00 ADDL: TC UNIF LL+DL= 150.0 PLF 0'- 0.0" TO 4'- 6.0" V ADDL: TC CONC LL+DL= 600.0 LBS @ 7'- 8.8" ADDL: TC CONC LL+DL= 300.0 LBS @ 41- 6.0" LIMITED STORAGE DOES NOT APPLY D11E TO THE SPATTAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-08-07 2-04-15 3-09-14 12 30011 #61i)0# 3.00 v O M -2x4 3-11-10 3-11-10 j4 PL:10-00-12 7-11-04-00-12 7-11-04 BEARING LOCATIONS 0'- 0.0" 7'- 11.2" JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A31 Scale: 0.5087 Truss: A T I DES. BY: AM DATE: 12/9/2015 SEQ.: 6344828 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addftional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be fumished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1Q -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by wntinuous sheathing such as plywood sheathing(TC) and/or drywaO$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Pmelded. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer in ut bi. SP4� BRIM (SB_ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( 0) 136 1-5=(0) 1232 1-2=(-1532) 0 2-3=(-1357) 0 5-6=(0) 1229 5-3=( 0) 124 3-4=( -96) 68 3-6=(-1361) 0 6-4=( -823) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1072V -28/ 72H 5.50" 1.14 DF ( 625) 0/ 1352V 0/ OH 5.50" 1.44 DF ( 625) BRG @ 0'- 0.0" 1.14 DF/ 1.77 HF/ 1.68 SPF BRG @ 7'- 11.2" 1.44 DF/ 2.23 HF/ 2.12 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.014" @ 3'- 11.6" Allowed = 0.234" MAX DL CREEP DEFL = -0.050" @ 3'- 11.6" Allowed = 0.351" MAX TL CREEP DEFL = -0.064" @ 3'- 11.6" Allowed = 0.351" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.050" MAX HORIZ. LL DEFL = -0.003" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.011" @ 71- 7.7" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. NAM M M M M w== i M= M M LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.2" TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF 0l&BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC CONC LL+DL= 600.0 LBS @ 71- 8.8" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-10 3-11-10 0 12 # 3.00 0 0 ti 00 0 0 < M -2x4 7-07-12 0-03-08 � y <PL:10-00-12 7-11-04 This design pre aced from computer input b MSP; (SBM g60 60 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-438) 29 1-4=(-21) 371 2-4=(-435) 40 2-3=( -39) 85 4-3=(-810) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 406V -28/ 72H 5.50" 0.43 OF ( 625) 71- 11.2" 0/ 1012V 0/ OH 5.50" 1.08 OF ( 625) BRG @ 0'- 0.0" 0.43 DF/ 0.67 HF/ 0.64 SPF BRG @ 7'- 11.2" 1.08 DF/ 1.67 HF/ 1.59 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A32ale: 0.5330 Truss: A 3 9 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344829 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has "control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WfCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their Isth j y continuous sheathing such as plywood sheathing(TC) and/or drywall BC . 3. 2x Impact bridging or lateral bracing required where shown+ + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. B. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.031" @ 31- 11.2 Allowed = 0.234" MAX DL CREEP DEFL = -0.044" @ 3'- 11.2" Allowed = 0.351" MAX TL CREEP DEFL = -0.074" @ 31- 11.2" Allowed = 0.351" RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.101" MAX HORIZ. LL DEFL = 0.002" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.003" @ 71- 7.7" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load durationfactor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/0\ C 60384 EXP. 06130/16 * F CC gTFOAl1F��\ LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" TC: 2x4 OF 210OF LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 OF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 OF N1&BTR LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC UNIF LL+DL= 200.0 PLF 2'- 8.0" TO 6'- 4.0" V ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 6'- 4.0" V ADDL: TC CONC LL+DL= 210.0 LBS @ 21- 10.7" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-03-12 3-00-04 2 12 1 3.00 -- of to k 1 < t L 3-02 3-02 t <PL:10-00-12 6-04 M-2x4 SP0WBRIic (SB jNj"".,.i " JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A33 Scale: 0.5285 Truss: jr&%,o %,o q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344830 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until ager all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIfWTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise toted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10'o c. 0'o.c. respectively unless braced threughoul their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown+ + 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.029" @ 3'- 2.0" Allowed = 0.181" MAX DL CREEP DEFL = -0.143" @ 3'- 2.0" Allowed = 0.271" MAX TL CREEP DEFL = -0.160" @ 3'- 2.0" Allowed = 0.271" RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.143" MAX HORIZ. LL DEFL = -0.002" @ 6'- 0.5" MAX HORIZ. TL DEFL = 0.006" @ 6'- 0.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/p\ �'%�9! UOC* �-C*o 5& F�� CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-957) 0 1-4=(0) 831 4-2=( -46) 36 2-3=( -52) 148 4-5=(0) 835 2-5=(-940) 0 5-3=(-537) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 756V -23/ 60H 5.50" 0.81 DF ( 625) 6'- 4.0" 0/ 1046V 0/ OH 5.50" 1.12 DF ( 625) BRG @ 0'- 0.0" 0.81 DF/ 1.24 HF/ 1.19 SPF BRG @ 6'- 4.0" 1.12 DF/ 1.72 HF/ 1.64 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A33 Scale: 0.5285 Truss: jr&%,o %,o q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344830 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until ager all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIfWTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise toted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10'o c. 0'o.c. respectively unless braced threughoul their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown+ + 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.029" @ 3'- 2.0" Allowed = 0.181" MAX DL CREEP DEFL = -0.143" @ 3'- 2.0" Allowed = 0.271" MAX TL CREEP DEFL = -0.160" @ 3'- 2.0" Allowed = 0.271" RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.143" MAX HORIZ. LL DEFL = -0.002" @ 6'- 0.5" MAX HORIZ. TL DEFL = 0.006" @ 6'- 0.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/p\ �'%�9! UOC* �-C*o 5& F�� IIIi i i i i i i Spi desiAft a e e`SEfro�mput ut b� LUMBER SPECIFICATIONS TC: 2x4 OF 013BTR BC: 2x4 DF 01SBTR WEBS: 2x4 DF #I&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x9 BRACING AT 24'0C LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ** For hanger specs. - See approved plans 7-06-08 MONO HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 6'- 0.0" V TC UHIF LL( 80.0)+DL( 84.0)= 164.0 PLF 6'- 0.0" TO 71- 6.5" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0" TO 71- 6.5" V TC CONIC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 61- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - 5-11-11 1-06-13 2-08-08 3-03-03 1-06-13 12 910# 3.00 0 M -4x6 M -1„A 2-06-12 2-08-08 2-03-04 L � <PL: 10-00-12 7-06-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-557) 0 1-5=( 0) 471 5-2=( -75) 30 4-7=(-827) 0 2-3=(-666) 0 5-6=( 0) 479 2-6=( 0) 174 - 3-4=(-676) 0 6-7=(-8) 73 6-3=(-408) 12 6-4=( 0) 780 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 531V -19/ 50H 5.50" 0.57 OF ( 625) 7'- 6.5" 0/ 840V 0/ OH 5.50" 0.90 DF ( 625) BRG @ 0'- 0.0" 0.57 DF/ 0.87 HF/ 0.83 SPF BRG @ 7'- 6.5" 0.90 DF/ 1.38 HF/ 1.32 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.031" @ 2'- 6.7" Allowed = 0.221" MAX DL CREEP DEFL = -0.071" @ 2'- 6.7" Allowed = 0.331" MAX TL CREEP DEFL = -0.101" @ 2'- 6.7" Allowed = 0.331" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.071" MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.8" MAX HORIZ. TL DEFL = 0.003" @ 7'- 4.8" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A34 Scale: 0.5427 Truss: j"i J DES. BY: AM DATE: 12/9/2015 SEQ.: 6344831 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown *. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywa"$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for'dry condition' of use. 5. CompuTrus has no contrel over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabdcation, handling,necessary. shipment end installation of components. 6. This design is fumished to the limitations forth by 7. Design assumes adequate drainage is provided. subject set TPI/WTCA in BCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ ziiiZ9! C 60J4) * EXP.06 FCAU/9TFOFCAUF�� Will mm = M M M = M M = = M LUMBER SPECIFICATIONS TC: 2x4 IF #16BTR BC: 2x4 IF #1dBTR WEBS: 2x4 DF 01SBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. ** For hanger specs. - See approved plans 0 3-10-04 12 3.00 0 TRUSS SPAN 7'- 5.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC CONC LL+DL= 600.0 LBS @ 71- 2.8" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-06-12 0# M -2x4 14 3-08-08 3-08-08 <PL :10-00-12 7-05 This design prepared from computer in ut bi. - SPFBRZ_ (SB_ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-826) 493 1-4=(-906) 1207 4-2=( -90) 143 2-3=(-500) 563 4-5=(-917) 1213 2-5=(-1292) 912 5-3=( -807) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -283/ 608V -2000/ 2000H 5.50" 0.65 DF ( 625) 71- 5.0" 0/ 1217V -2000/ 2000H 5.50" 1.30 DF ( 625) BRG @ 0'- 0.0 0.65 DF/ 1.00 HF/ 0.95 SPF BRG @ 7'- 5.0" 1.30 DF/ 2.00 HF/ 1.91 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.023 @ 3'- 8.5 Alluwed = 0.217" MAX DL CREEP DEFL = -0.044" @ 3'- 8.5" Allowed = 0.325" MAX TL CREEP DEFL = -0.066" @ 3'- 8.5" Allowed = 0.325" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.044" MAX HORIZ. LL DEFL = 0.009" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A35 Scale: 0.5599 Truss: « q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344832 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o .c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywell�C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a con -corrosive environment, and ere for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both Faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer in ut b M M M = M M M M = M M M = SPJJWRI(SB_ LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" TC: 2x4 OF 210OF LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 OF H16BTR SPACED 24.0" O.C. WEBS: 2x4 OF H1dBTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF ** For hanger specs. - See approved plans TOTAL LOAD = 48.0 PSF ADDL: TC CONC LL+DL= 600.0 LBS @ 71- 2.8" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-05 12 3.00 17 0 M -2x4 <PL:.10-00-12 7-05 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-104) 42 1-3=(-20) 24 2-3=(-886) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 375V -26/ 68H 5.50" 0.40 DF ( 625) 7'- 5.0" 0/ 937V 0/ ON 5.50" 1.00 DF ( 625) BRG @ 0'- 0.0" 0.40 DF/ 0.62 HF/ 0.59 SPF BRG @ 7'- 5.0" 1.00 DF/ 1.54 HF/ 1.47 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.258" @ 31- 10.8" Allowed = 0.487" MAX TC PANEL TL DEFL = -0.489" @ 31- 10.9" Allowed = 0.731" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.2501- .250"MAX MAXHORIZ. LL DEFL = -0.000" @ 7'- 3.3" MAX HORIZ. TL DEFL = 0.000" @ 71- 3.3" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. j Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A36 Scale: 0.5795 Truss: &-7;L *,W ' DES. BY: AM DATE: 12/9/2015 SEQ.: 6344833 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIM7TCA in SCSI, copies of which will be furnished upon request. MiTek USA, InclCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c, and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2. Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C-60384 r * EXP. 06/30/16 FC �� \\j gTFOF CAOF�� LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.5" TC: 2x4 DF HI&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 DF 111dBTR SPACED 24.0" O.C. WEBS: 2x4 DF 01&BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF Staple or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-09-12 2-09-12 12 3.00 v M -2x4 < <PL:10-00-12 5-07-08 �_4 0-03-08 COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins of the same.size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD CONDITION REFER TO COMPUTRUS STANDARD GABLE END DETAIL. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A37 a Scale: 0.5544 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344834 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown •. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' O.C. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywalp). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage Is rovided. 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed co their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. its Indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek) MITI M M M � M M W M _ S4w� Ifwc(SB g Nut."ut, u," LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.2" 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual TC: 2x4 DF 1116BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 2. 2x4 compression web bracing must be Installed where shown y. BC: 2x6 DF SS SPACED 24.0" O.C. 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of WEBS: 2x4 DF 416BTR the overall structure Is the responsibility of the building designer. bridging 3. 2x Impact bridging or lateral bracing required where shown * + r meed ere s own 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. LOADING 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. TC LATERAL SUPPORT <= 12110C. DON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF lines coincide with joint center lines. TOTAL LOAD = 48.0 PSF 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ADDL: TC CONC LL+DL= 600.0 LBS @ 7'- 8.8" SINGLE MEMBER AS SHOWN. ADDL: BC CONC LL+DL= 840.0 LBS @ 61- 0.8" HANGERS ATTACHED TO BOTTOM CHORD LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL WILL HAVE 1.5" MIN. NAIL PENETRATION. REQUIREMENTS OF CBC 2013 NOT BEING MET. HANGER BY OTHERS. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-02-05 3-08-15 M-3: O 'f - cot O O 1 14 12 3.00 0 M -2x4 0# 1. I. +840# 4-00-09 3-10-11 1. - l <PL:10-00-12 7-11-04 WEDGE REQUIRED AT HEEL(S). r` 0 0 N CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-1231) 0 1-4=(0) 1107 4-2=( 0) 596 2-3=( -40) 80 4-5=(0) 1067 2-5=(-1186) 0 . 5-3=( -786) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 593v -27/ 70H 5.50" 0.63 DF ( 625) 7'- 11.2" 0/ 1671V 0/ ON 5.50" 1.78 DF ( 625) BRG @ 0'- 0.0" 0.63 DF/ 0.98 HF/ 0.93 SPF BRG @ 7'- 11.2" 1.78 DF/ 2.75 HF/ 2.62 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.007 @ 4'- 0.6 Allowed = 0.234" MAX DL CREEP DEFL = -0.030" @ 4'- 0.6" Allowed = 0.351" MAX TL CREEP DEFL = -0.035" @ 4'- 0.6" Allowed = 0.351" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.030" MAX HORIZ. LL DEFL = -0.002" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.006" @ 7'- 7.7" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load durationfactor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A38 Scale: 0.5432 Truss: 16Z %,jP 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344835 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown y. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of respectively unless braced throughout their le th by and at 10' sheathing 2' continuous continuous lr such as plywood in drywal C). the overall structure Is the responsibility of the building designer. bridging 3. 2x Impact bridging or lateral bracing required where shown * + r meed ere s own 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condilion' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end installation o(componenls. 7, Design assumes adequate pro drainage is vided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed co (heir center TPIANiCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L}E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESSlO C 60384 V EXP.06l30/16 * IZ17115 OFIVII/ 9TF CAl1F0� swill SPF'�BI�fC�e(S RBL-n �uue�uu u� LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.2" TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 DF 01fiBTR SPACED 24.0" O.C. WEBS: 2x4 DF #16BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ** For hanger specs. - See approved plans ADDL: TC CONC LL+DL= 600.0 LBS @ 7'- 8.8" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06 2-05-04 12 12 3.00 v o 3.00 C IIM-4x4 2 4.0" <PL:10-00-1 5-07-12 7-11-04 2-03-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-413) 0 1-4=( 0) 335 2-4=( -93) 24 2-3=(-359) 0 4-5=(-1) 86 4-3=( 0) 286 3-5=(-988) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 406V -16/ 42H 5.50" 0.43 DF ( 625) 7'- 11.2" 0/ 1005V 0/ OH 5.50" 1.07 DF ( 625) BRG @ 0'- 0.0" 0.43 DF/ 0.67 HF/ 0.64 SPF BRG @ 7'- 11.2" 1.07 DF/ 1.65 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.014 @ 5'- 6.0" Allowed = 0.234" MAX DL CREEP DEFL = -0.023" @ 5'- 6.0" Allowed = 0.351" MAX TL CREEP DEFL = -0.037" @ 5'- 6.0" Allowed = 0.351" 10# RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.050" MAX HORIZ. LL DEFL = 0.001" @ 7'- 9.5" MAX HORIZ. TL DEFL = 0.002" @ 7'- 9.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 1x6 which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A39 Scale: 0.5514 Truss: A 3 I DES. BY: AM DATE: 12/9/2015 SEQ.: 6344836 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). the overall structure is the responsibility of the building designer. 3. 2x Impact bddging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corosive environment, design loads be applied to any component. and are for "dry condition" of use. S. CompuTnus has no control over and assumes ro responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and Installation of components. 7, Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncXompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek) LUMBER SPECIFICATIONS TC: 2x4 DF 01&BTR BC: 2x4 DF H1&BTR WEBS: 2x4 DF 016BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. For hanger specs. - See approved plans 12 3.00 0 TRUSS SPAN 7'- 11.2" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC CONIC LL+DL= 600.0 LBS @ 7'- 8.8" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06 2-05-04 12 a 3.00 IIM-4x4 2 4.0" <PL:10-00- 5-07-12 7-11-04 2-03-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-413) 0 1-4=( 0) 335 2-4=( -93) 24 2-3=(-359) 0 4-5=(-1) 86 4-3=( 0) 286 3-5=(-988) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 406V -16/ 42H 5.50" 0.43 DF ( 625) 7'- 11.2" 0/ 1005V 0/ OH 5.50" 1.07 DF ( 625) BRG @ 0'- 0.0" 0.43 DF/ 0.67 HF/ 0.64 SPF BRG @ 71- 11.2" 1.07 DF/ 1.65 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.014" @ 5'- 6.0" Allowed = 0.234" MAX DL CREEP DEFL = -0.023" @ 5'- 6.0" Allowed = 0.351" MAX TL CREEP DEFL = -0.037" @ 5'- 6.0" Allowed = 0.351" OH RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.050" MAX HORIZ. LL DEFL = 0.001" @ 7'- 9.5" MAX HORIZ. TL DEFL = 0.002" @ 7'- 9.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers U6 which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A40 Scale: 0.5514 Truss: A 4 I DES- BY: AM DATE: 12/9/2015 SEQ.: 6344837 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their be th by continuous sheathing such as plywood sheathing(TC) and/or drywalIBC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a nronrcon osive environment, design bads be applied to any component. and are for *dry condition" of use. 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage isProvided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS10� �ql C 6""' * EXP: 06130/16 /z/i/i5 S� CIVIC gTFOFCAUF��/ gn uy CII MM,(mMMMMM. M.MSP1SP�IBP.Ipi.`�e(SBivnMmpuuewuu 060 LUMBER SPECIFICATIONS TC: 2x4 OF 41&BTR BC: 2x6 OF SS WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON.. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. *** HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. TRUSS SPAN 7'- 11.2" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC CONC LL+DL= 600.0 LBS @ 71- 8.8" ADDL: BC CONC LL+DL= 241.0 LBS @ 61- 11.3" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06 2-05-04 12 12 3.00 v v 3.00 M -4x5 4.0" 1. 1. ♦24111 5-07-12 2-03-08 <PL:10-00-12 7-11-04 WEDGE REQUIRED AT HEEL(S). CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-1182) 648 1-4=(-1322) 1816 2-4=( -218) 268 2-3=( -468) 0 4-5=(-1922) 2054 4-3=( -354) 776 3-5=(-1158) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -106/ 535V -2000/ 2000H 5.50" 0.29 OF ( 625) 7'- 11.2" 0/ 1284V -2000/ 2000H 5.50" 0.68 OF ( 625) BRG @ 0'- 0.0" 0.29 DF/ 0.44 HF/ 0.42 SPF BRG @ 7'- 11.2" 0.68 DF/ 1.06 HF/ 1.01 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001 @ 5'- 6.0 Allowed = 0.234" MAX DL CREEP DEFL = -0.004" @ 5'- 6.0" Allowed = 0.351" MAX TL CREEP DEFL = 0.016" @ 5'- 6.0" Allowed = 0.351" RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.061" X011 MAX HORIZ. LL DEFL = 0.005" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.005" @ 0'- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord x6 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M u'> O r-1 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A41 Scale: 0.5150 Truss: rr&Z , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344838 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown *. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies or which will be furnished upon request. MiTek USA, IncJCornpuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise rated: 1. This design is based only upon the parameters drown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenth by continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainageis Provlded. 8. Plates shall be located on both faces of truss, end placed so their center lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) U06/30/16 * LUMBER SPECIFICATIONS TC: 2x4 DF Hl&BTR BC: 2x4 DF 016BTR WEBS: 2x4 DF 416BTR TC LATERAL SUPPORT <- 12"OC. UO0. BC LATERAL SUPPORT <= 12110C. DON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 2 ) complete trusses required. ALLacli 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 5-08-03 15-06-00 HIP SETBACK 5-08-08 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 5'- 8.5" V TC UNIF LL( 77.1)+DL( 80.9)= 1513,0 PLF 5'- 13.5" TO 9'- 9.5" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 9'- 9.5" TO 15'- 6.0" V BC UNIF LL( 0.0)+DL( 27.0)= 27.0 PLF 0'- 0.0" TO 15'- 6.0" V TC CONC LL( 179.2)+DL( 188.1)= 367.3 LBS @ 51- 8.5" TC CONC LL( 179.2)+DL( 188.1)= 367.3 LBS @ 9'- 9.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-01-10 5-08-03 1j 11 1lLC tl1CUJ11 VIII 1: V111PULCL 111 UL UV 2-05 367.30# 367.30# 3-03-03 4-01-10 3-03-03 2-05 12 12 3.00 0 - 3.00 M -4x6 M -6x6 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.132" @ 51- 8.5" Allowed = 0.486" MAX DL CREEP DEFL = -0.252" @ 91- 9.5" Allowed = 0.729" MAX TL CREEP DEFL = -0.382" @ 5'- 8.5" Allowed = 0.729" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.278" MAX HORIZ. LL DEFL = 0.010" @ 01- 5.5" MAX HORIZ. TL DEFL = -0.022" @ 01- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4-11-12 5-08-04 4-10 <PL:10-00-1 15-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A42 a Scale: 0.3905 Truss: ri 1Z 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344839 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len nth; y continuous sheathing such as plywood shealhing(TC) and/or drywall C . 3. 2. Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. 8. Plates shat] be located on both faces of truss, and placed so their center Innes coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0� C 60384 * EXP. 06130/16 * s i2 IV9�i5\P \TFOF CA1.1F��/ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1936) 0 1- 7=(-1092) 2628 2- 7=( 0) 1534 2- 3=(-3148) 0 7- 8=( -194) 3132 7- 3=(-438) 60 3- 4=(-3144) 0 8- 6=(-1090) 2626 7- 4=(-614) 632 4- 5=(-3090) 0 4- 8=(-458) 58 5- 6=(-1934) 0 8- 5=( 0) 1488 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1367V -2000/ 2000H 5.50" 0.73 DF ( 625) 15- 6.0" 0/ 1367V -2000/ 2000H 5.50" 0.73 DF ( 625) BRG @ 0'- 0.0" 0.73 DF/ 1.13 HF/ 1.07 SPF BRG @ 15'- 6.0" 0.73 DF/ 1.13 HF/ 1.07 SPF 2-05 367.30# 367.30# 3-03-03 4-01-10 3-03-03 2-05 12 12 3.00 0 - 3.00 M -4x6 M -6x6 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.132" @ 51- 8.5" Allowed = 0.486" MAX DL CREEP DEFL = -0.252" @ 91- 9.5" Allowed = 0.729" MAX TL CREEP DEFL = -0.382" @ 5'- 8.5" Allowed = 0.729" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.278" MAX HORIZ. LL DEFL = 0.010" @ 01- 5.5" MAX HORIZ. TL DEFL = -0.022" @ 01- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4-11-12 5-08-04 4-10 <PL:10-00-1 15-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A42 a Scale: 0.3905 Truss: ri 1Z 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344839 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len nth; y continuous sheathing such as plywood shealhing(TC) and/or drywall C . 3. 2. Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. 8. Plates shat] be located on both faces of truss, and placed so their center Innes coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0� C 60384 * EXP. 06130/16 * s i2 IV9�i5\P \TFOF CA1.1F��/ o M LUMBER SPECIFICATIONS TC: 2x4 DF H1aBTR BC: 2x4 DF #lb BTR WEBS: 2x4 DF fil6BTR TC LATERAL SUPPORT <= 12"OC. UON BC LATERAL SUPPORT <= 12"OC. UON LETINS: 1-09-00 1-09-00 1-08-07 2-01-03 12 3.00 0 noir laesign prepare() LEU111 UUfflPULjWJUL uJ. TRUSS SPAN 15'- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1- 2=( -47) 48 1- 8=(0) 1213 1- 2=(-1398) 0 SPACED 24.0" O.C. 2- 3=(-1313) 0 8- 7=(0) 1213 3- 8=( -239) 79 3- 4=(-1171) 0 8- 4=( 0) 264 LOADING 4- 5=(-1171) 0 8- 5-( -239) 79 LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF 5- 6=(-1313) 0 6- 7=(-1398) 0 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -47) 48 TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 744V -19/ 19H 5.50" 0.79 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 15- 6.0" 0/ 744V 0/ ON 5.50" 0.79 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RRC @ 01- 0.0" 0.79 DF/ 1.22 HF/ 1.17 SPF BRG @ 15'- 6.0" 0.79 DF/ 1.22 HF/ 1.17 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.049" @ 7'- 9.0" Allowed = 0.486" MAX DL CREEP DEFL = -0.102" @ 7'- 9.0" Allowed = 0.729" MAX TL CREEP DEFL = -0.150" @ 7'- 9.0" Allowed = 0.729" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.102" MAX HORIZ. LL DEFL = 0.010" @ 15'- 0.5" MAX HORIZ. TL DEFL = 0.022" @ 15'- 0.5" 7-09 7-09 Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=9.2, ASCE 7-10, 2-01-03 1-08-07 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), 3-11-06 3-11-06 load duration factor=1.6, Ir If End vertical(s) are exposed to wind, 12 Truss designed for wind loads a 3.00 in the plane of the truss only. IIM-4x4 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4.0" which is non -concurrent with other live loads. 7-09 <PL:10-00- 15-06 7-09 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A43 Scale: 0.3905 Truss :/« Z q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344840 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warning: before construction commences. 2. 2x4 compression web bracing must be installed where shown*. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown+ + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry - of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) 0 1 O O G C 60384 * 06130/16 iz/9'!i5 ST CIV1� gTFOFCAt- 'i III TI, a igRI� (SBr.4m comput�ut b� LUMBER SPECIFICATIONS 32-00-00 HIP SETBACK 8-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR�/GDF/Cq=1.00 TC: 2x4 OF 01&BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -8812) 0 1-10=(0) 8150 10- 2=( -158) 60 6-15=(-4374) 78 2x6 OF SS T2 2- 3=(-10900) 0 10-11=(0) 8164 2-11=( -12) 2644 7-15=( 0) 1166 BC: 2x6 OF SS LOADING 3- 4=(-10560) 0 11-12=(0) 14554 11- 3=( 0) 1166 15- 8=( -14) 2644 WEBS: 2x4 OF #l6BTR TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 81- 0.0" V 4- 5=(-14646) 0 12-13=(0) 15786 11- 4=(-4374) 78 8-16=( -158) 60 TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF 81- 0.0" TO 241- 0.0" V 5- 6=(-14646) 0 13-14=(0) 15786 4-12=( 0) 630 TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 24'- 0.0" TO 321- 0.0" V 6- 7=(-10560) 0 14-15=(0) 14554 12- 5=(-1246) 38 BC LATERAL SUPPORT <= 12110C. UON. BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 321- 0.0" V 7- B=(-10900) 0 15-16=(0) 8164 13- 5=( 0) 238 8- 9=( -8812) 0 16- 9=(0) 8150 5-14=(-1246) 38 ------------------------------------- TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 81- 0.0" 14- 6=( 0) 630 ------------------------------------- NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 241- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 3621V -13/ 13H 5.50" 1.93 OF ( 625) ( 2 ) complete trusses required. 321- 0.0" 0/ 3621V 0/ 011 5.50" 1.93DF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0" 1.93 DF/ 2.98 HF/ 2.84 SPF 9" oc in 1 row(s) throughout 2x4 top chords, BRG @ 32'- 0.0" 1.93 DF/ 2.98 HF/ 2.89 SPF 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.338" @ 16'- 0.0" Allowed = 1.036" MAX DL CREEP DEFL = -0.697" @ 16'- 0.0" Allowed = 1.554" MAX TL CREEP DEFL = -1.035" @ 16'- 0.0" Allowed = 1.554" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.697" (2) M -1.5X4 OR EQUAL AT UPRIGHTS. MAX HORIZ. LL DEFL = 0.061" @ 31'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 31'- 6.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 7-11-11 16-00-10 7-11-11 which is non -concurrent with other live loads. a, 0 w M -5x 0 0 I � N I ao O I 1 O < 3-07-07 4-04-04 3-04-03 4-08-02 4-08-02 3-04-03 4-04-04 3-07-07 12 765.30# 765.300 3.00 v 12 a 3.00 M -5x12 M -3x8 M -3x8 M-35CR M -5x12 MHz)-1x113(J) 3-05-11 3-05-09 4-08-02 4-04-10 4-04-10 4-08-02 3-05-09 3-05-11 <PL:10-00-12 32-00 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A44 Scale: 0.2127 Truss : lrZ= DES. BY: AM DATE: 12/9/2015 SEQ.: 6344841 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where drown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIM/TCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06/30/16 FC �j 9TFOFCAUF� � ibyiii M = LUMBER SPECIFICATIONS TC: 2x4 DF #ldBTR BC: 2x6 DF SS WEBS: 2x4 DF 01dBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED (2) M -1.5X4 OR EQUAL AT UPRIGHTS. TRUSS SPAN 32'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-11-11 12-00-10 4-09-07 5-02-04 3-10 4-04-11 3-10 12 3.00 0 M -4x12 M-IY4 M-13 11 Inas design prepared trom computer input b M SPAJIWRIIM (SB = CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3851) 0 1- 9=(0) 3584 9- 2=( -25) 85 12- 7=(-89) 232 2- 3=(-3875) 0 9-10=(0) 3586 2-10=( -89) 232 7-13=(-25) 85 3- 4=(-3711) 0 10-11=(0) 4472 10- 3=( 0) 502 4- 5=(-4507) 0 11-12=(0) 4472 10- 4=(-872) 0 5- 6=(-3711) 0 12-13=(0) 3586 4-11=( -88) 204 6- 7=(-3875) 0 13- 8=(0) 3584 11- 5=( -88) 204 7- 8=(-3851) 0 5-12=(-872) 0 6-12=( 0) 502 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1536V -17/ 17H 5.50" 1.64 OF ( 625) 32'- 0.0" 0/ 1536V 0/ OH 5.50" 1.64 DF ( 625) BRG @ 0'- 0.0" 1.64 DF/ 2.53 HF/ 2.41 SPF BRG @ 32'- 0.0" 1.64 DF/ 2.53 HF/ 2.41 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.208" @ 161- 0.0" Allowed = 1.036" MAX DL CREEP DEFL = -0.439" @ 161- 0.0" Allowed = 1.554" MAX TL CREEP DEFL = -0.645" @ 16'- 0.0" Allowed = 1.554" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.439" MAX HORIZ. LL DEFL = 0.039" @ 311- 6.5" MAX HORIZ. TL DEFL = 0.094" @ 31'- 6.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 9-11-11 which is non -concurrent with other live loads. 5-02-09 4-09-07 12 a M -4x12 3.00 M-/xb(S) 4-07-11 4-07-09 6-08-12 6-08-12 4-07-09 4-07-11 L <PL: 10-00-12 32-00 l JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A45 Scale: 0.2246 Truss: A 4 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344842 TRANS ID: 432786 WARNINGS: GENERAL NOTES, unlessotherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2'o .c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non-comoslve environment, design bads be applied to any component. and are for "dry condition of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and Installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) -5x6 0 I 0 0 ESS/p U06/30/16 * FOFCAUF��/ 96111 W mm M LUMBER SPECIFICATIONS TC: 2x4 DF 41&BTR BC: 2x6 OF SS WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12110C. DON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-11-11 5-11-03 12 3.00 v TRUSS SPAN 32'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00-10 6-00-08 4-00-05 4-00-05 6-00-08 M -4x10 M-'IvA M -4x10 This design prepared from computer input by _ SPPIWBRI(�;(SB 0" _ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3997) 0 1- 8=(0) 3739 8- 2=( 0) 151 11- 6=(-367) 8 2- 3=(-3632) 0 8- 9=(0) 3738 2- 9=(-367) 8 6-12=( 0) 151 3- 4=(-3466) 0 9-10=(0) 3849 9- 3=( 0) 446 4- 5=(-3466) 0 10-11=(0) 3849 9- 4=(-480) 0 5- 6=(-3632) 0 11-12=(0) 3738 10- 4=( 0) 140 6- 7=(-3997) 0 12- 7=(0) 3739 4-11=(-480) 0 5-11=( 0) 446 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1536V -21/ 21H 5.50" 1.64 OF ( 625) 32'- 0.0" 0/ 1536V 0/ OH 5.50" 1.64 OF ( 625) BRG @ 0'- 0.0" 1.64 DF/ 2.53 HF/ 2.41 SPF BRG @ 32'- 0.0" 1.64 DF/ 2.53.HF/ 2.41 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.177" @ 16'- 0.0" Allowed = 1.036" MAX DL CREEP DEFL = -0.375" @ 16'- 0.0" Allowed = 1.554" MAX TL CREEP DEFL = -0.551" @ 161- 0.0" Allowed = 1.554" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.375" MAX HORIZ. LL DEFL = 0.037" @ 31'- 6.5" MAX HORIZ. TL DEFL = 0.090" @ 311- 6.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 11-11-11 which is non -concurrent with other live loads. 5-11-03 12 v 3.00 M-7xb(S) 5-09-07 5-05-13 4-08-12 4-08-12 5-05-13 5-09-07 f � <PL:10-00-12 32-00 WEDGE REQUIRED AT HEEL(S). JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A46 Scale: 0.2262 Truss: A 4 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344843 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be fumished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at To .c, and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywa"$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Ths design 16111 = M _l- � M w SP1 IkBRIpre (SBro mpuLe UL u� LUMBER SPECIFICATIONS TC: 2x4 OF 01dBTR BC: 2x6 DF SS WEBS: 2x4 OF #ldBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 4-05-13 12 3.00 1- C, 0 l N O t M -5x' 0 t as 0 r 1 o < TRUSS SPAN 32'- 0.0" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-11-11 4-03-14 5-02-01 M -4x10 4-00-10 13-11-11 4-00-10 5-02-01 4-03-14 M -6x8 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3812) 0 1- 9=(0) 3536 2- 9=( -93) 196 12- 7=(-93) 196 2- 3=1-3756) 0 9-10=(0) 3599 9- 3=( -44) 150 3- 4=(-3320) 0 10-11=(0) 3184 3-10=(-488) 0 4- 5=(-3183) 0 11-12=(0) 3600 10- 4=( 0) 366 5- 6=(-3335) 0 12- 8=(0) 3534 10- 5=(-149) 149 6- 7=(-3754) 0 5-11=( 0) 368 7- 8=(-3810) 0 11- 6=(-477) 0 6-12=( -48) 147 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1536V -25/ 25H 5.50" 1.64 OF 1 625) 32'- 0.0" 0/ 1536V 0/ OH 5.50" 1.64 OF ( 625) BRG @ 0'- 0.0" 1.64 DF/ 2.53 HF/ 2.41 SPF BRG @ 32'- 0.0" 1.64 DF/ 2.53 HF/ 2.41 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.176" @ 141- 0.0" Allowed = 1.036" MAX DL CREEP DEFL = -0.362" @ 14'- 0.0" Allowed = 1.554" MAX TL CREEP DEFL = -0.534" @ 14- 0.0" Allowed = 1.554" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.362" MAX HORIZ. LL DEFL = 0.035" @ 31'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 31'- 6.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp -C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4-05-13 12 v 3.00 M- lxukz)) 6-09-07 6-05-13 5-07-04 6-04-01 6-09-07 <PL:10-00-12 WEDGE REQUIRED AT HEEL(S). JOB NAME: Perkel Residence Truss: A 4 , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344844 TRANS ID: 432786 32-00 - Hideaway Lot 37-38C - A47ale: 0.2058 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Noise 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2. Design assumes the top end bottom chords to be laterally braced at 3. Additional temporary bracing to Insure stability during construction 20 ams at 10' elyunless braced throughout their le th by Is the responsibility of the erector. Additional permanent brad of po ty P n9 continuous sheathing such as plywood sheathing(TC) arid/or drywal�C). contc.inuous hino.csuch as the overall structure is the responsibility of the building designer. 3. 2. Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at w time should any bads greater than 5. Design assumes trusses are to be used in a non-comosive environment, design bads be applied to any component. and are for -dry condition" of use. assumes full bearing at all supports shown. Shim or wedge if 6. Designecessary. 5. CompuTrus has no control over and assumes rm responsibility for the fabrication, handli pment and installation of cora nents. n0, shi Po 7. Design assumes adequate drainage is provided. 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate In inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 5X6 0 C) ESS/0\ �ql C 60384 * EXP. 06/30/16 /Z/7//5 lo- OFc IV CA1-W�� III SPA_1BRI� (SB u_ LUMBER SPECIFICATIONS TC:2x4 OF ffI&BTR BC: 2x4 DF 016BTR WEBS: 2x4 DF N16BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12110C. UON. LETINS: 3-00-00 3-00-00 (2) M -1.5X4 OR EQUAL AT UPRIGHTS. TRUSS SPAN 31'- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -66) 56 1-10=(0) 3238 1- 2=(-3565) 0 2- 3=(-3438) 0 10-11=(0) 3320 3-10=( -74) 256 3- 4=(-3479) 0 11-12=(0) 3213 10- 4=( -28) 203 4- 5=(-2693) 0 12- 9=(0) 2946 4-11=( -886) 0 5- 6=(-2691) 0 11- 5=( 0) 948 6- 7=(-3297) 0 11- 6=( -773) 0 7- 8=(-3154) 0 6-12=( -97) 118 8- 9=( 0) 137 12- 7=( 0) 360 8- 9=(-3395) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1510V -29/ 30H 5.50" 1.61 OF ( 625) 31'- 5.5" 0/ 1510V 0/ ON 5.50" 1.61 OF ( 625) BRG @ 0'- 0.0" 1.61 DF/ 2.49 HF/ 2.37 SPF BRG @ 31'- 5.5" 1.61 DF/ 2.49 HF/ 2.37 SPF 16-00 15-05-08 2-11 2-04-07 5-03-07 5-05-03 5-03 5-01-04 2-02-06 2-10-14 If 12 12 3.00 v M -4x6 a 3.00 4.0" M-yX6(S) L L 7-10-06 8-01-10 7-07-02 7-10-06 <PL:10-00-12 31-05-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A48ale: 0.1969 Truss: Jr & -Z -Z 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344845 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their ?on th by continuous sheathing such as plywood sheathing(TC) and/or drywalC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS:.LL=L/360, TL=L/240 MAX LL DEFL = -0.204" @ 16'- 0.0" Allowed = 1.018" MAX DL CREEP DEFL = -0.438" @ 161- 0.0" Allowed = 1.527" MAX TL CREEP DEFL = -0.639" @ 16- 0.0" Allowed = 1.527" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.438" MAX HORIZ. LL DEFL = 0.052" @ 31'- 0.0" MAX HORIZ. TL DEFL = 0.123" @ 31'- 0.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/p\ C 60384 * EXP. 06/30/16 /Z�i!/$ CIV1\� 9TFDFCAl-W WWYirllll w = w w w w w w w w w w SP�ABRI`§ (S V�"i� a pQC °�w LUMBER SPECIFICATIONS TC: 2x4 OF #1dBTR BC: 2x6 OF SS WEBS: 2x4 OF #I&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 0-00-00 3-00-00 TRUSS SPAN 31'- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC UNIF LL+DL= 120.0 PLF 4'- 0.0" TO 8'- 0.0" V ADDL: TC UNIF LL+DL= 48.0 PLF 251- 6.0" TO 31'- 5.5" V ADDL: TC CONC LL+DL= 120.0 LBS @ 41- 0.0" ADDL: TC CONC LL+DL= 120.0 LBS @ 81- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-5675) 0 1- 9=(0) 5314 9- 2=( -45) 80 6-13=( -73) 57 2- 3=(-4685) 0 9-10=(0) 5317 2-10=(-1087) 0 7- 8=(-4114) 0 3- 4=(-3290) 0 10-11=(0) 4383 10- 3=( 0) 520 4- 5=(-3287) 0 11-12=(0) 3865 3-11=(-1445) 0 5- 6=(-4026) 0 12-13=(0) 3695 11- 4=( 0) 1260 6- 7=(-3926) 0 13- 8=(0) 3691 11- 5=( -873) 0 7- 8=( -71) 92 5-12=( 0) 181 12- 6=( -153) 258 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2139V -29/ 29H 5.50" 2.28 OF ( 625) 31'- 5.5" 0/ 1907V 0/ OH 5.50" 2.03 OF ( 625) BRG @ 0'- 0.0" 2.28 DF/ 3.52 HF/ 3.36 SPF BRG @ 31'- 5.5" 2.03 DF/ 3.14 HF/ 2.99 SPF M -6x1 M- /XU (S) 5-04-08 5-00-14 5-06-10 5-02-01 5-00-14 5-02-10 <PL: 10-00-12 31-05-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A4Ile: 0.2049 Truss: rim, 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344846 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leth by continuous sheathing such as plywood sheathing(TC) and/or drywalftBC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is mvided. B. Plates shall be located on both faces of lmsa, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06130/16 * O�IVI� 9TF CAk- BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.164" @ 16'- 0.0" Allowed = 1.018" MAX DL CREEP DEFL = -0.495" @ 16'- 0.0" Allowed = 1.527" MAX TL CREEP DEFL = -0.659" @ 16'- 0.0" Allowed = 1.527" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.495" MAX HORIZ. LL DEFL = 0.032" @ 311- 0.0" MAX HORIZ. TL DEFL = 0.102" @ 31'- 0.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 16-00 15-05-08 Design checked for a 300 lb concentrated top chord 5-06-04 5-02-10 5-03-02 4-10-09 5-02-10 2-05-04 2-11-01 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 120# 120# 12 3.00 v M -4x6 a 3.00 4.0" M -6x1 M- /XU (S) 5-04-08 5-00-14 5-06-10 5-02-01 5-00-14 5-02-10 <PL: 10-00-12 31-05-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A4Ile: 0.2049 Truss: rim, 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344846 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leth by continuous sheathing such as plywood sheathing(TC) and/or drywalftBC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is mvided. B. Plates shall be located on both faces of lmsa, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06130/16 * O�IVI� 9TF CAk- IIII This designre ared from computer input b _ # SP�ABRI(S� M LUMBER SPECIFICATIONS TC: 2x4 DF H1dBTR BC: 2x6 DF SS WEBS: 2x4 DF #1dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 0-00-00 3-00-00 M -6x 3 TRUSS SPAN 31'- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: TC UNIF LL+DL= 120.0 PLF 4'- 0.0" TO 8'- 0.0" V ADDL: TC UNIF LL+DL= 48.0 PLF 251- 6.0" TO 311- 5.5" V ADDL: TC CONC LL+DL= 120.0 LBS @ 41- 0.0" ADDL: TC CONC LL+DL= 120.0 LBS @ 81- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-5675) 0 1- 9=(0) 5314 9- 2=( -45) 80 6-13=( -73) 57 2- 3=(-4685) 0 9-10=(0) 5317 2-10=(-1087) 0 7- 8=(-4114) 0 3- 4=(-3290) 0 10-11=(0) 4383 10- 3=( 0) 520 4- 5=(-3287) 0 11-12=(0) 3865 3-11=(-1445) 0 5- 6=(-4026) 0 12-13=(0) 3695 11- 4=( 0) 1260 6- 7=(-3926) 0 13- 8=(0) 3691 11- 5=( -873) 0 7- 8=( -71) 92 5-12=( 0) 181 12- 6=( -153) 258 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 2139V -29/ 29H 5.50" 2.28 DF ( 6251 31'- 5.5" 0/ 1907V 0/ OH 5.50" 2.03 OF ( 625) BRG @ 0'- 0.0" 2.28 DF/ 3.52 HF/ 3.36 SPF BRG @ 31'- 5.5" 2.03 DF/ 3.14 HF/ 2.99 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.164" @ 16'- 0.0" Allowed = 1.018" MAX DL CREEP DEFL = -0.495" @ 16'- 0.0" Allowed = 1.527" MAX TL CREEP DEFL = -0.659" @ 161- 0.0" Allowed = 1.527" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.495" MAX HORIZ. LL DEFL = 0.032" @ 31- 0.0" MAX HORIZ. TL DEFL = 0.102" @ 31'- 0.0" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp -C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 16-00 15-05-08 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 5-06-04 5-02-10 5-03-02 4-10-09 5-02-10 2-05-04 2-11-01 which is non -concurrent with other live loads. 120# 120# 12 12 3.00 v M -4x6 a 3.00 4.0" 5-04-08 5-00-14 <PL:10-00-1 5-06-10 M-/Xd(6) 31-05-08 5-02-01 5-00-14 5-02-10 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A50 Scale: 0.1975 Truss: J i *mf I DES. BY: AM DATE: 12/9/2015 SEQ.: 6344847 TRANS ID: 432786 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA In BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(11)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their Is Ih by continuous sheathing such as plywood sheathing(TC) and/or drywalIBC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. B. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06/30/16 * �TFOFCAUF�� WWllll - s SP�IIRRI, (S L pU1 �UL �� LUMBER SPECIFICATIONS GENERAL NOTES, unless otherwise noted: TRUSS SPAN 31'- 5.5" 1. Builder and erection contractor should be advised of al) General Notes 1. This design is based only upon the parameters drown and is for an individual TC: 2x4 DF H1fiBTR arta Warnings before construction commences. LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x8 DF 2250E incorporation of component Is the responsibility of the building designer. SPACED 24.0" O.C. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their 107th by WEBS: 2x4 DF fildBTR Is the responsibilityof the erector. Additional permanent bracing of 9 continuous sheathing such as plywood sheathing(TC) and/or drywall C). of the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ LOADING 4. Installation of truss is the responsibility of the respective contractor. EXP. 06/30116 TC LATERAL SUPPORT <= 12"OC. UON. 5. Design assumes trusses are to be used in a non -corrosive environment. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if BC LATERAL SUPPORT <= 12"OC. DON. 5. CompuTrus has no control over and assumes no responsibility for the DL ON BOTTOM CHORD = 7.0 PSF fabrication, handling, shipment and installation of components. 6. This design is furnished to the limitations forth by 7. Design assumes adequate drainage Is Provided. faces '9% < F pF TOTAL LOAD = 48.0 PSF CA1.�F� ( 2 ) complete trusses required. MITek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) Attach 2 ply with 3"x.131 DIA GUN ADDL: TC UNIF LL+DL= 120.0 PLF 4'- 0.0" TO 8'- 0.0" V nails staggered: ADDL: BC UNIF LL( 145.2)+DL( 203.3)= 348.5 PLF 81- 4.8" TO 121- 4.8" V 9" oc in 1 row($) throughout 2x4 top chords, ADDL: BC UNIF LL( 46.1)+DL( 64.6)= 110.8 PLF 131- 11.3" TO 171- 11.3" V 9" oc in 2 row(s) throughout 2x8 bottom chords, ADDL: BC UNIF LL+DL= 360.0 PLF 25'- 6.0" TO 31'- 5.5" V 9" oc in 1 row(s) throughout 2x4 webs. ADDL: TC CONC LL+DL= 120.0 LBS @ 41- 0.0" *** HANGER TO APPLY CONC. LOAD(S) ADDL: TC CONC LL+DL= 120.0 LBS @ 8'- 0.0" TO ALL MEMBERS. ADDL: BC CONC LL+DL= 1200.0 LBS @ 121- 10.5" ADDL: BC CONC LL+DL= 2533.0 LBS @ 191- 1.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. co co I I 0 (2) M -1.5X4 OR EQUAL AT UPRIGHTS. 16-00 5-11-11 5-01 3.00 r -- 0-00-12 IT M -3x5 15-05-08 4-11-04 4-11-04 5-01 M -6x8 8.0" 4 ,rte M -3x5 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-15338) 0 1- 8=(0) 14542 1- 2=(-15338) 0 5-11=( 0) 1694 2- 3=(-15206) 0 8- 9=(0) 14550 8- 2=( -176) 20 11- 6=( -124) 538 3- 4=(-12100) 0 9-10=(0) 14464 2- 9=( -234) 398 6-12=( 0) 964 4- 5=(-12098) 0 10-11=(0) 13974 9- 3=( 0) 1928 6- 7=(-14720) 0 5- 6=(-14588) 0 11-12=(0) 13766 3-10=( -3254) 0 6- 7=(-14720) 0 12- 7=(0) 13818 10- 4=( 0) 5496 10- 5=( -2682) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 5149V -2500/ 2500H 5.50" 2.75 DF ( 625) 31'- 5.5" 0/ 6325V -2500/ 2500H 5.50" 3.37 DF ( 625) BRG @ .0'- 0.0" 2.75 DF/ 4.24 HF/ 4.04 SPF BRG @ 31'- 5.5" 3.37 DF/ 5.21 HF/ 4.96 see VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.155 @ 16'- 0.0 Allowed = 1.018" MAX DL CREEP DEFL = -0.744" @ 16'- 0.0" Allowed = 1.527" MAX TL CREEP DEFL = -0.854" @ 161- 0.0" Allowed = 1.527" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.745" MAX HORIZ. LL DEFL = -0.032" @ 311- 0.0" MAX HORIZ. TL DEFL = 0.126" @ 31'- 0.0" COND. 2: 2500.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 5-05-03 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 3.00 M -5x19 3.4" \ M-3x126M-3x12 2 M -5x19 M -2x9 �' M- x4 M -8x14 1 8 9 160.25" 11 12 ` 7 0 M -2x9 M -4x8 M -4x6 M -2x4 *** = MHS-1Ox10(S) *** L L +1200# 1, +2533# 1, 1.6 5-09-15 4-11-04 5-02-12 5-02-12 4-11-04 5-03-07 <PL : 10-00-12 31-05-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A51ale: 0.2026 Truss: A 5 '4 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344848 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of al) General Notes 1. This design is based only upon the parameters drown and is for an individual arta Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their 107th by W " C 60384 Is the responsibilityof the erector. Additional permanent bracing of 9 continuous sheathing such as plywood sheathing(TC) and/or drywall C). of the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. EXP. 06/30116 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. * design loads be applied to any component. and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if Z 5. CompuTrus has no control over and assumes no responsibility for the necessary. 1s C(V (` J• fabrication, handling, shipment and installation of components. 6. This design is furnished to the limitations forth by 7. Design assumes adequate drainage Is Provided. faces '9% < F pF subject set TPI/WTCA in SCSI, copies of which will be furnished upon request. 8. Plates shall be located on both of truss, and placed so their center lines coincide with joint center lines. CA1.�F� 9. Digits indicate size of plate in inches. MITek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) =IIII M M M M M M M M M SPl ABRI� (SB_ M LUMBER SPECIFICATIONS TC: 2x4 IF 4l&BTR BC: 2x4 OF 01&BTR WEBS: 2x4 OF 01&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. 0 O 3 < M -2x4 TRUSS SPAN 6'- 8.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 6-08-08 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 v 3.00 t ), <PL:10-00-12 6-08-08 3x5 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-88) 73 3-4=(-16) 22 1-3=(-265) 14 2-4=(-269) 13 3-2=( -46) 69 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 319V -109/ 71H 5.50" 0.34 OF ( 625) 6'- 8.5" 0/ 315V 0/ OH 5.50" 0.34 OF ( 625) BRG @ 0'- 0.0" 0.34 DF/ 0.53 HF/ 0.50 SPF BRG @ 6'- 8.5" 0.34 DF/ 0.52 HF/ 0.49 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.175" @ 3'- 4.1" Allowed = 0.401" MAX TC PANEL TL DEFL = -0.339" @ 3'- 4.1" Allowed = 0.602" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.169" MAX HORIZ. LL DEFL = -0.000" @ 6'- 6.7" MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.7" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 It, concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A52 Scale: 0.5299 Truss: JM%a 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344849 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless olhenvise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of 2. Design assumes the top and bottom chords to be laterally braced at 10' hout dein le th by contnous wood in the overall structure is the responsibility of the building designer. sheathiat sheeathnless ng such as plywood (TCuend or 3. 21r Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for *dry condition' of use. S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication• hardli shi ment and installation of cora nests. ns P Po necessary. 7. Design assumes adequate drainage is rovided. '. 6. This design is furnished subject to the limitations set orih by 6. Plates; shall be located on both faces of truss, and placed co their center TPIIWTCA in BCSI, copies of which will be fumished upon request. fines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) U06/30/16 * FCAIVIWFOFCAUFO� II II M _ SP'ABRIM= (SE LUMBER SPECIFICATIONS TC: 2x4 DF H1dBTR BC: 2x4 IF H16BTR WEBS: 2x4 DF 816BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. rn M -2x4 TRUSS SPAN 6'- 8.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD'= 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 6-08-08 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 a 3.00 <PL:10-00-12 6-08-08 3x7 N N O CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-1062) 1065 3-4=(-1946) 1958 1-3=( -386) 168 2-4=(-1023) 802 3-2=(-2064) 2048 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -772/ 1071V -2000/ 2000H 5.50" 1.14 OF ( 625) 6'- 8.5" -774/ 1068V -2000/ 2000H 5.50" 1.14 DF ( 625) BRG @ 0'- 0.0" 1.14 DF/ 1.76 HF/ 1.68 SPF BRG @ 6'- 8.5" 1.14 DF/ 1.76 HF/ 1.67 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.175" @ 3'- 4.1" Allowed = 0.401" MAX TC PANEL TL DEFL = -0.339" @ 3'- 4.1" Allowed = 0.602" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.173" MAX HORIZ. LL DEFL = 0.016" @ 0'- 3.5" MAX HORIZ. TL DEFL = -0.016" @ 0'- 3.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. * PROVIDE CONNECTION OF TRUSS TO BEARING PLATE FOR UPLIFT SHOWN. PROJECT ARCHITECT/ENGINEER OF RECORD MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A53 Scale: 0.5300 i Truss: JM %j 4 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344850 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unlessothenvisenoted: 1. Builder and erection contractor should be advised of all General Noise 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. inoorpomtion of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing or 2o.c. and at 10' o.c. respectively unless braced thmughout their len th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, hard handling, shipment and installation of components. necessary. 7, Design assumes adequate drainage is mvided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJC:ornpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) '�E' JS' SS//0\ � "e r C 60384 * EXP. 06/30/16 CIVIC/ 9rF0F CA10F LiJUL Willlil coca coca coca w coca coca coca w coca rw coca coca 6P ABRIc(SB= c uiiw LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" TC: 2x4 IF H16BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x6 DF SS SPACED 24.0" O.C. WEBS: 2x4 DF 1116BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF ** For hanger specs. - See approved plans ( 2 ) complete trusses required. ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 01- 0.0" TO 131- 6.0" V Attach 2 ply with 3"x.131 DIA GUN ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 0'- 0.0" TO 131- 6.0" V nails staggered: ADDL: BC UNIF LL( 66.5)+DL( 93.0)= 159.5 PLF 0'- 0.0" TO 131- 6.0" V 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC UNIF LL( 72.7)+DL( 101.7)= 174.4 PLF 3'- 0.8" TO 10'- 5.3" V 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC UNIF LL+DL= 7.0 PLF 01- 0.0" TO 131- 6.0" V 9" oc in 1 row(3) throughout 2x4 webs. ADDL: BC CONC LL+DL= 1071.0 LBS @ 01- 11.3" ADDL: BC CONC LL+DL= 179.0 LBS @ 21- 0.8" - HANGER TO APPLY CONC. LOAD(S) ADDL: BC CONC LL+DL= 179.0 LBS @ 111- 5.3" TO ALL MEMBERS. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-04-13 4-06-09 4-06-09 M -2x4 M -4x5 M -3x10 1 2 3 LSI k 5 ** 6 < M -4x8 M -4x6 ii*o51# +179# 4-08-05 t. <PL:10-00-12 4-03-01 13-06 M -2x4 179# 4-06-09 M -4x5 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -36) 36 5-6=(0) 2880 1-5=( -304) 0 7-3=( 0) 1472 2-3=(-3020) 0 6-7=(0) 2878 5-2=(-3814) 0 3-8=(-3756) 0 3-4=( -34) 36 7-8=(0) 2878 2-6=( 0) 1704 8-4=( -316) 0 6-3=( 0) 264 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 4165V -105/ 105H 5.50" 2.22 DF ( 625) 13'- 6.0" 0/ 3201V 0/ OH 5.50" 1.71 DF ( 6251 BRG @ 0'- 0.0" 2.22 DF/ 3.43 HF/ 3.27 SPF BRG @ 13'- 6.0" 1.71 DF/ 2.63 HF/ 2.51 SPF M -2x4 4 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A54 Scale: 0.4198 Truss: A 5 11 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344851 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length y continuous sheathing such as plywood sheathing(TC) and/or dryw.,I$C . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective wntmctor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.015 @ 8'- 11.4 Allowed = 0.419" MAX DL CREEP DEFL = -0.035" @ 4'- 8.3" Allowed = 0.629" MAX TL CREEP DEFL = -0.049" @ 4'- 8.3" Allowed = 0.629" RECOMMENDED CAMBER (BASED ON DL DEFL= 0.035" MAX HORIZ. LL DEFL = 0.006" @ 13'- 2.5" MAX HORIZ. TL DEFL = 0.014" @ 13'- 2.5" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/0\ �'9! U06130/16 V * FOFCAUF�� IIII _ Sp. _RBRI"'(S4 • r, _"' LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.5" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 41&BTR LOAD DURATION INCREASE = 1.25 (Non-Rep) 1- 2=(-14228) 0 1- 7=( 0) 13388 2- 7=( 0) 876 9- 6=( 0) 7112 BC: 2x8 OF 2250E SPACED 24.0" O.C. 2- 3=(-14358) 0 7- 8=( 0) 12078 7- 3=( 0) 2820 6-10=(-5330) 0 WEBS: 2x4 OF 01&BTR 3- 4=( -9396) 0 8- 9=( 0) 7212 3- 8=(-3538) 0 LOADING 4- 5=( -9378) 0 9-10=(-1832) 2242 8- 4=( 0) 3970 TC LATERAL SUPPORT <= 12110C. DON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF 5- 6=( -6836) 0 8- 5=( 0) 2742 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 5- 9=(-3002) 0 ( 2 ) complete trusses required. TOTAL LOAD = 48.0 PSF Attach 2 ply with 3"x.131 DIA GUN ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 0'- 0.0" TO 201- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH nails staggered: ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 9" in 1 throughout 2x4 PLF 0'- 0.0" TO 201- 11.5" V 01- 0.0" 0/ 7167V -2000/ 2000H 5.50" 3.82 OF ( 625) oc row(s) top chords, ADDL: BC UNIF LL( 141.8)+DL( 198.5)= 340.3 PLF 1'- 4.8" TO 7'- 4.8" V 201- 11.5" 0/ 5414V -2000/ 2000H 5.50" 2.89 OF ( 625) 9" oc in 2 row(s) throughout 2x8 bottom chordsADDL: BC UNIF LL( 46.1)+DL( 64.6)= 110.8 PLF 8'- 11.3" TO 121- 11.3" V 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 201- 11.5" V BRG @ 0'- 0.0" 3.82 DF/ 5.90 HF/ 5.62 SPF APDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 20'- 11.5" V BRG @ 201- 11.5" 2.89 DF/ 4.46 HF/ 4.25 SPF *** HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. ADDL: BC CONC LL+DL= 1327.0 LBS @ 0'- 4.8" ADDL: BC CONC LL+DL= 1228.0 LBS @ 71- 10.5" VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ADDL: BC CONC LL+DL= 3517.0 LBS @ 141- 1.5" MAX LL DEFL = 0.090" @ 7'- 0.6" Allowed = 0.668" MAX DL CREEP DEFL = -0.392" @ 71- 0.6" Allowed = 1.002" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.471" @ 7'- 0.6" Allowed = 1.002" REQUIREMENTS OF CBC 2013 NOT BEING MET. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.394" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.015" @ 201- 9.7" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.056" @ 20'- 9.7" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 13-06 7-05-08 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 4-11-06 4-02-07 4-04-03 3-06-02 End vertical(s) are exposed to wind, 3-11-06 Truss designed for wind loads in the plane of the truss only. 12 12 3.00 v a 3.00 Design checked for a 300 lb concentrated top chord M-5x6 live load per IBC 2012 due to maintenance workers 6.0" which is non-concurrent with other live loads. ix8 t +1327# � +1228# +35+7# L 7-00-09 6-05-07 3-09-10 3-07-14 <PL:10-00-12 WEDGE REQUIRED AT HEEL(S). 20-11-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A55 Scale: 0.2889 Truss- a-& %d 4 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344852 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywal"$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 0 N C 60384 * EXP. 06/30/16 * C(U lL 9TFOFCAUF� C` 161111M Im M M = = M M M = M M LUMBER SPECIFICATIONS TC:2x4 DF 016BTR BC: 2x4 DF 016BTR WEBS: 2x4 DF 416BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 5-00-00 0-00-00 Unbalanced live loads have been considered for this design. TRUSS SPAN 20'- 11.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 11'- 0.0" TO 161- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-06 4-10-04 0-09-08 12 3.00 0 N M -3x5 M -3x6 2 M -2x4 O 7-05-08 5-02-08 1-04-111-03-011-03-011-04-11 IIM-4x4 -M-4x4 6 -M-4x4 M -2x9 5 7 M -2x4 4 e 0 5-00 This design prepared from computer input by SPI'ABRIM (SEM - CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -293) 30 1-10=( 0) 2374 1- 2=(-2386) 0 t 1 10 11 12 < M -4x8 0. 25" M -4x6 M -2x9 M -4x6 M -2x9 ::M -5x5 (S) M -2x4+ M -2x4+ 5-06 5-04-04 5-03-08 4-09-12 <PL:10-00-12 20-11-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A56a1e: 0.3008 Truss: A5 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344853 TRANS ID: 432787 WARNINGS: 2- 3=(-2462) 0 10-11=( 0) 2364 10- 3=( 0) 259 1. Builder and erection contractor should be advised of all General Notes 3- 4=(-1657) 0 11-12=( 0) 1519 3-11=( -958) 0 and Warnings before construction commences. 4- 5=(-1490) 0 12-13=(-3) 66 11- 4=( 0) 312 2. 2x4 compression web bracing must be Installed where shown 5- 6=( 0) 692 5- 7=(-2117) 0 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of 6- 7=( 0) 629 8-12=( -260) 26 the overall structure is the responsibility of the building designer. 7- 8=(-1563) 0 12- 9=( 0) 1587 4. No load should be applied to any component until after all bracing and 8- 9=(-1581) 0 9-13=(-1159) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1075V -32/ 79H 5.50" 1.15 DF ( 625) 20'- 11.5" 0/ 1087V 0/ OH 5.50" 1.16 DF 1 625) 6. This design is furnished subject to the limitations set forth by BRG @ 0'- 0.0" 1.15 DF/ 1.77 HF/ 1.69 SPF TPVWTCA in SCSI, copies of which will be furnished upon request. BRG @ 20'- 11.5" 1.16 DF/ 1.79 HF/ 1.70 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E MAX LL DEFL = -0.324" @ 10'- 9.8" Allowed = 0.668" MAX DL CREEP DEFL = -0.665" @ 10'- 9.8" Allowed = 1.00211 MAX TL CREEP DEFL = -0.989" @ 10'- 9.8" Allowed = 1.002" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.665" MAX HORIZ. LL DEFL = 0.016" @ 20'- 9.7" MAX HORIZ. TL DEFL = 0.042" @ 20'- 9.7" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 4-09-12 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 12 End vertical(s) are exposed to wind, v 3.00 Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. t 1 10 11 12 < M -4x8 0. 25" M -4x6 M -2x9 M -4x6 M -2x9 ::M -5x5 (S) M -2x4+ M -2x4+ 5-06 5-04-04 5-03-08 4-09-12 <PL:10-00-12 20-11-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A56a1e: 0.3008 Truss: A5 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344853 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless othenwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of 2. Design assumes the top and bottom chorda to be laterally braced at hout dein len th by coajinuo � the overall structure is the responsibility of the building designer. s sheathing such as plywood shealhnless (TCuand/or an�6 3. 2z Impact bridging or lateral bracing required vri�here shown + � C) 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-coroalve environment, design loads be applied to any component. and are for d.r condition' of use. 5. CompuTnus has no control over and assumes no responsibility for the 6. Design assumes full beari� at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed so their center TPVWTCA in SCSI, copies of which will be furnished upon request. lines coincide wfth Joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) M -3x6 101111M M M M M = M = M = = rum im LUMBER SPECIFICATIONS TC: 2x4 DF ffldBTR BC: 2x6 OF SS WEBS: 2x4 OF ffldBTR TC MAX PURLIN SPACING 36"OC. UON. BC MAX PURLIN SPACING 60"OC. UON. LETINS: 3-00-00 0-00-00 ** For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. N 0 2-11-02 TRUSS SPAN 20'- 6.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 28.2" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 101- 6.5" TO 15'- 6.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-00-08 2-05-14 4-11-12 1 -04 -111 -03 -OIL -03-011-04-11 12 3.00 v 7-05-08 BEARING LOCATIONS 0'- 0.0' 20'- 6.0' 4-09-12 12 a 3.00 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -140) 188 1-10=( -411) 3131 1- 2=(-2956) 0 2- 3=(-2589) 0 10-11=( -408) 3113 10- 3=( -72) 310 3- 4=(-2059) 0 11-12=( -706) 2521 3-11=(-1277) 506 4- 5=(-1753) 0 12-13=(-1951) 2029 11- 4=( -57) 183 5- 6=( 0) 790 5- 7=(-2467) 0 6- 7=( 0) 788 8-12=( -188) 65 7- 8=(-1783) 0 12- 9=( 0) 2057 8- 9=(-1852) 0 9-13=(-1380) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1270V -2000/ 2000H 5.50" 1.35 OF ( 625) 0/ 1252V -2000/ 2000H 5.50" 1.34 OF 1 625) BRG @ 0'- 0.0" 1.35 DF/ 2.09 HF/ 1.99 See BRG @ 20'- 6.0" 1.34 DF/ 2.06 HF/ 1.96 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.189" @ 10'- 4.3" Allowed = 0.653" MAX DL CREEP DEFL = -0.469" @ 10- 4.3" Allowed = 0.979" MAX TL CREEP DEFL = -0.633" @ 10'- 4.3" Allowed = 0.979" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.573-- MAX .573"MAX HORIZ. LL DEFL = -0.020" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.036" @ 0'- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, ( (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. O�O < 5-03-04 5-01-08 5-03-08 4-09-12 <PL:10-00-12 20-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A57 Scale: 0.2939 Truss: A 5 , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344854 TRANS ID: 432787 3x7 GENERAL NOTES, unless otherwise noted: rVWARNINGS: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper`2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. Additional temporary brecin0 to Insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at 2'°.°.end et 10'o.c. respectively unless braced lhroughoW their lengg��(h by 43. is the responsibili of the erector. Additional permanent brecin of IY 9 continuous sheathi� such es sheathing(TC) endlor dr"I'm tlC).the overall structure is the responsibility of the building designer. plywood 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. r*EXR 16fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used in a non-comosive environment, design loads be applied to any component.end ere for'dry condition" of use.�.5. 6. Design assumes full bearing at all supports shown. Shim or wedge iffabrication, CompuTrus has no control over and assumes no responsibility for the necessary.7.Design handling, shipment and installation of components. assumes adequate drainage is provided.6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) &WHI M M W M -, W � � SP15�ABRIpr�e(SBro� mpucer input b� LUMBER SPECIFICATIONS 2. 2x4 compression web bracing must be installed where shown TRUSS SPAN 201- 6.0" 3. Additional temporary bracing to Insure stability during construction CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF�/Cq=1.00 TC: 2x4 DF 015BTR 2' a.c. and at 10' o.c. respectively unless braced throughout their len th by LOAD DURATION INCREASE = 1.25 continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 1- 2=( -19) 55 1-12=(0) 1663 1- 2=(-1983) 0 BC: 2x4 DF HISBTR fasteners are complete and at no time should any bads greater than SPACED 24.0" O.C. design loads be applied to any component. 2- 3=(-1823) 0 12-13=(0) 2041 3-12=( 0) 431 WEBS: 2x4 DF 1116BTR 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 3- 4=(-2028) 0 13-14=(0) 1412 12- 4=( -149) 32 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. LOADING 4- 5=(-1562) 0 14-15=(0) 849 4-13=( -789) 0 TC LATERAL SUPPORT <= 12110C. UON. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LL( 20.0)fDL( 21.0) ON TOP CHORD = 41.0 PSF 5- 6=(-1384) 0 13- 5=( 0) 439 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -87) 447 6- 8=(-1694) U TOTAL LOAD = 48.0 PSF 7- 8=( -139) 371 9-14=( -282) 11 LETINS: 2-00-00 0-00-00 B- 9=(-1463) 0 14-10=( 0) 871 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 101- 6.5" TO 151- 6.5" V 9-10=(-1432) 0 10-15=(-1331) 0 Unbalanced live loads have been 10-11=( -30) 56 15-11=( -162) 5 considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 01- 0.0" 0/ 1047V -32/ 77H 5.50" 1.12 OF ( 625) 201- 6.0" 0/ 1071V 0/ OH 5.50" 1.14 OF ( 625) BRG @ 0'- 0.0" 1.12 DF/ 1.72 HF/ 1.64 SPF BRG @ 20'- 6.0" 1.14 DF/ 1.76 HF/ 1.68 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.246" @ 101- 4.3" Allowed = 0.653" MAX DL CREEP DEFL = -0.529" @ 10'- 4.3" Allowed = 0.979" MAX TL CREEP DEFL = -0.776" @ 101- 4.3" Allowed = 0.979" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.529" MAX HORIZ. LL DEFL = 0.014" @ 20'- 2.5" 13-00-08 7-05-08 MAX HORIZ. TL DEFL = 0.038" @ 20'- 2.5" 1-11 1-07-02 3-06-03 3-04-07 1 -04 -11 -03 -OIL -03-O1-04-11 2-04 2-05-12 Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 3.00 v v 3.00 Truss designed for wind loads in the plane of the truss only. - M -4x9 IIM-4x4 7 - M -4 x 9 Design checked for a 300 lb concentrated top chord M - 2 x 4 6 6 live load per IBC 2012 due to maintenance workers 5 - 9M -2x4 which is non -concurrent with other live loads. M-3x5M-3x6 4 10 M -2x4 t M -2x4 _ O 11 o M -3x5 3 5-00 a 2 O� , N O 1 N 12 13 14 0'25" 15 < M -3x10 M -3x4 M -2x4 M -4x6 M -3x5 M-5:K12(S) M -2x4- 5-03-04 5-01-08 5-03-08 4-09-12 1 <PL:10-00-12 20-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A58 Scale: 0.2703 Truss: ri %ii 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344855 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual end Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown Incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' a.c. and at 10' o.c. respectively unless braced throughout their len th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition- of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set (orih by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) W, Ilium M M M, = = On, M M MININ = LUMBER SPECIFICATIONS TC: 2x4 OF 816BTR BC: 2x4 OF 016BTR WEBS: 2x4 OF 1116BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. LETINS: 3-00-00 0-00-00 2-10-11 3-11-15 12 3.00 0 13-00-08 TRUSS SPAN 20'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-01-15 iiM-4x4 4.0" 3-08-12 _ This ABn rp e aced from computeiWut b� SF ABRI (SEM CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -179) 240 1- 7=( -497) 2219 1- 2=(-2203) 238 9- 6=(-165) 11 2- 3=(-1966) 0 7- 8=( -499) 2215 7- 3=( 0) 208 3- 4=(-1258) 0 8- 9=(-1318) 2193 3- 8=( -963) 301 4- 5=(-1239) 0 8- 4=( 0) 271 5- 6=( -195) 215 8- 5=( -263) 537 5- 9=(-1263) 22 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 992V -2000/ 2000H 5.50" 1.06 OF ( 625) 20'- 6.0" 0/ 976V -2000/ 2000H 5.50" 1.04 OF ( 625) BRG @ 0'- 0.0" 1.06 DF/ 1.63 HF/ 1.56 SPF BRG @ 20'- 6.0" 1.04 DF/ 1.61 HF/ 1.53 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.087" @ 6'- 8.8" Allowed = 0.653" MAX DL CREEP DEFL = -0.199" @ 6'- 8.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.286" @ 6'- 8.8" Allowed = 0.979" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.641" MAX HORIZ. LL DEFL = 0.028" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.051" @ 0'- 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 7-05-08 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 3-08-12 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 12 a 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 6-08-13 6-03-11 7-05-08 ) t <PL:10-00-12 20-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A59 Scale: 0.3021 Truss: ri *.0 , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344856 TRANS ID: 432787 WARNINGS: I. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTnrs has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise rated: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) endlor drywall C). 3. 2x Impact bridging or lateral bracing required where shown+ + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a ran -corrosive environment, and am for *dry condition" of use 6. Design assumes full bearing at ail supports shown. Shim or wedge if necessary. 7. Design assumes adequate dminage is provided. 8. Plates shall be located on both (aces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) -2x4 ESS/0 U06130/16 * /TFOFCAV, 7:: Will This design prepared from computer input b �' SP'ABRIM(SEW11 LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF 01&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 5-11-11 13-06-00 HIP SETBACK,6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL(40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 6'- 0.0" V TC UNIF LL( 80.0)+DL( 84.0)= 164.0 PLF 61- 0.0" TO 71- 6.0" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 7'- 6.0" TO 13'- 6.0" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0" TO 13'- 6.0" V TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 6'- 0.0" TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 71- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1-06-10 5-11-11 5-05 2-01-05 5-11-11 12 410# 410# 12 3.00 v v 3.00 -M-7x6 M -4x6 8-02-12 5-03-04 <PL:11-00-12 13-06 3x5 N CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -84) 90 5-6=(-32) 690 1-5=( -236) 18 6-4=( 0) 1034 2-3=(-734) 20 6-7=(-54) 60 5-2=(-1142) 0 4-7=(-1154) 0 3-4=(-784) 20 2-6=( 0) 186 3-6=( -632) 34 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 1228V -175/ 176H 5.50" 0.65 DF ( 625) 13'- 6.0" 0/ 1200V 0/ OH 5.50" 0.64 OF ( 625) BRG @ 0'- 0.0" 0.65 DF/ 1.01 HF/ 0.96 SPF BRG @ 13- 6.0" 0.64 DF/ 0.99 HF/ 0.94 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A60 Scale: 0.2739 Truss: A 6 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344857 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any componerd. 5. CompuTros has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVWTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their lengQth by continuous sheathing such as plywood sheathing(TC) and/or drywall`HC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage isProvided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311• ESR -1988 (MTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.015" @ 7'- 6.0" Allowed = 0.419" MAX DL CREEP DEFL = -0.027" @ 7'- 6.0" Allowed = 0.629" MAX TL CREEP DEFL = -0.042" @ 7'- 6.0" Allowed = 0.629" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.063" MAX HORIZ. LL DEFL = 0.002" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.004" @ 13'- 4.3" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" TC: 2x4 OF N16BTR LOAD DURATION INCREASE= 1.25 BC: 2x4 DF I116BTR SPACED 24.0" O.C. WEBS: 2x4 OF 016BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-09 6-09 12 12 3.00 v v 3.00 ;M-4} + 4 < M -4x5 4.0" 6-09 6-09 <PL:11-00-12 13-06 Ix4 P(computer MSIABRIM SF=D CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-716) 402 4-5=(-1976) 1987 4-1=(-1290) 744 5-3=(-1146) 1513 2-3=(-716) 403 5-6=(-1976) 1987 1-5=(-1146) 1513 3-6=(-1290) 744 5-2=( -380) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -722/ 1327V -2000/ 2000H 5.50" 1.42 DF ( 625) 13'- 6.0" -722/ 1327V -2000/ 2000H 5.50" 1.42 DF ( 625) BRG @ 0'- 0.0" 1.42 DF/ 2.18 HF/ 2.08 SPF BRG @ 13'- 6.0" 1.42 DF/ 2.18 HF/ 2.08 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000 @ G'- 9.0 Allowed = 0.419" MAX DL CREEP DEFL = -0.012" @ 6'- 9.0" Allowed = 0.629" MAX TL CREEP DEFL = -0.028" @ 6'- 9.0" Allowed = 0.629" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.060" MAX HORIZ. LL DEFL = 0.017 @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.017" @ 13'- 4.3" COND. 2: 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. PROVIDE CONNECTION OF TRUSS TO BEARING PLATE FOR UPLIFT SHOWN o PROJECT ARCHITECT/ENGINEER OF RECORD MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. O JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A61 Scale: 0.3254 Truss: A 6 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344858 TRANS ID: 432787 WARNINGS: GENERALNOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibilityof the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their Is th by continuous sheathing such as plywood sheathing(TC) andlor dry. 171 8c). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no, time should any bads greater than 5. Design assumes trusses are to be used in a non-comosive environment, design bads be applied to any component, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage isProvided. 6. This design Is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed co their center TPINVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/p ��C_Z4( CUE60384 * EXP. 06/30116 �2/9li5 (0)F uz. j 9TCAL\FBF` IIII This designre ared from computer input b SPJ'ABRI(S� LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" DES. BY: TC: 2x4 DF HI&BTR LOAD DURATION INCREASE = 1.25 12/9/2015 BC: 2x4 DF HIdBTR SPACED 24.0" O.C. TRANS WEBS: 2x4 DF H1dBTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-09 6-09 12 12 3.00 v v 3.00 I I M -9x9 4.0" ul M-: < 6-09 6-09 <PL:11-00-12 13-06 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-378) 48 4-5=(-154) 121 4-1=(-610) 0 5-3=( 0) 382 2-3=(-378) 48 5-6=( -57) 59 1-5=( 0) 382 3-6=(-610) 0 5-2=(-380) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 648V -179/ 179H 5.50" 0.69 OF ( 625) 13'- 6.0" 0/ 648V 0/ OH 5.50" 0.69 OF ( 625) BRG @ 0'- 0.0" 0.69 DF/ 1.07 HF/ 1.02 SPF BRG @ 13'- 6.0" 0.69 DF/ 1.07 HF/ 1.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.000 @ G'- 9.0 Allowed = 0.419" MAX DL CREEP DEFL = -0.012" @ 6'- 9.0" Allowed = 0.629" MAX TL CREEP DEFL = -0.028" @ 61- 9.0" Allowed = 0.629" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.060" MAX HORIZ. LL DEFL = -0.002 @ 13'- 4.3" MAX HORIZ. TL DEFL = -0.002" @ 13'- 4.3" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3x5 in the plane of the truss only. ( Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A62 Scale: 0.3254 Truss: A 6 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344859 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) end/or drywelp). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS!0 C 60384 * EXP. 06/30/16 F0FCAUFS 661111= M r M M r= M M== mss' LUMBER SPECIFICATIONS TC: 2x4 DF 01&BTR BC: 2x4 DF 01&BTR WEBS: 2x4 OF H1&BTR TC LATERAL SUPPORT <= 12110C. DON. BC LATERAL SUPPORT <= 12110C. DON. c 0 M-; < TRUSS SPAN 13'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-09 6-09 12 12 3.00 v v 3.00 M -4x5 4.0" 2 (- , 6-09 6-09 <PL: 10-00-12 13-06 3x5 This design prepared from computer input bi. _ SP�ABRIM (SE_ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-345) 63 4-5=(-181) 138 4-1=(-610) 13 5-3=( -4) 395 2-3=(-345) 63 5-6=( -70) 69 1-5=( -4) 395 3-6=(-610) 13 5-2=(-398) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 697V -209/ 209H 5.50" 0.74 DF ( 625) 13'- 6.0" 0/ 697V 0/ OH 5.50" 0.74 DF ( 625) BRG @ 0'- 0.0" 0.74 DF/ 1.15 HF/ 1.09 SPF BRG @ 13'- 6.0" 0.74 DF/ 1.15 HF/ 1.09 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.007" @ 6'- 9.0" Allowcd - 0.419" MAX DL CREEP DEFL = -0.014 @ 6'- 9.0 Allowed = 0.629" MAX TL CREEP DEFL = -0.028" @ 6'- 9.0" Allowed = 0.629" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.0611- MAX .061"MAX HORIZ. LL DEFL = -0.002" @ 13'- 4.3" MAX HORIZ. TL DEFL = -0.002" @ 13- 4.3" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads.. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A63 Scale: 0.3140 i - Truss: j i v q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344860 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their lencontinuous sheathing such as sheathing(TC) drywalI$tC).h by the overall structure is the responsibility of the building designer. plywood and/or 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for -dry condition' of use. 5. CompuTnrs has no control over and assumes no responsibility for the 6. Design assumes full bearirg at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be fumished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR. 1988 (MiTek) *U06130/16 CJVJ CIVI FOFCAUFO j 1-11 III _ SP�ABP.I j c(SB_un11uLpuc u= LUMBER SPECIFICATIONS TC: 2x4 IF 01&BTR BC: 2x4 OF 01&BTR WEBS: 2x4 OF 01&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC LON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. M-2 13-06-00 HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 6'- 0.0" V TC UNIF LL( 80.0)+DL( 84.0)= 164.0 PLF 61- 0.0" TO 7'- 6.0" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 7'- 6.0" TO 13'- 6.0" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0" TO 13'- 6.0" V TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 61- 0.0" TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 71- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5-11-11 1-06-10 5-11-11 5-05 2-01-05 5-11-11 12 410#{ 4100 12 3.00 c--- a 3.00 M -7x6 M -4x6 8-02-12 5-03-04 y J <PL:10-00-12 13-06 3x5 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -96) 100 5-6=(-54) 600 1-5=( -236) 20 6-4=( 0) 990 2-3=(-638) 38 6-7=(-66) 70 5-2=(-1088) 0 4-7=(-1154) 0 3-4=(-686) 38 2-6=( 0) 200 3-6=( -654) 32 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 1228V -204/ 205H 5.50 0.65 OF ( 625) 13'- 6.0" 0/ 1200V 0/ OH 5.50" 0.64 OF ( 625) BRG @ 0'- 0.0 0.65 DF/ 1.01 HF/ 0.96 SPF BRG @ 13'- 6.0" 0.64 DF/ 0.99 HF/ 0.94 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A64 Scale: 0.2452 Truss: &-& V ' DES. BY: AM DATE: 12/9/2015 SEQ.: 6344861 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTnrs has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual, building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 1W o.c, respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or dryw.Ilp). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comoslve environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage isprevided. 6. Plates shall be located on both faces of tnnss, and placed so their center lines coincide with pint center lines. 9. Digits indicate size of plate in inches. 16. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) VERTICAL DEFLECTION LIMITS: LL -L/360, TL=L/240 MAX LL DEFL = -0.015" @ 7'- 6.0" Allowed = 0.419" MAX DL CREEP DEFL = -0.027" @ 7'- 6.0" Allowed = 0.629" MAX TL CREEP DEFL = -0.042" @ 7'- 6.0" Allowed = 0.629" RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.069" MAX HORIZ. LL DEFL = -0.002" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.003" @ 13'- 4.3" Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. This design prepared from computer in ut bi. VIIW�WIII .. .. .� .. .. .. .. .. .. .. .. _ ... SP4ABRIM (SB_ iw LUMBER SPECIFICATIONS TC: 2x4 DF 616BTR BC: 2x4 OF H1dBTR WEBS: 2x4 DF H1dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-09-00 0-00-00 ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. < 15-06-08 STUB HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 6'- 0.0" V TC UNIF LL( 80.0)+DL( 84.0)= 164.0 PLF 61- 0.011 TO 12'- 0.0" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 121- 0.0" TO 151- 6.5" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0" TO 151- 6.5" V TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 61- 0.0" TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 121- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-00-10 3-06-03 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -76) 6 1- 8=( 0) 2240 1- 2=(-2604) 0 7-10=(-1582) 0 2- 3=(-2472) 0 8- 9=(-32) 3902 3- 8=( 0) 1228 3- 4=(-3462) 0 9-10=( -2) 158 8- 4=( -34) 82 4- 5=(-3390) 0 8- 5=( -558) 154 5- 6=(-2432) 0 5- 9=(-1604) 118 6- 7=(-2484) 0 6- 9=( -158) 42 9- 7=( 0) 2460 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1434V -15/ 41H 5.50" 0.77 OF ( 625) 15'- 6.5" 0/ 1587V 0/ OH 5.50" 0.85 OF ( 625) BRG @ n'- 0.0" 0.77 DF/ 1.18 HF/ 1.13 SPF BRG @ 15'- 6.5" 0.85 DF/ 1.31 HF/ 1.24 SPF 1-08-07 0-10-05 3-04-15 3-00-05 3-00-05 3-06-03 410# 4100 12 12 3.00 v v 3.00 M -4x6 M_Zvd M -4x6 5-03-04 <PL:20-02- 15-06-08 7-05-08 2-09-12 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A66ale: 0.3751 Truss: ra %d ' DES. BY: AM DATE: 12/9/2015 SEQ.: 6344862 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown �. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA In BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leth by continuous sheathing such as plywood sheathing(TC) and/or drywall�C). 3. 2x Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a n onrcorosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate dminage is provided. 8. Plates shall be located on both faces of truss, end placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 3x5 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.048" @ 61- 0.0" Allowed = 0.487" MAX DL CREEP DEFL = -0.094" @ 61- 0.0" Allowed = 0.731" MAX TL CREEP DEFL = -0.142" @ 6'- 0.0" Allowed = 0.731" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.094" MAX HORIZ. LL DEFL = 0.011" @ 15- 4.8" MAX HORIZ. TL DEFL = 0.026" @ 151- 4.8" Wind: 110 mph, h=21.3ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. IIII GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. ABRI re are(Srr mpuce puu u� r SPThis design 3. Additional temporary bracing to insure stability during construction 2' and at 10' respectively unless bathed throughout their len lh by Is the responsibility of the erector. Additional permanent bracing of po ty P 9 continuous sheathing such ea plywood sheathing(TC) and/or drywall�C). continuous hin the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. LUMBER SPECIFICATIONS 5. Design assumes trusses are to be used in a non -corrosive environment, TRUSS SPAN 151- 6.5" and are for "dry condition" of use. 6. DaeC Designass umes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1dBTR 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by LOAD DURATION INCREASE = 1.25 TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 1-2=( -287) 0 1-6=(0) 1082 1-2=(-1242) 0 BC: 2x4 DF #1dBTR SPACED 24.0" O.C. 2-3=(-1200) 0 6-5=(0) 1067 6-3=( 0) 287 3-4=(-1186) 0 4-5=(-1322) 0 WEBS: 2x4 DF #ldBTR LOADING 9-5=( -300) 0 TC LATERAL SUPPORT <- 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 TOTAL LOAD = 48.0 PSF PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 1-00-00 1-00-00 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" 0/ 746V -20/ 24H 5.50" 0.80 DF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. 151- 6.5" 0/ 746V 0/ OH 5.50" 0.80 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 01- 0.0" 0.80 DF/ 1.23 HF/ 1.17 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 151- 6.5" 0.80 DF/ 1.23 HF/ 1.17 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.140" @ 81- 0.0" Allowed = 0.487" MAX DL CREEP DEFL = -0.197" @ 8'- 0.0" Allowed = 0.731" MAX TL CREEP DEFL = -0.321" @ 81- 0.0" Allowed = 0.731" RECOMMENDED CAMBER (BASED ON DL DEFL = 0.197" MAX HORIZ. LL DEFL = 0.008" @ 15- 1.0" MAX HORIZ. TL DEFL = 0.020" @ 15'- 1.0" Wind: 110 mph, h=21.5ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 8-00 7-06-08 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 0-11-11 7-00-05 6-07-02 0-11-06 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 12 12 3.00 v a 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers IIM-9x9 which is non -concurrent with other live loads. , 4.0" <PL:20-02-02 8-00 15-06-08 7-06-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A67ale: 0.3873 Truss: &-7J6 V DES. BY: AM DATE: 12/9/2015 SEQ.: 6344863 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction 2' and at 10' respectively unless bathed throughout their len lh by Is the responsibility of the erector. Additional permanent bracing of po ty P 9 continuous sheathing such ea plywood sheathing(TC) and/or drywall�C). continuous hin the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 6. DaeC Designass umes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. ry fabrication, handli shipment and installation of components. ng. P Po 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by 8- Plates shall be located on both faces oft and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCornpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �o O C 60384 * EXP. 06130/16 /Z/`%7//5 OF ICcivil, \j gTFOFCAUF�� WHI This design repared from computer input b _ M M M M - SP�ABRI� (S� IjW LUMBER SPECIFICATIONS MAX VERT MAX HORZ TRUSS SPAN 15'- 6.5" REQUIRED BAG LENGTH LOCATIONS TC: 2x4 DF 016BTR REACTIONS SIZE LOAD DURATION INCREASE = 1.25 (Non -Rep) 01- 0.0" BC: 2x6 OF SS -20/• 21H 5.50" SPACED 24.0" O.C. OF ( 625) 15'- 6.5" WEBS: 2x4 OF #1dBTR 0/ OH 5.50" 1.93 OF ( 625) BAG @ 0'- 0.0" 1.82 DF/ LOADING HF/ 2.67 SPF TC LATERAL SUPPORT <= 12110C. UON. 1.5'- 6.5" 1.93 DF/ iii,( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LETINS: 0-00-00 3-00-00 ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 0'- 0.0" TO 15'- 6.5" V ** For hanger specs. - See approved plans ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 01- 0.0" TO 151- 6.5" V ADDL: BC UNIF LL( 213.1)+DL( 298.4)= 511.6 PLF 41- 6.7" TO 81- 11.2" V ( 2 ) complete trusses required. ADDL: BC UNIF LL+DL= 7.0 PLF 01- 0.0" TO 151- 6.5" V Attach 2 ply with 3"x.131 DIA GUN ADDL: BC UNIF LL+DL= 7.0 PLF 01- 0.0" TO 151- 6.5" V nails staqqered: 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC CONC LL+DL= 102.0 LBS @ 1'- 6.7" 9" ocin 2 row(s) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL= 1447.0 LBS @ 9'- 10.5" 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC CONC LL+DL= 102.0 LBS @ 111- 11.2" ADDL: BC CONIC LL+DL= 158.0 LBS @ 13'- 11.2" *** HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 7-06-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-8502) 0 1- 7=(0) 7866 2- 7=( 0) 428 2- 3=(-8466) 0 7- 8=(0) 6204 7- 3=( 0) 2538 3- 4=(-8210) 0 8- 6=(0) 7166 3- 8=( 0) 2372 4- 5=(-7688) 0 8- 4=( 0) 1050 5- 6=( -144) 10 5- 6=(-7836) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 3410V -20/• 21H 5.50" 1.82 OF ( 625) 15'- 6.5" 0/ 3621V 0/ OH 5.50" 1.93 OF ( 625) BAG @ 0'- 0.0" 1.82 DF/ 2.81 HF/ 2.67 SPF RRC @ 1.5'- 6.5" 1.93 DF/ 2.98 HF/ 2.84 SPF 4-00-01 3-11-15 3-10-02 0-09-04 2-11-02 12 12 3.00 v v 3.00 IIM-5x5 5.0" VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.057" @ 51- 3.5" Allowed = 0.487" MAX DL CREEP DEFL = -0.186" @ 10- 5.0" Allowed = 0.731" MAX TL CREEP DEFL = -0.238" @ 51- 3.5" Allowed = 0.731" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.186" MAX HORIZ. LL DEFL = 0.012" @ 151- 1.0" MAX HORIZ. TL DEFL = 0.040" @ 151- 1.0" Wind: 110 mph, h=21.5ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 50 ### ### ### ## 6 +102# �I +1447# +102#+158#5-03-07 5-03-07 5-01-08 Y 5-01-08 <PL:20-02-02 15-06-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A68ale: 0.3730 Truss: ri V 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344864 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. Compulfrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIA4TCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) end/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes lasses are to be used in a noncorrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ 73. iZie C "3" a * EXP. 06130/16 /2/97/i5 \S� CIV1� \TF0 CALF UILL iui w w w w cow cow cow ■w cow cow w cow M SP�ABRI"c(SF P e p°` LUMBER SPECIFICATIONS TC: 2x4 DF #1dBTR BC: 2x4 DF N1dBTR WEBS: 2x4 DF H1dBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- LETINS: 2-00-00 2-09-00 ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 0 < 5-06-03 15-06-08 STUB HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 01- 0.0" TO 5'- 6.5" V TC UNIF LL( 80.0)+DL( 84.0)= 164.0 PLF 51- 6.5" TO 9'- 6.5" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 91- 6.5" TO 151- 6.5" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0" TO 151- 6.5" V TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 51- 6.5" TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 91- 6.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-11 3-07-03 12 3.00 0 4-00-10 4-00-10 M -7x8 Z M -6x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -20) 54 1- 6=(0) 2618 1- 2=(-3056) 0 2- 3=(-2798) 0 6- 7=(0) 3238 6- 3=( 0) 244 3- 4=(-3224) '0 7- 5=(0) 3244 6- 4=( -202) 158 4- 8=(-3394) 0 4- 7=( 0) 216 8- 5=( 0) 146 8- 5=(-3648) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1447V -17/ 13H 5.50" 0.77 DF ( 625) 15'- 6.5" 0/ 1411V 0/ OH 5.50" 0.75 DF ( 625) BRG @ 0'- 0.0" 0.77 DF/ 1.19 HF/ 1.13 SPF BRG @ 15- 6.5" 0.75 DF/ 1.16 HF/ 1.11 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.139" @ 91- 6.5" Allowed = 0.487" MAX DL CREEP DEFL = -0.279" @ 91- 6.5" Allowed = 0.731" MAX TL CREEP DEFL = -0.418" @ 9'- 6.5" Allowed = 0.731" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.279" MAX HORIZ. LL DEFL = 0.012" @ 151- 1.0" MAX HORIZ. TL DEFL = 0.028" @ 151- 1.0" Wind: 110 mph, h=21.3ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 12 in the plane of the truss only. v 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4-11-08 5-03-12 2-07-03 2-08-01 <PL:20-02-0 15-06-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A69 Scale: 0.3920 Truss: jZ V , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344865 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless othenwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shownincorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the res nsibili o(the erector. Addftional po ty permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywalnl$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations forth by necessary. 7. Design assumes adequate drainage Is Provided. set TPI/WTCA in BCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, IncXompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C 60384 EXP: 06/30/16 �z/9li5 ATF OC �\j AL1F0 � III r r r This ABRI rp epare(Sfrf computerput b60 LUMBER SPECIFICATIONS MAX VERT TRUSS SPAN 15'- 6.5" BRG TC: 2x4 OF H1&BTR LENGTH LOAD DURATION INCREASE = 1.25 REACTIONS BC: 2x4 OF 01&BTR SIZE SPACED 24.0" O.C. (SPECIES) WEBS: 2x4 OF N1&BTR 0/ 746V -24/ 20H 5.50" 0.80 DF ( LOADING 15'- 6.5" TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 7.0 PSF 0'- 0.0" 0.80 DF/ TOTAL LOAD = 48.0 PSF LETINS: 1-00-00 1-00-00 BRG @ 15'- 6.5" 0.80 DF/ 1.23 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0 7-06-08 8-00 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -300) 0 1-6=(0) 1067 1-2=(-1322) 0 2-3=(-1186) 0 6-5=(0) 1082 6-3=( 0) 287 3-4=(-1200) 0 4-5=(-1242) 0 4-5=( -287) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 746V -24/ 20H 5.50" 0.80 DF ( 625) 15'- 6.5" 0/ 746V 0/ OH 5.50" 0.80 DF ( 625) BRG @ 0'- 0.0" 0.80 DF/ 1.23 HF/ 1.17 SPF BRG @ 15'- 6.5" 0.80 DF/ 1.23 HF/ 1.17 SPF 0-11-06 6-07-02 7-00-05 0-11-11 1, f 12 12 3.00 v a 3.00 IIM-4x4 , 4.0" VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.140" @ 7'- 6.5" Allowed = 0.487" MAX DL CREEP DEFL = -0.198" @ 7'- 6.5" Allowed = 0.731" MAX TL CREEP DEFL = -0.321" @ 7'- 6.5" Allowed = 0.731" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.198" MAX HORIZ. LL DEFL = 0.008" @ 15- 1.0" MAX HORIZ. TL DEFL = 0.020" @ 15'- 1.0" Wind: 110 mph, h=21.5ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 7-06-08 8-00 L � <PL:20-02-02 15-06-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A70ale: 0.3873 Truss: r, i I I DES. BY:. AM DATE: 12/9/2015 SEQ.: 6344866 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by TPI/WrCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall�BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in anon -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXR 06130/16 -/* CIV1� j 9TFOFCAUFO� This design prepared from computer input bA. _ _ SPI-ABRI� (SB - LUMBER SPECIFICATIONS TC: 2x4 DF #1d BTR BC: 2x4 DF 01&BTR WEBS: 2x4 DF 01&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 2-00-00 2-09-00 ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 15-06-08 STUB HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 01- 0.0" TO 51- 6.5" V TC UNIF LL( 80.0)+DL( 84.0)= 164.0 PLF 51- 6.5" TO 9'- 6.5" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 91- 6.5" TO 151- 6.5" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0" TO 151- 6.5" V TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 51- 6.5" TC CONC LL( 200.0)+DL( 210.0)= 410.0 LBS @ 91- 6.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -20) 54 1- 6=(0) 2618 1- 2=(-3056) 0 2- 3=(-2798) 0 6- 7=(0) 3238 6- 3=( 0) 244 3- 4=(-3224) 0 7- 5=(0) 3244 6- 4=( -202) 158 4- 8=(-3394) 0 4- 7=( 0) 216 8- 5=( 0) 146 8- 5=(-3648) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1447V -17/ 13H 5.50" 0.77 OF ( 625) 15'- 6.5" 0/ 1411V 0/ OH 5.50" 0.75 OF ( 625) BRG @ 0'- 0.0" 0.77 DF/ 1.19 HF/ 1.13 SPF DRG @ 15'- G.5" 0.75 DF/ 1.16 HF/ 1.11 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.139" @ 9'- 6.5" Allowed = 0.487" MAX DL CREEP DEFL = -0.279" @ 9'- 6.5" Allowed = 0.731" MAX TL CREEP DEFL = -0.418" @ 91- 6.5" Allowed = 0.731" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.279" MAX HORIZ. LL DEFL = 0.012" @ 15'- 1.0" MAX HORIZ. TL DEFL = 0.028" @ 15'- 1.0" 5-06-03 4-00-10 5-11-11 Wind: 110 mph, h=21.3f1, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 1-11 3-07-03 4-00-10 5-11-11 End vertical(s) are exposed to wind, 910# 41011 Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 v a 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -7x8 ;M -6x6 NI O 4-11-08 5-03-12 2-07-03 2-08-01 <PL:20-02-02 15-06-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A71 Scale: 0.3920 Truss: ri I , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344867 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters drown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at IS the responsibility of the erector. Additional permanent bracing g of 2 o.c. and at 10' o.c. respectively unless braced throughout their length; the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywalll$C . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor: fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing al all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 6. This design Is furnished to the limitations forth by necessary. 7. Design assumes adequate drainage is provided. subject set TPIAVTCA In SCSI, copies of which will be furnished upon request. g, plates shall be located on both faces of truss, and placed co their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) U06/30/16 * OCAlvljF CAUF�� IIIThis design prepared from computer input b _ a SP�ABRI� (SB- lion, LUMBER SPECIFICATIONS TC:2x4 DF 01&BTR BC: 2x4 DF #1&BTR WEBS: 2x4 DF 01&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-09-00 1-09-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. < 16-08-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 8'- 0.0" V TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF 8'- 0.0" TO 8'- 8.0" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 8'- 8.0" TO 16'- 8.0" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 16'- 8.0" V TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 8'- 0.0" TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 8'- 8.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-08-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.085" @ 8'- 0.0" Allowed = 0.525" MAX DL CREEP DEFL = -0.167" @ 8'- 8.0" Allowed = 0.787" MAX TL CREEP DEFL = -0.252" @ 8'- 0.0" Allowed = 0.787" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.167" MAX HORIZ. LL DEFL = 0.015" @ 16'- 2.5" MAX HORIZ. TL DEFL = 0.034" @ 16'- 2.5" i Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), 1-08-07 1-10-05 4-04-15 0-08-10 4-04-15 1-10-05 1-08-07 load duration factor=1.6, 765.30# End vertical(s) are exposed to wind, 12 + 765.30# 12 Truss designed for wind loads 3.00 v 3.00 in the plane of the truss only. Design checked for a 300 lb concentrated top chord M -5x6 M -7x6 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. <PL:19-06-06 7-03-04 2-03-04 16-08 7-01-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A72 Scale: 0.3686 A79 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344868 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTres has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncXompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their len Ih by continuous sheathing such as plywood sheathing(TC) and/or drywaIlp). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provlded. 8. Plates shall be located on both faces of truss, end placed co their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -142) 0 1- 9=(0) 3214 1- 2=(-3622) 0 2- 3=(-3488) 0 9-10=(0) 4334 3- 9=( 0) 1174 3- 4=(-4434) 0 10- 8=(0) 3218 9- 4=( -222) 70 4- 5=(-4340) 0 9- 5=( -92) 110 5- 6=(-4410) 0 5-10=( -236) 64 6- 7=(-3490) 0 10- 6=( 0) 1152 7- 8=( -142) 0 7- 8=(-3626) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1781V -20/ 20H 5.50" 0.95 DF ( 625) 16'- 8.0" 0/ 1781V 0/ OH 5.50" 0.95 DF ( 625) BRG @ 0'- 0.0" 0.95 DF/ 1.47 HF/ 1.40 SPF BRG @ 16'- 8.0" 0.95 DF/ 1.47 HF/ 1.40 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.085" @ 8'- 0.0" Allowed = 0.525" MAX DL CREEP DEFL = -0.167" @ 8'- 8.0" Allowed = 0.787" MAX TL CREEP DEFL = -0.252" @ 8'- 0.0" Allowed = 0.787" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.167" MAX HORIZ. LL DEFL = 0.015" @ 16'- 2.5" MAX HORIZ. TL DEFL = 0.034" @ 16'- 2.5" i Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), 1-08-07 1-10-05 4-04-15 0-08-10 4-04-15 1-10-05 1-08-07 load duration factor=1.6, 765.30# End vertical(s) are exposed to wind, 12 + 765.30# 12 Truss designed for wind loads 3.00 v 3.00 in the plane of the truss only. Design checked for a 300 lb concentrated top chord M -5x6 M -7x6 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. <PL:19-06-06 7-03-04 2-03-04 16-08 7-01-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A72 Scale: 0.3686 A79 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344868 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTres has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncXompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their len Ih by continuous sheathing such as plywood sheathing(TC) and/or drywaIlp). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provlded. 8. Plates shall be located on both faces of truss, end placed co their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input bi. - SP�ABRI� (SBM LUMBER SPECIFICATIONS GENERAL NOTES, unlessotherwiseroted: TRUSS SPAN 16'- 8.0" 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1dBTR 3. Additional temporary bracing to insure stability during construction LOAD DURATION INCREASE = 1.25 Is the r responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their len h by the overall structure is the responsibility of the building designer. 1- 2=( -54) 44 1- 8=(0) 1357 1- 2=(-1552) 0 BC: 2x4OF #1dBTR 4. Installation of truss is the responsibility of the respective contractor. SPACED 24.0" O.C. 5. Design assumes trusses are to be used in a noncorrosive environment, designloads be applied to any component. and are for'dry condition' of use. 2- 3=(-1465) 0 8- 7=(0) 1357 3- 8=( -262) 94 WEBS: 2x4 OF #1dBTR fabrication, handling,necessary. shipment and Installation of components. 7, Design assumes adequate drainage is rovided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WfCA in SCSI, copies of which will be furnished upon request. 3- 4=(-1286) 0 8- 4=( 0) 298 9.Digits indicate size of plate in inches. LOADING 10. For basic connector plate design values see ESR -1311, ESR -1988 (M Tek) 4- 5=(-1286) 0 8- 5=( -262) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF 5- 6=(-1465) 0 6- 7=(-1552) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -54) 44 TOTAL LOAD = 48.0 PSF LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 800V -22/ 22H 5.50" 0.85 OF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 16'- 8.0" 0/ 800V 0/ OH 5.50" 0.85 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0" 0.85 DF/ 1.32 HF/ 1.25 SPF BRG @ 16'- 8.0" 0.85 DF/ 1.32 HF/ 1.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.064" @ 8'- 4.0" Allowed = 0.525" MAX DL CREEP DEFL = -0.133" @ 8'- 4.0" Allowed = 0.787" MAX TL CREEP DEFL = -0.196" @ 8'- 4.0" Allowed = 0.787" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.133" MAX HORIZ. LL DEFL = 0.012" @ 16'- 2.5" MAX HORIZ. TL DEFL = 0.027" @ 16'- 2.5" 8-04 8-09 Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 1-08-07 2-05-09 4-02 4-02 2-05-09 1-08-07 End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 a 3.00 Design checked for a 300 lb concentrated top chord IIM-9x9 live load per IBC 2012 due to maintenance workers 9.0" which is non -concurrent with other live loads. 8-04 <PL:19-06-06 16-08 8-04 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A73 Scale: 0.3686 Truss: ri 1/ q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344869 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unlessotherwiseroted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the r responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their len h by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2. Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, designloads be applied to any component. and are for'dry condition' of use. 5. CompuTros hes no control over and assumes ro responsibility (or the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and Installation of components. 7, Design assumes adequate drainage is rovided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (M Tek) ESS/0\ C 60384 * EXP. 06130/16 �2/9li5 C10-OFCAUF�� ILII SP�ABRIc(SB` fru �ruu LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.0" TC:2x4 OF 416BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #1dBTR SPACED 24.0" O.C. WEBS: 2x4 OF #1dBTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-04 8-04 1-08-07 2-05-09 4-02 4-02 2-05-09 12 12 3.00 - a 3.00 i I M -4x4 , 4.0" BEARING LOCATIONS 0'- 0.0' 16'- 8.0" 1-08-07 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -78) 44 1- 8=(-1092) 2324 1- 2=(-1552) 136 2- 3=(-1465) 0 8- 7=(-1092) 2324 3- 8=( -548) 471 3- 4=(-1286) 0 8- 4=( 0) 298 4- 5=(-1286) 0 8- 5=( -548) 471 5- 6=1-1465) 0 6- 7-(-1552) 136 6- 7=( -78) 44 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 800V -2200/ 2200H 5.50" 0.85 OF ( 625) 0/ 800V -2200/ 2200H 5.50" 0.85 OF ( 625) BRG @ 01- 0.0" 0.85 DF/ 1.32 HF/ 1.25 SPF BRG @ 16'- 8.0" 0.85 DF/ 1.32 HF/ 1.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.064" @ 8'- 4.0" Allowed = 0.525" MAX DL CREEP DEFL = -0.133" @ 8'- 4.0" Allowed = 0.787" MAX TL CREEP DEFL = -0.196" @ 8'- 4.0" Allowed = 0.787" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.193" MAX HORIZ. LL DEFL = 0.022" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.037" @ 0'- 5.5" COND. 2: 2200.00 LBS SEISMIC LOAD, Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), ( load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 8-04 8-04 f<PL:19-06-06 16-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A74 Scale: 0.3686 Truss: A7 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344870 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of To .c. and at 10' o.c. respectively unless braced throughout their le th b y the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywallC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition' of use. 6. CompuTrus has no control over end assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(11_)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06/30/16 C)U )` W 9TFOF CM -W WHIM M - M M M _ - - - M M - SP�ABRI e(SB uriPuL�u u� LUMBER SPECIFICATIONS TC: 2x4 DF #16BTR BC: 2x6 OF SS WEBS: 2x4 DF #16BTR TRUSS SPAN 16'- 8.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF ( 2 ) complete trusses required. TOTAL LOAD = 48.0 PSF Attach 2 ply with 3"x.131 DIA GUN ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 0'- 0.0" TO 16- 8.0" V nails staggered: ADDL: TC UNIF LL( 20.0)+DL( 21.0)= 41.0 PLF 0'- 0.0" TO 161- 8.0" V 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC UNIF LL( 180.4)+DL( 252.6)= 433.0 PLF 0'- 0.0" TO 11'- 10.5" V 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 161- 8.0" V 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 161- 8.0" V *** HANGER TO APPLY CONC. LOAD(S) ADDL: BC CONC LL+DL= 1999.0 LBS @ 121- 10.5" TO ALL MEMBERS. ADDL: BC CONC LL+DL= 343.0 LBS @ 141- 11.3" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. C> O < 8-04 4-04-11 3-11-05 If 12 3.00 c --- 8-04 3-11-05 4-04-11 12 a 3.00 IIM-5x5 5.0" TRUSS NOT PLATED SYMMETRICAL. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-11494) 0 1- 6=(0) 10698 6- 2=( 0) 1602 2- 3=( -9274) 0 6- 7=(0) 10576 2- 7=(-1766) 0 3- 4=( -9272) 0 7- 8=(0) 11636 7- 3=( 0) 3856 4- 5=(-12692) 0 8- 5=(0) 11822 7- 4=(-2894) 0 4- 8=( 0) 2410 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 5401V -500/ 500H 5.50" 2.88 OF ( 625) 16'- 8.0" 0/ 5283V -500/ 500H 5.50" 2.82 OF ( 625) BRG @ 0'- 0.0" 2.88 DF/ 4.45 HF/ 4.24 SPF BRG @ 16'- 8.0" 2.82 DF/ 4.35 HF/ 4.14 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.088" @ 8'- 4.0" Allowed = 0.525" MAX DL CREEP DEFL = -0.266" @ 8'- 4.0" Allowed = 0.787" MAX TL CREEP DEFL = -0.354" @ 8'- 4.0" Allowed = 0.787" RECOMMENDED CAMBER (BASED ON DL DEFL = 0.266" MAX HORIZ. LL DEFL = 0.022" @ 16'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 16'- 2.5" COND. 2: 500.00 LBS SEISMIC LOAD. Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), Y load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. +1999# +34311 4-02-15 4-01-01 4-01-01 4-02-15 <PL:19-06-06 WEDGE REQUIRED AT HEEL(S). 16-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A75 Scale: 0.3686 Truss: JM I q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344871 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, untess otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally, braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their Is ih by continuous sheathing such as plywood sheathing(TC) and/or drywalftBC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/p ate. '9l C 60384 Of * EXP. 06130/16 * clvl \r OFCA�N�"� F CAUFO �IIThis design prepared from computer input b r SP�ABP.I� (SB`,liff LUMBER SPECIFICATIONS TC: 2x4 DF H16BTR BC: 2x4 DF H16BTR WEBS: 2x4 DF A13BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"0C. DON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 4-00-00 4-09-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 7-06-03 18-00-08 STUB HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 7'- 6.5" V TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF 7'- 6.5" TO 10'- 0.5" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 101- 0.5" TO 18- 0.5" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 01- 0.0" TO 181- 0.5" V TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 71- 6.5" TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 10'- 0.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-06-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.171" @ 10'- 0.5" Allowed = 0.571" MAX DL CREEP DEFL = -0.358" @ 10'- 0.5" Allowed = 0.856" MAX TL CREEP DEFL = -0.529" @ 101- 0.5" Allowed = 0.856" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.358" MAX HORIZ. LL DEFL = 0.022" @ 171- 7.0" MAX HORIZ. TL DEFL = 0.051" @ 17'- 7.0" Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3-10-05 3-07-14 2-06-10 7-11-11 Design checked for a 300 lb concentrated top chord 765.3011 765.30N 1 live load per IBC 2012 due to maintenance workers 12 12 which is non -concurrent with other live loads. 3.00 v a 3.00 M -7x8 M -7x6 6-11-08 3-09-12 2-07-14 4-07-06 t � <PL:19-06-06 18-00-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A76 Scale: 0.3475 Truss DES. BY: AM DATE: 12/9/2015 SEQ.: 6344872 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPIAWCA In BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le�th by continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a norrconosive environment, and are for'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ ql c C 60384 r * EXP. 06/30/16 CIV11/ gTFOF CAL�F�� CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -66) 172 1- 6=(0) 4362 1- 2=(-4854) 0 2- 3=(-4584) 0 6- 7=(0) 4846 6- 3=( 0) 326 3- 4=(-4832) 0 7- 5=(0) 4856 6- 4=( -184) 114 4- 8=(-5042) 0 4- 7=( 0) 296 8- 5=( -172) 190 8- 5=(-5288) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1999V -22/ 19H 5.50" 1.07 DF ( 625) 18'- 0.5" 0/ 1950V 0/ OH 5.50" 1.04 DF ( 625) BRG @ 0'- 0.0" 1.07 DF/ 1.65 HF/ 1.57 SPF BRG @ 18- 0.5" 1.04 DF/ 1.60 HF/ 1.53 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.171" @ 10'- 0.5" Allowed = 0.571" MAX DL CREEP DEFL = -0.358" @ 10'- 0.5" Allowed = 0.856" MAX TL CREEP DEFL = -0.529" @ 101- 0.5" Allowed = 0.856" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.358" MAX HORIZ. LL DEFL = 0.022" @ 171- 7.0" MAX HORIZ. TL DEFL = 0.051" @ 17'- 7.0" Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3-10-05 3-07-14 2-06-10 7-11-11 Design checked for a 300 lb concentrated top chord 765.3011 765.30N 1 live load per IBC 2012 due to maintenance workers 12 12 which is non -concurrent with other live loads. 3.00 v a 3.00 M -7x8 M -7x6 6-11-08 3-09-12 2-07-14 4-07-06 t � <PL:19-06-06 18-00-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A76 Scale: 0.3475 Truss DES. BY: AM DATE: 12/9/2015 SEQ.: 6344872 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPIAWCA In BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le�th by continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a norrconosive environment, and are for'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ ql c C 60384 r * EXP. 06/30/16 CIV11/ gTFOF CAL�F�� W1III M r r M = M M M W, M M W LUMBER SPECIFICATIONS TC: 2x4 DF H1dBTR BC: 2x4 DF N16BTR WEBS: 2x4 DF 91&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-00-00 1-09-00 0 0 0 TRUSS SPAN 18'- 0.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 18'- 0.5" 8-09-08 9-03 1-11 2-05-12 4-04-12 4-07-08 2-11-01 1-08-07 12 12 3.00 - i I M -4x4 a 3.00 4.0" 8-09-08 9-03 <PL :19-0 6- 0 6 18-00-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A77 Scale: 0.3359 1 Truss:A7 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344873 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywallC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components, necessary. 7. Design assumes adequate drainage is provided. s 6. This design is furnished subject to the limiletions set forth by 8. Plates shall be located on both faces truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This designre ared from computer input by SP4=ABRI(SB_, CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -12) 60 1- 8=(0) 1410 1- 2=(-1673) 0 2- 3=(-1528) 0 8- 7=(0) 1534 3- 8=( -222) 102 3- 4=(-1392) 0 8- 4=( 0) 324 4- 5=(-1396) 0 8- 5=( -320) 103 5- 6=(-1652) 0 6- 7=(-1740) 0 6- 7=( -62) 38 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 866V -27/ 24H 5.50 0.92 OF ( 625) 0/ 866V 0/ ON 5.50" 0.92 DF ( 625) BRG @ 01- 0.0" 0.92 DF/ 1.43 HF/ 1.36 SPF BRG @ 18'- 0.5" 0.92 DF/ 1.43 HF/ 1.36 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.082" @ 8'- 9.5" Allowed = 0.571" MAX DL CREEP DEFL = -0.171" @ 81- 9.5" Allowed = 0.856" MAX TL CREEP DEFL = -0.251" @ 8'- 9.5" Allowed = 0.856" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.171" MAX HORIZ. LL DEFL = 0.014" @ 171- 7.0" MAX HORIZ. TL DEFL = 0.032" @ 17'- 7.0" Wind: 110 mph, h=21ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. This design re erect from computer input by SP�'ABRI (SP= _ LUMBER SPECIFICATIONS GENERAL NOTES, unless otherwise rated: TRUSS SPAN 18'- 0.5" 1. This design is based only upon the parameters shown and is for an individual CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 011BTR 2. 2x4 compression web bracing must be Installed where shown+. LOAD DURATION INCREASE = 1.25 3. Additional temporary bracing to insure stability during construction 1- 2=( -67) 74 1- 8=(-604) 1888 1- 2=(-1673) 0 BC: 2x4 IF 1111BTR 2' o.c. end at 10' o.c. respectively unless braced throughout their length; y SPACED 24.0" O.C. continuous sheathing such as plywood sheathing(TC) andfor drywall C . 3. 2x Impact bridging or lateral bracing required where shown ++ 2- 3=(-1528) 0 8- 7=(-514) 1905 3- 8=( -356) 329 WEBS: 2x4 DF 016BTR fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. 3- 4=(-1392) 0 8- 4=1 0) 324 S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if LOADING necessary. 7, Design assumes adequate drainage is provided. 4- 5=(-1396) 0 8- 5=( -430) 289 TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD - 41.0 CSF 5- 6=(-1652) 0 6- 7=(-1740) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -62) 38 TOTAL LOAD = 48.0 PSF LETINS: 2-00-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 866V -1500/ 1500H 5.50 0.92 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 18'- 0.5" 0/ 866V -1500/ 1500H 5.50" 0.92 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0" 0.92 DF/ 1.43 HF/ 1.36 SPF BRG @ 18'- 0.5" 0.92 DF/ 1.43 HF/ 1.36 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.082" @ 81- 9.5" Allowed = 0.571" MAX DL CREEP DEFL = -0.171" @ 8'- 9.5" Allowed = 0.856" MAX TL CREEP DEFL = -0.251" @ B'- 9.5" Allowed = 0.856" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.231" MAX HORIZ. LL DEFL = 0.017" @ 171- 7.0" MAX HORIZ. TL DEFL = 0.035" @ 171- 7.0" COND. 2: 1500.00 LBS SEISMIC LOAD. Wind: 110 mph, h=21ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 8-09-08 9-03 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 1-11 2-05-12 4-04-12 4-07-08 2-11-01 1-08-07 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 12 12 3.00 v IIM - 9 x 9 a 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 9.0" 0 0 0 <PL:19-06-06 8-09-08 18-00-08 9-03 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A78 Scale: 0.3474 Truss: A 7 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344874 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise rated: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. end at 10' o.c. respectively unless braced throughout their length; y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) andfor drywall C . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for "dry condition' of use. S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handli ng, shipment end installation of components. necessary. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIAVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR- 1988 (MiTek) 0 I 00 0 ES�S��I C 60384 * EXP. 06130/16 /Z/7//$ sT CIVIC �P gTFOF CA1_ ue5 fl ut WHIM r � � � M � an M M � m SPl�'ABFI r"e (sicol?- mpuce�pur= o� LUMBER SPECIFICATIONS 24-08-00 HIP SETBACK 8-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 DF 0l&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -122) 6 1- 9=(0) 5294 1- 2=(-5942) 0 BC: 2x4 DF 01dBTR 2- 3=(-5732) 0 9-10=(0) 9326 3- 9=( 0) 2272 WEBS: 2x4 DF H1dBTR LOADING 3- 4=(-7604) 0 10-11=(0) 9326 9- 4=( 0) 348 TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 5=(-7420) 0 11- 8=(0) 5294 9- 5=(-2066) 94 TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF 81- 0.0" TO 161- 8.0" V 5- 6-(-7420) 0 10- 5=( 0) 214 BC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 16- 8.0" TO 24'- 8.0" V 6- 7=(-7604) 0 5-11=(-2066) 94 BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 24'- 8.0" V 7-12=(-5732) 0 6-11=( 0) 348 ------------------------------------- 12- 8=( -122) 6 11- 7=( 0) 2272 ------------------------- ----------- NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 8'- 0.0" 12- 8=(-5942) 0 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 161- 8.011 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 2-00-00 2-00-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. 0'- 0.0" 0/ 2741V -20/ 20H 5.50" 1.46 DF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 24'- 8.0" 0/ 2741V 0/ OH 5.50" 1.46 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0" 1.46 DF/ 2.26 HF/ 2.15 SPF nails staggered: BRG @ 241- 8.0" 1.46 DF/ 2.26 HF/ 2.15 SPF 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.211" @ 121- 4.0" Allowed = 0.792" MAX DL CREEP DEFL = -0.430" @ 12'- 4.0" Allowed = 1.187" MAX TL CREEP DEFL = -0.641" @ 12- 4.0" Allowed = 1.187" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.430" MAX HORIZ. LL DEFL = 0.045" @ 241- 2.5" MAX HORIZ. TL DEFL = 0.106" @ 241- 2.5" Wind: 110 mph, h=20.9ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 8-08-10 7-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 1-11-06 Ir 1-07-06 4-04-15 4-04-05 4-04-05 4-04-15 3-06-12 which is non -concurrent with other live loads. 12 765.301; 765.300 12 3.00 -- v 3.00 M -4x12 M -4x12 M-IvR < 7-03-04 5-00-12 5-00-12 5-03-14 1-11-06 L<PL:19-06-06 24-08 ) JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A79 Scale: 0.2621 Truss:A74 7 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344875 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their length; y continuous sheathing such as plywood sheathing(TC) and/or drywall$$ . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC:2x4 OF HISBTR BC: 2x4 OF 016BTR WEBS: 2x4 OF i116BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 2-00-00 2-00-00 1-11-06 2-09-02 If 12 3.00 c--- 5-03-03 TRUSS SPAN 24'- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-10 4-08-10 5-03-03 M -4x8 M -7x6 JLLV�IIIpUI:eL inpUC iiM CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 9-03-04 6-03-04 7-02-02 1-11-06 1, l <PL:19-06-06 24-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A80a1pn9971 Truss: 1- 2=( -43) 47 1- 8=(0) 2306 1- 2=(-2595) 0 DES. BY: 2- 3=(-2472) 0 8- 9=(0) 2431 3- 8=( -89) 300 DATE: 3- 4=(-2530) 0 9- 7=(0) 2307 8- 4=( 0) 177 SEQ.: 4- 5=(-2435) 0 8- 5=( -160) 169 TRANS 5- 6=(-2530) 0 5- 9=( 0) 173 is the responsibility of the erector. Additional permanent bracing of 6-10=(-2473) 0 9- 6=( -87) 297 the overall structure is the responsibility of the building designer. 10- 7=( -43) 47 10- 7=(-2596) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1184V -25/ 25H 5.50" 1.26 DF ( 625) 24'- 8.0" 0/ 1184V 0/ ON 5.50" 1.26 DF ( 625) fabrication, handling, shipment and installation of components.necessary. BRG @ 0'- 0.0" 1.26 DF/ 1.95 HF/ 1.86 SPF 6. This design is furnished subject to the limitations set forth by BRG @ 24'- 8.0" 1.26 DF/ 1.95 HF/ 1.86 SPF TPI1WTCA in BCSI, copies of which will be furnished upon request. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.189" @ 14'- 8.0" Allowed = 0.792" MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E MAX DL CREEP DEFL = -0.381" @ 14- 8.0" Allowed = 1.187" MAX TL CREEP DEFL = -0.564"'@ 141- 8.0" Allowed = 1.187" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.3811- .381"MAX MAXHORIZ. LL DEFL = 0.030" @ 241- 2.5" MAX HORIZ. TL DEFL = 0.071" @ 24- 2.5" Wind: 110 mph, h=21.lft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 9-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4-08-08 which is non -concurrent with other live loads. 12 v 3.00 9-03-04 6-03-04 7-02-02 1-11-06 1, l <PL:19-06-06 24-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A80a1pn9971 Truss: A 8 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344876 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c, and at 10' o.c. respectively unless braced throughout their lenth by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). the overall structure is the responsibility of the building designer. 3. 2. Impact bridging or lateral bradng required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and aro for "dry condition of use. S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI1WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/O\ C 60384 EXP. 06130/16 Jj OFCA �\j 9TF CAUF� � IIII This design prepared from computer input b SP�'ABRI(S� M LUMBER SPECIFICATIONS TC: 2x4 DF #1dBTR BC: 2x4 DF #1dBTR WEBS: 2x4 DF 1116BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 J 11-11-11 2-11 2-11-04 12 3.00 0 TRUSS SPAN 24'- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON .BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-08-10 11-11-11 Ir Ir 6-01-07 0-08-10 6-01-07 M -4x6 M -7x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -68) 64 1- 8=(0) 2481 1- 2=(-2739) 0 12- 7=(-2739) 0 2- 3=(-2625) 0 8- 9=(0) 2477 8- 3-( 0) 187 3- 4=(-2270) 0 9-10=(0) 2158 3- 9=( -448) 44 4- 5=(-2160) 0 10-11=(0) 2477 9- 4=( 0) 210 5- 6=(-2276) 0 11- 7=(0) 2480 9- 5=( -100) 106 6-12=(-2625) 0 5-10=( 0) 207 12- 7=( -67) 64 10- 6=( -441) 44 6-11=( 0) 185 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1184V -31/ 31H 5.50" 1.26 DF ( 625) 24'- 8.0" 0/ 1184V 0/ ON 5.50" 1.26 DF ( 625) BRG @ 0'- 0.0" 1.26 DF/ 1.95 HF/ 1.86 SPF BRG @ 24'- 8.0" 1.26 DF/ 1.95 HF/ 1.86 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.139" @ 121- 8.0" Allowed = 0.792" MAX DL CREEP DEFL = -0.304" @ 13'- 6.5" Allowed = 1.187" MAX TL CREEP DEFL = -0.441" @ 121- 8.0" Allowed = 1.187" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.304" MAX HORIZ. LL DEFL = 0.031" @ 241- 2.5" MAX HORIZ. TL DEFL = 0.074" @ 24'- 2.5" Wind: 110 mph, h=21.4ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. If Design checked for a 300 Ib concentrated top chord 5-10-04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 3.00 3 5-08-08 5-06-12 2-03-04 5-05 2-09-08 2-11 <PL:19-06-06 24-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A81ale: 0.2621 Truss: &7& %0 , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344877 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10'o .c. respectively unless braced throughout their le th by Is the responsibility of the erector. Additional permanent brad of Po ty P n8 continuous sheathing such as plywood sheathing(TC) and/or drywall the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provded. 6. This design is furnished subject to the limitations set forth by 6. Platas shall be located on both faces of truss, and placed so their center TPI/WfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L}E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ '9l U06130/16 jOFCALIF�Q This design pre erect from computer input 13 IIII SP�ABRI (S2_ LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" TC:2x4 OF 816BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF H16BTR SPACED 24.0" O.C. WEBS: 2x4 OF 016BTR LOADING TC LATERAL SUPPORT <= 12110C. LION. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-06 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 3.00 c - O < M -3x6 <PL:16-07-06 4-06 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-565) 475 1-3=(-1489) 1493 1-2=(-1315) 1390 2-3=( -465) 326 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -297/ 515V -1500/ 1500H 5.50" 0.55 OF ( 625) 4'- 6.0" -309/ 495V -1500/ 1500H 5.50" 0.53 OF ( 625) BRG @ 0'- 0.0" 0.55 DF/ 0.85 HF/ 0.81 SPF BRG @ 4'- 6.0" 0.53 DF/ 0.81 HF/ 0.78 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A82ale: 0.6269 Truss: &-726W 1 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344878 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes end Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by TPIANTCA in BCSI, copies of which will be fumished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(11_)-E GENERAL NOTES, unlessotherwisenoted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry ca mon-of use. 6. Design assumes full bean at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provid d. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.027" @ 21- 5.8" Allowed = 0.287" MAX TC PANEL TL DEFL = -0.043" @ 21- 5.8" Allowed = 0.430" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.0201- MAX .020"MAX HORIZ. LL DEFL = 0.007" @ 01- 5.5" MAX HORIZ. TL DEFL = -0.007" @ 0'- 5.5" COND. 2: 1500.00 LBS SEISMIC LOAD. Wind: 110 mph, h=17.5ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 60384 * EXP. 06130/16 i2 CIV �� W 9TFOFCA' F iti IIII SP1ABRI L� (Si.� f'u �e_puu u� LUMBER SPECIFICATIONS TC:2x4 DF H1&BTR BC: 2x4 DF 01&BTR WEBS: 2x4 DF 01&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12 OC. UON. '" For hanger specs. - See approved plans < 12 3.00 c- TRUSS SPAN 4'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-06 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -2x4 <PL:16-07-06 4-06 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-68) 22 1-3=(-14) 17 2-3=(-202) 16 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 263V -19/ 45H 5.50" 0.28 DF ( 625) - 4'- 6.0" 0/ 231V 0/ OH 5.50" 0.25 DF ( 625) BRG @ 01- 0.0" 0.28 DF/ 0.43 HF/ 0.41 SPF BRG @ 4'- 6.0" 0.25 DF/ 0.38 HF/ 0.36 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.036" @ 2'- 3.4" Allowed = 0.287" MAX TC PANEL TL DEFL = -0.052" @ 2'- 3.4" Allowed = 0.430" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.020" MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 4'- 4.3" Wind: 110 mph, h=17.5ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A83 Scale: 0.6304 ra Truss: ra v 4 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344879 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of Y o.c. and at 10' o.c. respectively unless braced throughout their lerpth; y the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall BC . 3. 2. Impact bridging or lateral bracing required where shown+ + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a nonc000sive environment, design loads be applied to any component. and era for *dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation o(components. 7. Design assumes adequate drainage is rovided. 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 Q -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/p\ r C 60384ti * UP. 06130/16 i2/ili5 FIND �/ 9TFCFCAOF� C` 1"Him = M M M M M M = M M = LUMBER SPECIFICATIONS TC: 2x4 OF 016BTR BC: 2x4 DF N16BTR WEBS: 2x4 DF 016BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. 12 3.00 0 TRUSS SPAN 4'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-06 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -4x5 < <PL:16-07-06 4-06 7 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A84 Scale: 0.6175 Truss: J; -&W ' DES. BY: AM DATE: 12/9/2015 SEQ.: 6344880 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise nroted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bmci of ty p n9 2' o.c. and at 10' o.c. respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathbg(TC) and/or drywalll6C). 3. 2x Impact bridging or lateral bracing required where shown + + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition' of use. S. CompuTnus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end installation o(componenls. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIAVTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncXornpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input bi. _ SPISW,RRT� (SH_ M FCO -ND -72, 2000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=17.5ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESSlO� 'J�s�gl U06/30/16 * FOFCAOF WHIM = M M M = = M M M M M LUMBER SPECIFICATIONS TC:2x4 DF #1dBTR BC: 2x4 DF 41dBTR WEBS: 2x4 DF 01dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-09-00 1-09-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 17-00-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 81- 0.0" V TC UNIF LL( 100.0)+DL( 105.0)= 205.0 PLF 81- 0.0" TO 91- 0.0" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 91- 0.0" TO 171- 0.0" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 01- 0.0" TO 171- 0.0" V TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 8'- 0.0" TC CONC LL( 373.3)+DL( 392.0)= 765.3 LBS @ 9'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-11-11 1-00-10 1-08-07 1-10-05 4-04-15 1-00-10 4-04-15 765.3 # 12 + 3.00 I7 765.30# M -5x6 M -7x6 1-10-05 12 a 3.00 This design re ared from computer input b _ SP�ABP.I� (SEM CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -146) 0 1- 9=(0) 3298 1- 2=(-3714) 0 2- 3-(-3578) 0 9-10=(0) 4462 3- 9=( 0) 1222 3- 4=(-4564) 0 10- 8=(0) 3300 9- 4=( -232) 72 4- 5=(-4468) 0 9- 5=( -98) 116 5- 6=(-4538) 0 5-10=( -246) 68 6- 7=(-3580) 0 10- 6=( O) 1200 7- 8=( -146) 0 7- 8=(-3718) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1821V -19/ 19H 5.50" 0.97 OF ( 625) 17- 0.0" 0/ 1821V 0/ ON 5.50" 0.97 OF ( 625) BRG @ 0'- 0.0" 0.97 DF/ 1.50 HF/ 1.43 SPF BRG @ 17'- 0.0" 0.97 DF/ 1.50 HF/ 1.43 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.091" @ 8'- 0.0" Allowed = 0.536" MAX DL CREEP DEFL = -0.178" @ 9'- 0.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.269" @ 8'- 0.0" Allowed = 0.804" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.178-- MAX .178"MAX HORIZ. LL DEFL = 0.015" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.036" @ 16'- 6.5" Wind: 110 mph, h=18ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, -� (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), 1 -OS -07 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 7-03-04 <PL:16-08-00 2-07-04 17-00 7-01-08 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A85 Scale: 0.3594 Truss: J i V q DES. BY: AM DATE: 12/9/2015 SEQ.: 6344881 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c, and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywalgC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown i t 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and Installation of components. 7. Design assumes adequate drainage is=ad. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate deslgn values see ESR -1311, ESR -1988 (MiTek) "Jill3F�ABRIJW GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences, (Se&1f N r LUMBER SPECIFICATIONS Incorporation of component is the responsibility of the building designer. TRUSS SPAN 17'- 0.0" 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H16BTR 3. 2x Impact bridging or lateral bracing required where shown ++ LOAD DURATION INCREASE- 1.25 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 1- 2=( -55) 43 1- 8=(0) 1398 1- 2=(-1596) 0 BC: 2x4 DF 016BTR and are for "dry condition" of use. SPACED 24.0" O.C. 6. Design assumes full been at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 2- 3=(-1509) 0 8- 7=(0) 1398 3- 8=( -268) 92 WEBS: 2x4 DF 016BTR B. Plates shall be located on both faces of truss, and placed co their center TPIAVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 3- 4=(-1319) 0 8- 4=( 0) 307 MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LOADING 4- 5=(-1319) 0 8- 5=( -268) 92 TC LATERAL SUPPORT <= 12"0f.. IION. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF 5- 6=(-1509) 0 6- 7=(-1596) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 'I=( -55) 43 TOTAL LOAD = 48.0 PSF LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 816V -22/ 22H 5.50" 0.87 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 17'- 0.0" 0/ 816V 0/ ON 5.50" 0.87 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BRG @ 17- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.068" @ 8'- 6.0" Allowed = 0.536" MAX DL CREEP DEFL = -0.142" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.209" @ 8'- 6.0" Allowed = 0.804" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.142" MAX HORIZ. LL DEFL = 0.012" @ 161- 6.5" MAX HORIZ. TL DEFL = 0.029" @ 161- 6.5" Wind: 110 mph, h=18.lft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 8-06 8-06 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 1-08-07 2-06-09 4-03 4-03 2-06-09 1-08-07 End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 v v 3.00 Design checked for a 300 lb concentrated top chord IIM-4x4 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -3x5 M -2x4 3 4 4.0" M -2x4 0 N 2 t C>I 0 1 M -3x5 6 � O N 07 7 0 8 < 11-30 M -3x8 M -3x7 8-06 <PL:16-08- 17-00 8-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A86 Scale: 0.3594 Truss: J; -&W DES. BY: AM DATE: 12/9/2015 SEQ.: 6344882 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences, building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le lh by continuous sheathing such as plywood sheathing(TC) and/or drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used In a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full been at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate dreinage is Provided. 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed co their center TPIAVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) U C 60384 a * EXP.. 06/30/16 CMI. grFOF CAL1F�� IIII_ TPJhis AIBRl rp epare(Sfrom compute put b� LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" TC: 2x4 DF 1116BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 DF N16BTR SPACED 24.0" O.C. WEBS: 2x4 DF 1j16BTR LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 17'- 0.0' 8-06 8-06 1-08-07 2-06-09 4-03 4-03 2-06-09 1-08-07 If 12 12 3.00 v a 3.00 I IM -4x4 4.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -63) 43 1- 8=(-582) 1852 1- 2=(-1596) 0 2- 3=(-1509) 0 8- 7=(-582) 1852 3- 8=( -392) 307 3- 4=(-1319) 0 8- 4=( 0) 307 4- 5=(-1319) 0 8- 5=( -392) 307 5- 6=(-1509) 0 6- 7=(-1596) 0 6- 7=( -63) 43 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 816V -1500/ 1500H 5.50 0.87 DF ( 625) 0/ 816V -1500/ 1500H 5.50" 0.87 DF ( 625) BRG @ 0'- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BRG @ 17'- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.068" @ 81- 6.0" Allowed = 0.536" MAX DL CREEP DEFL = -0.142" @ 81- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.209" @ 8'- 6.0" Allowed = 0.804" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.181" MAX HORIZ. LL DEFL = 0.015" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.031" @ 16'- 6.5" COND. 2: 1500.00 LBS SEISMIC LOAD. Wind: 110 mph, h=18.lft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 8-06 <PL:1 17-00 8-06 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A87 Scale: 0.3594 Truss: &-7;16%0 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344883 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unlessotherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be lateraly braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lentg�th; y the overall structure is the responsibility of the building designer. continuous sheathing auch as plywood sheathing(TC) and/or drywallll�HC . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) O �O O C 6"" * EXP: 06130116 CIV1\- P gTFOFCAUF�� LUMBER SPECIFICATIONS TC: 2x4 OF 016BTR BC: 2x4 OF 01dBTR WEBS: 2x4 OF #IdBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 12-00-00 HIP SETBACK 4-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 0'- 0.0" TO 41- 0.0" V TC UNIF LL( 60.0)+DL( 63.0)= 123.0 PLF 41- 0.0" TO 81- 0.0" V TC UNIF LL( 40.0)+DL( 42.0)= 82.0 PLF 8'- 0.0" TO 121- 0.0" V BC UNIF LL( 0.0)+DL( 21.0)= 21.0 PLF 01- 0.0" TO 121- 0.0" V TC CONC LL( 80.0)+DL( 84.0)= 164.0 LBS @ 41- 0.0" TC CONC LL( 80.0)+DL( 84.0)= 164.0 LBS @ 81- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. This design re ared from computer input b SP7WABRI� (SB_ in CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1448) 12 1- 5=(0) 1340 5- 2=(-64) 70 2- 3=(-1766) 0 5- 6=(0) 1496 5- 3=( -6) 320 3- 4=(-1602) 0 6- 4=(0) 1486 3- 6=(-68) 68 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 864V -9/ 9H 5.50" 0.46 OF ( 625) 12'- 0.0" 0/ 864V 0/ OH 5.50" 0.46 OF ( 625) BRG @ 0'- 0.0 0.46 DF/ 0.71 HF/ 0.68 SPF BRG @ 12'- 0.0" 0.46 DF/ 0.71 HF/ 0.68 SPF nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.113" @ 8'- 0.0" Allowed = 0.369" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX DL CREEP DEFL = -0.227" @ 8'- 0.0" Allowed = 0.554" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.340" @ 8'- 0.0" Allowed = 0.554" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.227" MAX HORIZ. LL DEFL = 0.004" @ 11'- 6.5" 3-11-11 4-00-10 3-11-11 MAX HORIZ. TL DEFL = 0.010" @ 11'- 6.5" 1644 164# -W nd: 110 mph, h=21.8ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), 3.00 v a 3.00 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers M -4x6 ;M -6x6 which is non -concurrent with other live loads. < 3-05 5-03-12 3-03-04 t. <PL:20-11-00 12-00 j JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A88 Scale: 0.5047 Truss: J i V DES. BY: AM DATE: 12/9/2015 SEQ.: 6344884 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 161111M = M.M M M M M M M M M LUMBER SPECIFICATIONS TC: 2x4 OF #1dBTR BC: 2x4 OF #1dBTR WEBS: 2x4 OF #1dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. O 6-00 12 3.00 c: - TRUSS SPAN 12'- 0.0" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-00 This design re ared from computer input b - SP4WABRI Aw BEARING LOCATIONS 0'- 0.0" 12'- 0.0" 12 a 3.00 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-835) 0 1-4=(0) 730 4-2=(0) 192 2-3=(-835) 0 4-3=(0) 730 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 576V -16/ 16H 5.50" 0.61 OF ( 625) 0/ 576V 0/ OH 5.50" 0.61 OF ( 625) BRG @ 0'- 0.0" 0.61 DF/ 0.95 HF/ 0.90 SPF BRG @ 12'- 0.0" 0.61 DF/ 0.95 HF/ 0.90 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.084" @ 6'- 0.0" Allowed = 0.369" MAX DL CREEP DEFL = -0.205" @ 6'- 0.0" Allowed = 0.554" MAX TL CREEP DEFL = -0.289" @ 61- 0.0" Allowed = 0.554" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.205" MAX HORIZ. LL DEFL = 0.004 @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.010" @ 11'- 6.5" Wind: 110 mph, h=22ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp -C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. <PL:20-11-00 6-00 12-00 6-00 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A8P cale: 0.5047 Truss: J i V , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344885 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown �. i^corporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c, and at 10' o.c. respectively unless braced throughout their le3th; y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheath! C)and/or drywaIt C . 3. 2. Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non,comosive environment, design loads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate dminage is provided. 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 603" EXP. 0E 130/16 FC ll.. �j gTF�FCALIFO C� IIII! SP WABRI r e(Srrr mpuce put D LUMBER SPECIFICATIONS TC: 2x4 OF H16BTR BC: 2x4 OF N16BTR WEBS: 2x4 OF H1dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 4-00-00 4-00-00 < 12 3.00 c-- TRUSS SPAN 4'- 2.2" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-02-03 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -1v; 1-06-08 2-07-11 <PL:19-06-06 1PROVIDE FULL BEARING;Jts:1,4,3 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -826) 766 1-4=(0) 0 1-2=(-1967) 2012 2-3=(-1892) 1919 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -513/ 689V -2000/ 2000H 5.50" 0.73 OF ( 625) 1'- 3.8 0/ 9V 0/ OH 5.50" 0.01 OF ( 625) 4'- 2.2" -532/ 657V -2000/ 2000H 1.50" 0.70 OF ( 625) BRG @ 0'- 0.0 0.73 DF/ 1.13 HF/ 1.08 SPF BRG @ 1'- 3.8" 0.01 DF/ 0.02 HF/ 0.01 SPF BRG @ 4'- 2.2" 0.70 DF/ 1.08 HF/ 1.03 SPF JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A90 Scale: 0.6152 Truss: ri DES. BY: AM DATE: 12/9/2015 SEQ.: 6344886 TRANS ID: 432787 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown �. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' O.C. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or dryw.II$C). 3. 2x Impact bridging or lateral bracin8 required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.010 @ 3'- 9.5 Allowed = 0.084" MAX DL CREEP DEFL = -0.008" @ 3'- 9.5" Allowed = 0.126" MAX TL CREEP DEFL = -0.019" @ 3'- 9.5" Allowed = 0.126" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.011" MAX HORIZ. LL DEFL = 0.014" @ 4'- 1.4" MAX HORIZ. TL DEFL = 0.015" @ 4'- 1.4" GOND. 2: 2000.00 LBS SEISMICLOAD. Wind: 110 mph, h=20.5ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 60384 * EXP.06130/16 �2/9/i5 1s� C1V(� ��P � 0 CAl- This design prepared from computer input ibi. - S SPJM'ABRI� (SE- M, LUMBER SPECIFICATIONS TC: 2x4 DF 01&BTR BC: 2x4 OF H1&BTR WEBS: 2x4 DF 01&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. DON. LETINS: 1-00-00 0-00-00 iC, 14 12 3.00 0 TRUSS SPAN 6'- 8.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = ' 7.0 PSF TOTAL LOAD = 48.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 61- 8.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-08-13 M -2x4 6-08-08 L<PL:10-00-12 6-07 >PL:10-04-04 > io 0 C. N CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -61) 115 1-4=(-496) 500 1-2=(-548) 424 2-3-(-269) 270 3-4=(-268) 21 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 465V -500/ 500H 3.50" 0.50 OF ( 625) 6'- 8.5" 0/ 380V -500/ 500H 1.50" 0.14 DF (1782) BRG @ 0'- 0.0 0.50 DF/ 0.76 HF/ 0.73 SPF BRG @ 6'- 8.5" 0.40 DF/ 0.62 HF/ 0.60 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.061" @ 0'- 10.9" Allowed = 0.210" MAX DL CREEP DEFL = -0.071" @ 0'- 10.9" Allowed = 0.315" MAX TL CREEP DEFL = -0.132" @ 0'- 10.9" Allowed = 0.315" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.071" MAX HORIZ. LL DEFL = 0.004" @ 01- 3.5" MAX HORIZ. TL DEFL = -0.004" @ 01- 3.5" COND. 2: 500.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - A91 Scale: 0.5411 Truss: JM r/ , DES. BY: AM DATE: 12/9/2015 SEQ.: 6344887 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction n 2• Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing h; y T o.c. and at 10' o.c. respectively unless braced throughout their I 'C).' continuous sheathing such as sheathing(TC) and/or drywallll'C the overall structure Is the responsibility of the building designer. plywood . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until ager all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used In a non-oorrosive environment, design bads be applied to any component. and are for *dry condition of use. 5. CompuTws has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation o(componenls. 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC:2x4 OF III&BTR BC: 2x4 OF ill&BTR WEBS: 2x4 OF 1j1&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. M -2X8+ M -2x8+ * 2X10 OF #1&BTR i =M -4x4 0 0C.1:1' < -M-9x9 M -2x4 ( 1-09-04 <PL: 0-00-00 M -2x4 2 0 0 TRUSS SPAN 1'- 9.2" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AB c_1e• n ciao Truss: AB DES. BY: AM DATE: 12/9/2015 SEQ.: 6344888 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their Ion9g�lh by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bra g required where shown + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at ro time should any bads greater than 5. Design assumes trusses are to be used in a non-coaosive environment, design loads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has m control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components.necessary. 6. This design is furnished subject to the limitations set O by 7. Design assumes adequate drainage is provided.rth 8. Plates shall be located on both faces of truss• and their TPI/WTCA in BCSI, copies of which will be furnished upon request. placed so center lines coincide with joint center lines. MiTek USA, IncJC:ompuTrus Software 7.6.7(1 L) -E 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design ared f o ompu i put SPABRI (S `• COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 60384 EXR 06/30/16 \T OFCAL j F CAUF� 1111 M r LUMBER SPECIFICATIONS TC: 2x4 OF #ldBTR BC: 2x4 OF #1dBTR WEBS: 2x4 OF #1dBTR TC LATERAL SUPPORT <= 12"OC. UON BC LATERAL SUPPORT <= 12 OC. UON TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x4 M -2x4 1-10-06 <PL: 0-00-00 M- 2 11118 _eb yu Le a eu LLuar GOfepurer Lnpuc !. SPMWABRI ' (SEM: COND. 2: 180.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - ABA Scale: 0.9597 Truss: lrilLjJ DES. BY: AM DATE: 12/9/2015 SEQ.: 6344889 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unlessotherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of To .c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywallC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed co their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) *C 603U8F4 EXP. CIVI\ CIVIC FOFCA� � j AW1111 .. LUMBER SPECIFICATIONS TC:2x4 OF H16BTR BC: 2x4 OF H1dBTR WEBS: 2x4 OF H1dBTR TC LATERAL SUPPORT <= 12110C. UON BC LATERAL SUPPORT <= 12"OC. UON * 2X10 OF HldBTR =M -4x4 1 M rM m M -2x8+ M -2x8+ l I III 2M -2x4 < 3 4 =M -4x4 M -2x4 1-10-06 <PL: 0-00-00 M = M M M M M TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AC Scale: 0.6188 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344890 TRANS ID: 432787 WARNINGS: GENERAL NGrES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) amt/or drywallp). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, designloads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end installation of components. 6. This design is furnished to the limitations forth by 7, Design assumes adequate drainage is re ad. subject set TPINVTCA to SCSI, copies of which will be furnished upon request. 8. Plates shell be located on both faces of tnnss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This designrepared from computer input b SPW ABRI(SIM im COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. U06130/16 * jFOFCA0 "'1111W = ' r Mr r M = M = M, = M LUMBER SPECIFICATIONS TC: 2x4 DF H1dBTR BC: 2x4 DF H1dBTR WEBS: 2x4 DF H15BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12110C. UON. * 2X10 DF N1dBTR 01 M -2x8+ 2 M -2x6 f M -2x6 L l 1-00-14 <PL: 0-00-00 TRUSS SPAN 1'- 0.9" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AD Scale: 0.6166 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344891 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unlessotherwisenwted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorperatlon of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at s the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their le th by ;3h the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown + + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a nonFconosive environment, design bads be applied to any component, and are for "dry condilon of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequatedrainage is revldad. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This designe red f oro omput put Jim SPJW'ABRI° (S VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX HORI2. LL DEFL = 0.000" @ 0'- 9.4" MAX HORI2. TL DEFL = 0.000" @ 0'- 9.4" COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. r U06130116 *CIV FCACIVIOFCAUFo 161111 = M LUMBER SPECIFICATIONS TC: 2x4 DF H1&BTR BC: 2x4 IF 01&BTR WEBS: 2x4 DF H1&BTR TC LATERAL SUPPORT <= 12110C. UON BC LATERAL SUPPORT <= 12110C. UON * 2X10 DF 01&BTR A 2X6 DF SS M M -2x8+ =M -6x6 3 M -2x6 M -2x6 0-06-08 1-03-14 <PL: 0-00-00 on 'm w M M " TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AE Scale: 0.5510 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344892 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th b y continuous sheathing such as plywood sheathing(TC) and/or drywalC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a mm -corrosive environment, design loads be applied to any component. and are for 'dry condition of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabricotion, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage Is provided. 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design reoared from computer inno put b SP�ABRI(SB- M im COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. om IIII .SPIMABRI r_ (S rFr computer input LUMBER SPECIFICATIONS TC: 2x4 DF N16BTR BC: 2x4 DF 416BTR WEBS: 2x4 DF N16BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. * 2X10 DF 016BTR 1 M -6x10 < M -2x8+ 2 M -3x4 M -3x4 1-03-06 <PL: 0-00-00 0 0 TRUSS SPAN 1'- 3.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AF Scale: 0.9999 Truss: JL -&L DES. BY: AM DATE: 12/9/2015 SEQ.: 6344893 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unlessotherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of arxf et 10' hin respectively unless bathed throughout their le th by 2' continuous continuous sheathing such as plywood C). the overall structure is the responsibility of the building designer. aired here s own +drywall 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition of use. 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supporta shown. Shim or wedge if fabrication, handling,necessary. shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.9" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.9" COND. 2: 200.00 PLF SEISMICLOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. U06/30/16 * FOFCAL\Fo A11111.. LUMBER SPECIFICATIONS TC:2x4 DF #16BTR BC: 2x4 DF #ldBTR WEBS: 2x4 DF #1d BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12 OC. UON. M -2x8+ * 2X10 DF #1dBTR 0 0 -M-5x5 < M -2x8+ M -2X4 1-10-06 <PL: 0-00-00 M -2x4 k TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AG Scale: 0.5254 Truss: JC—&%,W DES. BY: AM DATE: 12/9/2015 SEQ.: 6344894 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the res responsibility of the erector. Additional permanent bracing of 2 o.c. and at 10' o.c. respectively unless braced throughout their lengQth by continuous sheathing such as plywood sheathing(TC) and/or drywal&). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + * 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners.are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corusive environment, design bads be applied to any component. and are for'dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabdcotion, handling,necessary. shipment end installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Th' esign red from comput. nput _ SP 'ABR1 4- COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/p\ C 60384 * EXP. 06130/16 /Z/7l/$ S� CMI �P 9TFOFCAUF��/ 16 111 M M r= M= w M LUMBER SPECIFICATIONS TC: 2x4 DF 01dBTR BC: 2x4 OF HI&BTR WEBS: 2x4 OF H13BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. * 2X10 OF H16BTR M -2X8+ M -2x8+ 0 0 -M-5x5 24 M -2x4 t � 1-09-04 <PL: 0-00-00 M -2x4 TRUSS SPAN 1'- 9.2" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 46.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AH Scale: 0.4828 Truss: AH DES. BY: AM DATE: 12/9/2015 SEQ.: 6344895 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their le lh b y continuous sheathing such as plywood sheathing(TC) and/or drywerlc). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge If fabrication, handling, shipment and installation of components.necessary' 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design pre ared from comput i ut SPMABRIM (SB_ COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. IIISP1JWRIpr( (SBro_mpu sift Din LUMBER SPECIFICATIONS TC: 2x4 OF N16BTR BC: 2x4 DF 016BTR WEBS: 2x4 DF 1116BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. 2X10 DF N16BTR M -2x8+ < M -3x4 M -3x4 1-02-14 <PL: 0-00-00 0 0 To TRUSS SPAN 1'- 2.9" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AJ,_,_ n sn,s Truss: AJ DES. BY: AM DATE: 12/9/2015 SEQ.: 6344896 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' O.C. and at 10' o.c. respectively unless braced throughout their length; y continuous sheathing such as plywood sheathirg(TC)and/or drywallgi the overall structure is the responsibility of the building designer. . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until ager all bracing and 4. Installation of truss is the responsibility of the respective controctor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-conosive environment, design loads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by B. Plates shall be boated on both faces of truss, and placed so their center TPI/WTCA In BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(f L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.4" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.4" COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/o\ C 60384 * EXP. 06/30/16 i2/i/i5 CIVIL �/ IIISPP de DRlpreoare ( Brom comput ut b� LUMBER SPECIFICATIONS TC:2x4 OF H1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12 OC. UON. M -2X8+ 2X10 DF N1&BTR M -2x6+ 1 -M-5x5 < I M -2x4 1-02-14 <PL: 0-00-00 M -2x4 TRUSS SPAN 1'- 2.9" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AK Scale: 0.6162 Truss: AK DES. BY: AM DATE: 12/9/2015 SEQ.: 6344897 TRANS ID: 432787 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. inwrpore ., of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the tap and bottom chords to be laterally braced el is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their tenth; y continuous sheathing such as plywood sheathing(TC) aralfor drywall$$ . the overall structure is the responsibility of the building designer. 3. 2x Impact budging or lateral bracing required where shown + + 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a nor,conUsive environment, design bads be applied to any component. and are for 'dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handli ng, shipment and installation of components. necessary. 7, Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA, IncJCompuTnus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connectionsand attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. *F 60384 EXP.06/30/16 OFCAUF� � j INJI M M M M r M i M M = M M LUMBER SPECIFICATIONS TC: 2x6 DF SS BC: 2x8 DF 225OF TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. 0 0 0 I 0 1-1 C4 TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 46.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD'LIVE LOADS ACT NON -CONCURRENTLY. M -2x8+ M -2x8+ 1-10-06 <PL: 0-00-00 0 I 0 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AScale: 1.0515 Truss: &-aW L DES. BY: AM DATE: 12/9/2015 SEQ.: 6344898 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. 8uider and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters drown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the res nsibili of the eroctor. Additional po ty permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood aheathirg(TC) and/or drywall$C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is (he responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-conosive environment, design loads be applied to any component. and are for 'dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINVTCA In BCSI, copies of which will be furnished upon request, lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncXompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer in ut b COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note:.Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/O\ C 60384 * 06130/16 �z/9l�5 L�CAR CIV1� �P OFCAOFS INIM M M M M M M M M = M M LUMBER SPECIFICATIONS TC: 2x4 OF 111dBTR BC: 2x4 OF #1dBTR WEBS: 2x4 OF #1dBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. �� TRUSS SPAN 1'- 8.9" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x4 M -2x4 1-08-14 <PL: 0-00-00 M- JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AN Scale: 0.8286 Truss: JL—&&'J DES. BY: AM DATE: 12/9/2015 SEQ.: 6344899 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of at respectively unlessthroughoutlen ih by F.nous andlor the overall structure is the responsibility of the building designer. dein cont sheathing suh assheathin n9 plywoodg( rywall(�C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a rwnonosive environment, design bads be applied to any component, and are for -dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication. handli ng, shipment end Installation of components. necessary. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be looted on both faces of truss, and placed so their center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design pre ared from computer in ut b _ SPA�RRT (S� m COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.9" TC: 2x4 IF H1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 IF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF N1&BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-06-14 NI N M -3x4 M -2x4 2-06-14 <PL: 0-00-00 M -3x4 N O I M O :s JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AScale: 0.6776 Truss: JW -&i DES. BY: AM DATE: 12/9/2015 SEQ.: 6344900 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 214 compression web bracing must be installed where shown «. moarpomtlon of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of To. . and at 10' o.c. respectively unless braced throughout their len lh b y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and am for *dry condition' of use. 5. CompuTnus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design pre aced from computer in ut b - SPF�9BRI(SBi. - COND. 2: 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connectionsand attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ESS/O\ q1 C 60384 * EXP. 06130/16 iZ/i/i5 tS� clvl\� �TFOFCAI.VF III M - This design prepared fromputer input b� SPABP.Z (SB) _ LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF 016BTR WEBS: 2x4 DF N1&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. CAN TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x4 M -2x4 a M -3x4 L L 1-10-06 <PL: 0-00-00 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AQ Scale: 0.8286 Truss: J;—iV DES. BY: AM DATE: 12/9/2015 SEQ.: 6344901 TRANS ID: 432788 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporet'ron of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywalllC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) COND. 2., 200.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. U06/30/16 * FOFCAUF�� -M-5x5 * 3 < L L 1-10-08 <PL:10-00-12 Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load durationfactor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. �o t M -2.5x4 or equal at non-structural diagonal inlets. � Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. * PROVIDE CONNECTION OF TRUSS TO BEARING PLATE FOR UPLIFT SHOWN. PROJECT ARCHITECT/ENGINEER OF RECORD MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AR Scale: 0.5296 Truss: &. ii% DES. BY: AM DATE: 12/9/2015 SEQ.: 6344902 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes rPAs BR Are a B) pur=e u� uM SPA BRIC (SB) LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.5" 2. 2x4 compression web bracing must be installed where shown +. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 01dBTR LOAD DURATION INCREASE = 1.25 is the responsibility of the erector. Additional permanent bracing of 1-2=(-155) 157 3-4=(-302) 304 1-3=( -106) 11 2-4=(-1478) 1422 BC: 2x4 DF H1dBTR SPACED 24.0" O.C. 4. No bad should be applied to any component until after all bracing and 3-2=(-1487) 1476 WEBS: 2x4 OF 1116BTR 5. Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are for *dry condition of use. 6. Design assumes full bearing at ell supports shown. Shim or wedge if n 5. CompuTrus has no control over and assumes o responsibility for the LOADING fabrication, handling, shipment and installation of components. 6. This design is furnished to the limitations forth by BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TC LATERAL SUPPORT <= 12"OC. LON. LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12"OC. LON. DL ON BOTTOM CHORD = 7.0 PSF 0'- 0.0" -1416/ 1488V -338/ 337H 5.50" 1.59 OF ( 625) TOTAL LOAD = 48.0 PSF 1'- 10.5" -1415/ 1491V -338/ 337H 5.50" 1.59 OF ( 625) A 2X6 OF 1116BTR A =M -5x$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 0'- 0.0" 1.59 DF/ 2.45 NF/ 2.33 SPF M -5x6+ 2 REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 1'- 10.5" 1.59 DF/ 2.45 HF/ 2.34 SPF 1 - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX TC PANEL LL DEFL = -0.002" @ 0'- 11.1" Allowed = 0.076" MAX TC PANEL TL DEFL = -0.004" @ 0'- 11.1" Allowed = 0.113" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.005" MAX HORIZ. LL DEFL = 0.001" @ 01- 3.5" MAX HORIZ. TL DEFL = -0.001" @ 0'- 3.5" -M-5x5 * 3 < L L 1-10-08 <PL:10-00-12 Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load durationfactor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. �o t M -2.5x4 or equal at non-structural diagonal inlets. � Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. * PROVIDE CONNECTION OF TRUSS TO BEARING PLATE FOR UPLIFT SHOWN. PROJECT ARCHITECT/ENGINEER OF RECORD MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AR Scale: 0.5296 Truss: &. ii% DES. BY: AM DATE: 12/9/2015 SEQ.: 6344902 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2• Design assumes the top and bottom chords o.c be laterally braced et c. and at throughoutle lh by is the responsibility of the erector. Additional permanent bracing of cont nuo sheathing such as plywoodisheathing(TC)nless detr all C) the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required re hown +++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are for *dry condition of use. 6. Design assumes full bearing at ell supports shown. Shim or wedge if n 5. CompuTrus has no control over and assumes o responsibility for the necessary. fabrication, handling, shipment and installation of components. 6. This design is furnished to the limitations forth by 7. Design assumes adequate drainage is provided. subject set TPIIWfCA in SCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of truss, end placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA, IncJCornpuTrus Software 7.6.7(1 L) -E 1o. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IYVi`N 11 M M M M M M= M= M = M LUMBER SPECIFICATIONS TC: 2x4 OF 016BTR BC: 2x4 OF #1d BTR WEBS: 2x4 OF #1dBTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. M -2x8+ 2X10 OF #1&BTR M -2x8+ -M-5x5 < M -2x4 L L 1-10-06 <PL: 0-00-00 TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AS Scale: 0.4745 Truss: ri %a# DES. BY: AM DATE: 12/9/2015 SEQ.: 6344903 TRANS ID: 432788 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, InclCompuTrus Software 7.6.7(1L) -E GENERALNOTES, unlessolhenvisenoted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -contusive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage isprovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer in ut b ilm _ SPAIWP.IC= (SB)_ � COND. 2: 180.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connectionsand attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. LUMBER SPECIFICATIONS TC: 2x4 OF NI&BTR BC: 2x4 OF HI&BTR WEBS: 2x4 DF H1dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. < TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x4 M -2x4 1-10-06 <PL: 0-00-00 M- JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AT Scale: 0.8841 Truss: ri j DES. BY: AM DATE: 12/9/2015 SEQ.: 6344904 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown + incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bred of ry n9 To. . and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywalftBC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used In a non -corrosive environment, design bads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and Installation of components, necessary. 7' Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �•, SPA=IBRI= (SB)= M - COND. 2: 180.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. U06130116 *OECAL\FE 1■ 11 M M LUMBER SPECIFICATIONS TC:2x4 OF ffl&BTR BC: 2x4 DF HldBTR WEBS: 2x4 DF fildBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. M -3x4 1 1-11-14 <PL: 0-00-00 _ M- M = SPA BRIO (SB)_ M M TRUSS SPAN 1'- 11.9" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = - 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -2x4 2 M- JOB NAME: Perkel Residence -.Hideaway Lot 37-38C - AU Scale: 0.8841 WARNINGS: GENERAL NOTES, unless otherwise noted: AU 1. Builder and erection contractor shouldbe advised of all General Notes 1. This design is based onlyupon the parameters shown and Is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY • AM - 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of 2• Design assumes the top and bottom chords to be laterally braced at To. c. and at 10' o.c. respectively unless braced throughout their length; y DATE: 12/9/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywalllltBC . 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344905 4. No bad should be applied to any component until ager all bracing and fasteners bads than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 432788 are complete and at no time should any greater design bads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center in BCSI, copies of which will be furnished upon request lines coincide with pint center lines. II I I II II I III VIII 11111111111 IIIIIII INTPIM/TCA 9. Digits Indicate see of plate m inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mrrok) Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Desiqn checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. LUMBER SPECIFICATIONS TC: 2x4 DF 111&BTR BC: 2x4 DF H1&BTR WEBS: 2x4 DF 111&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. 0 t N TRUSS SPAN 1'- 4.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M -3x6 M -2X4 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1 2 I I — I ( < 3 4 M -2x4 M -3x6 1-04-06 <PL: 0-00-00 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AV Scale: 0.9466 Truss: JL -'J6 V DES. BY: AM DATE: 12/9/2015 SEQ.: 6344906 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at unless bra le th by (TCuard/or Is the responsibility of the erector. Additional permanent bracing of continuo s sheathing such a(s plywood shwthively deir in aIBC ) the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required were shown + � 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-conusive environment, design bads be applied to any component. and ars for 'dry condition" of use. 6. Design assumes full bearing at all supporta shown. Shim or wedge if S. CompuTnrs has no control over and assumes nor responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided, 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) COND. 2: 180.00 PLF SEISMIC LOAD. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. *FU06130/16 FCAL�F � � jO LUMBER SPECIFICATIONS TC: 2x4 DF H16BTR BC: 2x4 DF 016BTR WEBS: 2x4 OF 01dBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. < TRUSS SPAN 1'- 7.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x6 M -2x4 1-07-06 <PL: 0-00-00 JOB NAME: Perkel Residence - Hideaway Lot 37-38C — AW Scale: 0.8841 Truss: &--J6W11 DES. BY: AM DATE: 12/9/2015 SEQ.: 6344907 TRANS ID: 432788 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/W7CA in SCSI, copies of which will be furnished upon request. MiTek USA, InclCompuTrus Software 7.6.7(1 LYE GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual buildi� component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lelth y continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) (SB)�,e,....!�•.,. Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. U06/30/16 * FCACIVIFOFCAUF�� Will -' .S P1SA�BRIpr(we(SBroMmpuceiiw oim LUMBER SPECIFICATIONS TC:2x4 DF #16BTR BC: 2x4 DF #16BTR WEBS: 2x4 DF #ldBTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12110C. UON. O < TRUSS SPAN 2'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 3.00 c--- M-2x4 <PL:10-00-12 2-00 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-239) 230 1-3=(-352) 354 2-3=(-205) 153 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -132/ 241V -360/ 360H 5.50" 0.26 DF ( 625) 2'- 0.0" -147/ 217V -360/ 360H 5.50" 0.23 DF ( 625) 3. Additional temporary bracing to Insure stability during construction BRG @ 01- 0.0" 0.26 DF/ 0.40 HF/ 0.38 SPF is the responsibility of the erector. Additional permanent bracing of BRG @ 2'- 0.0" 0.23 DF/ 0.36 HF/ 0.34 SPF the overall structure Is the responsibility of the building designer. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.0" Allowed = 0.115" MAX TC PANEL TL DEFL = -0.002" @ 0'- 8.2" Allowed = 0.172" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.002" and are for "dry condition' of use. MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5" 6. Design assumes full bearing at all supports shown. Shim or wedge if MAX HORIZ. TL DEFL = -0.001" @ 0'- 5.5" 7. Design assumes adequate drainage is provided. COND. 2: 180.00 PLF SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), MiTek USA, IncXompuTrus Software 7.6.7(1 L) -E load duration factor=1.6, Endvertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AX Scale: 1.1390 Truss: DES. BY: AM DATE: 12/9/2015 SEQ.: 6344908 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unlessotherwlsenood: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' O.C. and at 10' o.c. respectively unless braced throughout their lenQlh by continuous sheathing such as plywood sheathing(TC) and/or dryl(eC). wa the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design toads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components.necessary. 6. This design is furnished to the limitations forth by 7. Design assumes adequate drainage is provided. subject set TPI/WTCA in SCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of tmss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncXompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x8 OF 225OF BC: 2x8 DF 225OF TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12 OC. UON. Unbalanced live loads have been considered for this design. M -2x8+ 1-10-06 <PL: 0-00-00 TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. I� 0 M -2x8+ 0 JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AY Scale: 1.0000 Truss: AY DES. BY: AM DATE: 12/9/2015 SEQ.: 6344909 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporel'wn of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.nc. and at 10' o.c. respectively unless braced throughout their len th by the overall structure is the responsibility of the building designer. contiuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment end installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digitsindicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 Q -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input inm SPAIWRIIM (SB an M Note:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.5" TC: 2x4 OF HI&BTR; LOAD DURATION INCREASE = 1.25 2x6 OF SS T1 SPACED 24.0" O.C. BC: 2x4 OF 016BTR WEBS: 2x4 DF H1dBTR LOADING LL( 20.0)+DL( 21.0) ON TOP CHORD = 41.0 PSF TC LATERAL SUPPORT 24"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 48.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL NOTE: 2x4 BRACING AT 24"OC DON. FOR 1-09-03 0-06-05 REQUIREMENTS OF CBC 2013 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0-09-08 1-01 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 3.00 0 :M -6x6 1-10-08 <PL:10-00-12 M -2x4 0 I O ti M -3x4 SP1Jl�ABF.Ipfi e(SBLourmpuu i u[ niM CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-79) 86 4-5=(-207) 215 1-4=(-127) 3 5-3=(-173) 0 2-3=(-54) 64 4-2=(-266) 238 2-5=(-320) 295 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -192/ 268V -337/ 337H 5.50" 0.29 OF ( 625) 1'- 10.5" -186/ 278V -338/ 338H 5.50" 0.30 DF ( 625) BRG @ 0'- 0.0" 0.29 DF/ 0.44 HF/ 0.42 SPF BRG @ 1'- 10.5" 0.30 DF/ 0.46 HF/ 0.44 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ 1'- 4.5" Allowed = 0.032" MAX DL CREEP DEFL = -0.000" @ 1'- 4.5" Allowed = 0.048" MAX TL CREEP DEFL = -0.001" @ 1'- 4.5" Allowed = 0.048" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.000" MAX HORIZ. LL DEFL = 0.000" @ 1'- 7.0" MAX HORIZ. TL DEFL = 0.000" @ 1'- 7.0" COND. 2: 180.00 PLF SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=12.6,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: Perkel Residence - Hideaway Lot 37-38C - AZ Scale: 0.6907 Truss: ri(� DES. BY: AM DATE: 12/9/2015 SEQ.: 6344910 TRANS ID: 432788 WARNINGS: GENERAL NOTES, unlessotherwisenoted: i. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their leth by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-conosive environment, design loads be applied to any component. and are for *dry condition of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7- Design assumes adequate drainage Is PProvided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces o(=a. and placed so their center TPIAWCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ® g °i • o w ° 3 30� m m°i O cow l yv3 3a =��o �� cmn3 110 g zaln� 3 0 `-` yam m o'&¢olohmm oadnd© _ • • o'•-. f ��o c�mo1> nia N Q 1►1 ovG1tn 30 a° OO dorc ��. a4 �N `�'gao¢�`m�'- ;_-NgE•m� cr? $"� �Z o$^'N-� omo..o��t �°s'm`�10 'm^ 10 * 0 mAo-a7D0 c � n d d O In �' � � O N ° � OT N N < N.:, fp 1p N � � O O�- mac �a a� 0 p^ o "� ?�a�.z•� � a (�•1 d H C O¢ � N ° an 3 a�-I 1 1 i 3�°oa o Ort UI E. 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U%V1 �i(A 3 N Om = Rb, °o3 nT n 4 30=3'p lb oa�am n 3 3 3 3 q'3' NR 3= a- A. g �s a aW m� oao� Et �a W+ 2 � "o dao- m j+ 0 J m (p A1-0 N R o..o aL ad = m L7 N n vi d n G 01 tOi1 N lb d o3'�1'0 a >• ronl°nmQlb �a °Ol y � N 1p 3 a ° V/ y 03 •' ti-zi 3J oro 2R0 i d w 3 m w r 0'f%i w`F°-o w d AZ o ,vo La vPi c O O � A T y rb o O -•� o c0 � 0 0 3 g o a F a s j� a� 3� m p� +V CU na NA_ a O OIN W-� 3 3 - 3 � o O 3 F ¢ N 3 3 x F j ° <—Depth, D—sl 1303 V/ y 03 •' ti-zi 3J oro 2R0 i d w 3 m w r 0'f%i w`F°-o w d AZ o ,vo La vPi c O O 3 N3 A Iqn a3 c c0 � rAi10 �o AAN aw a D o 3� 3 A 3+ 3 A 3 N3 A o p� +V d01111N NA_ t°W OIN W-� 3 3 - 3 3 3 3 3 3 3 3 3 N 3a 3n13m 3a 3m 3' 30=3'p m O 3 3 3 3 3 3= pry dN VN VN OlN (T+ A+ W+ 2 � "o w3N3o3.`N°3.°¢03.°d0-3 j+ J m 3 3.°A'36 = m m m m m_ m== w w w= m w m m= m FOR GABLE ENDS UNDER 6'•1' IN HEIGHT 06319n COrlf Wn* m Main Windfome-Ra5lating t SYatom 8126 Comporwnts and Cladding erlerla. " M.NIMUM GABLE STUD GRADE- 2X4 STUD GRADE DOUGFIR W:nd. Vult.=115 mph max, h=30ft max, ASCE 7-10 ® CONDIMON2 (All Heights), Enclosed, Cat 2, Exp 3 or C. M'iTek PROGABLE END LIDO D OOR DTH MAY RESIST LP 70 180 PLF DRAG LOAD, Load Duration Factor=l. 6. 180 PLF IS ATTACHED TOONE FACE_ STSHEAR RESISTING UCCOIAL MUST BADEE ATTACHEDATEToE NIST ///------ GABLE END ACCORDANCE WITH IBC TABLE 2908.4.5. 2 GABLE END / SUPPORTING ADEQUATELY ANDCONTINUOiISLYCONNECTED TO INOBEAAINOWALL. - M.25x4 (2) M (2) 1 E— (2) BRACING FOR GABLE END DRAG GABLE SOC (- 6'-t' DES. BY: MJ DATE' 3/19/2015 SEQ.: 6212763 TRANS ID: 419298 C1C2023/IBC20I2 2>r4 BRACE AT 16'-W oz. OR AT CENTERLINE. ATTACH WITH 16d NAILS SHOVNJ IN (): STRUCTURAL TRUSSES PLATE M-2: I I OFF S TU D CUTOUT FOR 44 OUTLOOKER 1z1 ADD— ATTACH VIATH 8d NAILS AT 9' o.e. 402 OUTI OCK R D TAI c • CENTER VERTICALS VARY AS REQUIRED BY VENT 812E OR OUTLOOKER CUTOUT FOR 44 OUTLOOKER OVER —c�sos8a EXP 4p C 10. �OFCAU�a� 3/f q/.5 FOR GABLE ENDS OVER&A' IN HEIGHT Design conforms to Main VAndforce•Resisting M i Te k® - MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG -FIR System 0180 Components and Cladding criteria. GABLE STUD SPACINGI6'oc Wind: Vult.=115 mph max, h=3Dft max, ASCE 7-10 ^~' (All Heights), Enclosed, Cat 2, Exp B or C. j M ! Load Duration Factor=1.6. I W -W 0.6 MAX M.2.5xA — 1—LCV m1, log DRAG GABLE 90C (+ 6'.1') DES. BY: MJ DATE: 3/19/2015 SEQ.: 6212764 TRANS ID: 419298 CBC2013/1BC2012 PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHEDTO ONE FACE. STUCCO MUST BEATTACHEOIN ACCORDANCE WITH IBC TABLE 2906.7. 2 GABLE END TRUSS ISADEOUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. SHEATHING TO GABLE END 2x4 BLOCKS WITH 3.164 NAILS EACH END I. i ad NAIL AT 6' O.C. GABLE STUD 1�16d 16d at 24' o.c. r 6d NAIL AT 6' C.C. NOTCHED PER OUTLOOKER SPACING 2x4 BRACE 441TH 4-16d NAILS 1 2x4 BLOCK WITH 2.16d TOE NAIL EACH END. 2.16d 2-1ed z -16d 16d at 24• 0 a , i ' r== i= r M=== M i M M=== /'r-oMpuTrus, Inc - Custom Software Engineering Manufacturing Plate Pitch A 2.82-3.00 M-30 M -3x5 M -3x8 3.00.4.50 M -3x8 M -3x5 M -3x8 4.506.00 i M -3x6 M -3x5 M -3x8 Deflection Criteria: Live toad = L/240 Dead Load = U180 12 2.82-6,00 V", Extensions must be supported every 4-M max. Extensions maybe plated as shown for additional length Use M-34 plate for 2x4 lumber, M-54 for 2x6. Jr Varies with pitch 0 - Do not overout ripped chords. -- --1_____1_____1 0 § - Shim all supports solid to bearing 2x4, 2)6.2x8, 2x10 block FL grade Refer to Max Setback Lumber Grades TC LUDL Max Setback TC LL/DL Max Setback / R = 347# max. W =1:5' min. -4 over 2 supports —:- R = 6941! max. W =1.5" min. SPF1650F(1.5E) 2017 = 27# `8-8-0 2014 = 34# •8-0-0 SPF2100F 1.8E) 2017=279 •8-10-0 20/14 = 34# •-8-4-0 Note: Max Setback is from inside of bearings. FLE NO: Hip Raker -2x8(1.25) DATE: 07/01 /09 SEO: 2787668 ®C 20091CBC 2010 Note: Conventional framing Is not the resporsibility of the truss designer. plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regardirg conventional framing. ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CompuTrus. Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT 1 24' L 24? L 24' 1 L 24• L 24• L 24• L 24 l NOTE REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24° o.c.) L 24' L 24' 1, 2V L,30. cleat L 2V l 24• L 24• l Section A -A FILE NO: 30" ATTIGACCESS DATE: 07/23/08 REF: 25-1 R 7117114 W CSC2013/I8102012 SEQ: S5480563 Ladder Frame Between trusses with 2x4 W 48' o.c. Section A -A (bottom view) Q�OF ESSfOM� O� EXP. * �l"�f 9" �rFOF C /'C!!nPUTrUEi, lnc. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf 3-11 L I, Bottom chord of Hip 2'-0" oc typical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 SEQ: S5480564 Hip No. 1 truss 3-10d r 1 DETAIL FOR COMMON AND END JACKS T M1 1 /SAC - 8 -20PSF 8/31/2005 =PAGE1 t 1 rnwcaunutms tysq l AUNU 24-0 BRACING 'Tek Industries, Inc. ©TCLt 20.0 fates Increase las TCOL 16.0 umber 1=21-10las TOP CHORD Sheathed. Western Division BCta 0.0 Rep Stress Ina YES BOT CHORD Rigid ceiling directly applied - SCOL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No -1 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 LENGTH OF EXTENSION AS DESIGN REQ`D 20'-0' MAX SPLICE CAN ETHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT�PUCE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131'X3.0' MIN) NAILS (d 3- O.C. 2 ROWS •2-0-0 I 94-0 -� NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 / PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2'r MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON VVIRE (0.162'0IA X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-W O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W711 164 COMMON WIRE (0.16rDU- X 3.5• LGT) TOE NAILS CONN. W12I6dCOMMON WIRE (0.62'DUl X3.5 -LIST) TOE NAILS 8.00 eOA 640 l EXT. — .2_0.0 4-0-0 I 2-00 EXT. 1 r—�- EXT. 2-0A .- EXT. 2.0-0 .....-... ' 1 CONN. Wr3 16d COMMON WIRE (0.f6ZVLk X 3.5-LGT) TOENAILS 1C' / - BOTTOM CHORD LENGTH MAY BE 2'-W 3X4 ' OR A BEARING BLOCK CONK W/216d COMMON WIRE(0a62"OIA. X 3.5) LGT TOLE NAILS OR SEE DETAIL MILSAG7 FOR 2.0.0 8.0-0 PRESSUREBLOCIONG INFO. FESS/ r NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT.01) W 6686 FTI a A ,t EXP. CI0- L WAR.V77G • V—ffy d-16,. p. --t— and RPwO NnTES ON THIS AND rNCLUOED AVTEX R6F'J' •}:NG; PACE 12274472 BFMJU. FSP.. 777.' Greenback Lane t Oe:ipn vafd for ustr ony v i:h Wek eerusecfors. Fhis design it based my vpon pororreser, shown. and a for on ind.•idvat bukfir g component. Sate 109 i� �! �® Applcobhly d design pa�ornenters and poper inz-orpnollon of Component is responsibilily of bulding designer -not 4ua dasi0ner, Ncaru2 sJsown Gnus HsIfhla' CA 11561: INE r v IV Ieteral suppart of i#%e-iduo! web mer,b . ony. Ad611011d lootporory broking to Bruce suDiFuy durtnp eonthucIfon B the responssWly of fhr I }I �pE WOCtar. Addi!;.0A0' p&tnin*nl txdCng of 0v* o,,wort structure a the retpansaAfy of flre bu"rv4 desgnet. Fp general guidonea mgaroing KS� it f Iobriccliio . avou y conl+ot tlaoge, defvery. erection and br king. COF-11 ANSI/11111 Ouallty Cnledo, 05S•69 and SCSI1 Bulldlno C—ponent Soffj i•j'es+ y I — •ly Wormetimt ovoinbtc :rom Loss Plate kr:ilvte.:43 YOnolnd Drive. Madison $37 on Wl 19. �Y l 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 @ D/_100 MTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing C=o is impractical. T -Brace / I -Brace must cover 90% of web length. L] Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o,c. Note; Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WEB ls SPACING \\\-A i T•BRACE Nails � Section Detail T -Brace Web Nails Web I -Brace Nails Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace T -Brace I I -Brace must be same species and grade (or better) as web member. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace T -Brace I I -Brace must be same species and grade (or better) as web member. FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL I ST-VALLEYI c:= @ MTrek USA, IIIc. RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS MiTck USA, Inc. / POST (24' O.C.) V^� ,, ,�, GABLE END, COMMON TRUSS rLHIV OIZU I IVIV TRUSS MUST GENERAL SPECIFICATIONS BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING - I' ------ P � i a R it t ' TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) II )i 11 11 1� II i it 11 D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) II fi it ;� ASCE7.10 115 MPH (MWFRS 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5' X.1 31 . -) NAILS. ESSin.. S. SET 2 x 6 H2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' OA.. BEVEL. BOTTOM OF QRoF 1 VALLEY PLATE POST SHEATHING WITH (3) 10d (3' X.131 -NAILS. ( SEE NOTE #4) 8. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE HOARD. MAXIMUM RAFTER SPACING IS 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5' X TOE -NAILS. W 8 4 .131') FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3)16d (3.5' X.131-) TOE -NAILS. m a: 1: h ;I POST 11 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. VALLEY RAFTERS SEEN -1 .#8) WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3' X.131-) NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5' X.131') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN ( SEE NOTE #2) U—LJ—L (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6' O.C.. PLAN DRAWING POST (24' O.C.) V^� ,, ,�, GABLE END, COMMON TRUSS rLHIV OIZU I IVIV TRUSS MUST GENERAL SPECIFICATIONS BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE ENO, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7.10 115 MPH (MWFRS 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5' X.1 31 . -) NAILS. ESSin.. S. SET 2 x 6 H2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' OA.. BEVEL. BOTTOM OF QRoF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4 )10d (3' X.131 ")NAILS. FASTEN TO.ROOF -)TOE POST SHEATHING WITH (3) 10d (3' X.131 -NAILS. `! 8. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE HOARD. MAXIMUM RAFTER SPACING IS 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5' X TOE -NAILS. W 8 4 .131') FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3)16d (3.5' X.131-) TOE -NAILS. m a: 1: 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3' X.131-) NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5' X.131') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN c YELLOW PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6' O.C.. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE 0= ® MiTek USA, Inc. Page t Of 1 U uLJ D=M MiTek USA, Inc. -Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48."O.C. 72" O.C. RDOF ANLNOR CE LNG DIAPHRAGM. THE DIAPHRAGM 15 TO BE OF-SKGNED BY A OUAUFIED BRACING MATERIALTYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE PROFESSIONAL A B I C D A B C D C 0 101•0' 1610 1886 1886 2829 r�r'Y'?"`-�x�.,'"�'-:i�•vN.r�'.•^b; :rZ'-'�' -�'' 'i``'�•"•'"i, 5''-• t•s-.�!`�?�•,��^:,��. `S.iYK� �R•'. MATERIAL AND SMALL BE INSTALLED 14 SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS �'k �"Z`<:-1., r•%.4•:w .P.L:1�•._'w"y�.�?5�.' 12'-0' 1342 1572 1572 2358 3143 3143 4715 4715 7074 A- CONNECT LATERAL BRACE TO EACh TRUSS WITH 2-0d (0.131'K2-51 NAILS FOR 1.4 LATERAL BRACES, 13 ?t\; 4'T: v :t.4§}^•v<aa;a - x ti «.<lt., s .` �•h r�%'- � INT r .� �` �••1 +r 2 rf`+ •t. -•.'(r 14• -01150 2-10d (0.13/107 NAILS FOR 20 and W LATERAL BRACES AND 3-10A (0.171'0) FOR 290 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 1347 1347 2021 FOR CONTINUITY. 6, FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT Y`'� �-.P iii ��e�rA rt: .+5. �:-.{+h�.y:;Ji,\ .�..�C�.,�.+��-��,.++r•+. Z I. Y'w 2 X 4 N3, STD, CONST (SPF, DF, HF, OR SP) OSB -1119 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI I GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING a BRACING OF METAL PLATE COYNECTEO 16'•0" 1006 1179 1179 1766 '+.• z: l•+•°<' 2358 2358 3536 tii;•.fir:;,.'i"1+T?:-�� 1�•,v'`�., .T, D 2.X 6 B3 OR BMER(SPF, DF, HF, OR SP) 7. REFER To SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 18'-0" 894 1048 1048 1572 ^- y1';'1i °v%y'c�GyS; s�+i ' 3143 4715 r1,':E' •...c._y,xt„ rF .xr''`'4;�`'x.� :�4r+ j 'iiia - hFf-�pi y:N74:�1.�'•a.-\ y ;. 1886 1888 2829 20•-0* 805 943 943 1414 Esq w` ti r -Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERALNOTES I, DIAGONAL BRACING S REGUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE RDOF ANLNOR CE LNG DIAPHRAGM. THE DIAPHRAGM 15 TO BE OF-SKGNED BY A OUAUFIED PROFESSIONAL 1 X4 IND. 45 SP 2. THESECALCULATIONS ARE BASED ON LATERAL SPACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SDE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL AND SMALL BE INSTALLED 14 SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 12 SRB (OF, HF, SPF) AT APPRO7L 45 DEGREES AND SMALL BE NALEA AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-6d 10.131'123') FOR 194 BRACES 2-1 Of (0.131-a 311 FOR 20 cd 2.4 BRACES, MID 3.100 (0.131.91') FOR 2E BRACES. A- CONNECT LATERAL BRACE TO EACh TRUSS WITH 2-0d (0.131'K2-51 NAILS FOR 1.4 LATERAL BRACES, 13 2 % $ X !, STD, CONST (SPF, OF, HF, OR SP) 2-10d (0.13/107 NAILS FOR 20 and W LATERAL BRACES AND 3-10A (0.171'0) FOR 290 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6, FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 N3, STD, CONST (SPF, DF, HF, OR SP) OSB -1119 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI I GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING a BRACING OF METAL PLATE COYNECTEO WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA aM TRUSS PLATE INSTITUTE 1raw.9bciduahY.mm am w .ppaLMO D 2.X 6 B3 OR BMER(SPF, DF, HF, OR SP) 7. REFER To SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. O, TABULATED VALUES ARE BASED ONA DOL .1,15 FOR STABILIZERS: FOR A SPACING OF 24.O.C. ONLY, MITEK'STABIUZER- TRUSS BRACING SYSTEMS CAN BE SUB.STITUTEO FOR TYPE A B, C AND 0 BRACING MATERIAL DIAGONAL SPACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABLQERS MAY B REPUAGEO WITH WOOD BLOCKING. SEE'STA80.QER' rm 9ee un.r•wn lucre1�r9nu r.1enc. ,avnr"lrr eaer.c,r.rwe MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) MINIMUM LUMBER SPECIFICATIONS (DF ONLY) PIGGYBACK TRUSS SPAN UP TO 161- LOAD DURATION INCREASE = 1.25 0.0" MAXIMUM WIND SPEED = 110m h, MAX MEAN ROOF HEIGHT = 20ft. p TC: 2x4 DF #2 BC: 2x4 DF #2 MAX. SPACING = 24.0" O.C. CATEGORY II, BUILDING EXPOSURE B or C WEBS: 2x4 DF STD/STUD ENCLOSED STRUCTURE, GABLE END ZONE LOADING ASCE 7-10, DURATION OF LOAD INCREASE = 1.60 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TOTAL LOAD = 36.0 PSF A stripping required as shown. NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS bottom section of truss with FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- ils and top section with 2-16d ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. d to stripping. Stripping spaced oc maximum. Connections areical loads only. 16'-0" max 4'-0" max 4'-0" max 4'-0" max 4'-0" max M -4x4 4.011 12 12 3to6C:7' a3to6 RS - ROOF SHEATHING TO BE CONTINUOUS M -2x4 M -2x4 OVER JOINT. SHEATHING TO OVERLAP A MINIMUM OF 12" OVER JOINT. M -2x4 M -2x4 RS RS ** ** M -2x4 M -2x4 M -2x4 JOB NAME: STANDARD CAP TRUSS Truss: DES. BY: MJ DATE: 3/16/2015 SEQ.: 6209598 TRANS ID: 419042 11111111111111111111111111111111111111111 III DF TOP CHORD AT STRUCTURAL TRUSS BELOW De ereTb..e uld];ved all neral Notes bs m om e wn+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MiTek USA, Inc./CompuTrus Software +7.5.2.2F(1 Q -Z GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper incorporation of component is the responsibility of the building des!gner. 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bra=== where shown++ 4. Installation of buss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non•oonosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is rovided. 8. Plates shall be located on both feces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) UOC FOF CAL�FO�/ t--- TIMBER PRODUCTS INSPECTION March 16, 2015 Spates Fabricators, Inc. 85 — 435 Middleton Street Thermal, CA 92274 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Spates Fabricators, Inc. is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in -plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. At present, Spates Fabricators Inc. is in good standing and the program is set to be renewed in 2016. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps may be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Inspection Patrick C. Edwards, P.E. Director of Engineering P.O.Box 919 • 1641 Sigman Road • Conyers, Georgia 30012. 770/922-8000 • FAX: 770/922-1290 105 S.E. 124', Avenue • Vancouver, WA 98684. 360/449-3138 • FAX: 360/449-3953 DIVISION: 06 00 00 -WOOD,_ PLASTICS AND COrA?0SITES SECTION: 06 17 53�SHOPfABRICA.TED; WOOD TR-USSES IEPC RI' HOLD _R: MITEK INDUSTRIES, INC. t 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK° TRUSS CONNECTOR PLATES: T118, I.,M% IVITI8H57", M18SHSTM, TL20 AND MT20 ICC IAC . ICC PMG USTE17 Look for the trusted marks of Conformity+ "2014 Recipient of Prestigious Western States Seismic Polirr Council (WSSPC) Award in Excellence" :.C: MI A Subsidiary of CODECOuNC ICC -ES Evaluation Reports are not to be construed as represewirg aesahetscs or any ather ;zW,'hutes not specifically addressed, nor are they to be construed as an andorsemeryt of the subject of the repm•t or a rera-gynendation for its use. t There is no warranty by ICC Evaluation Service. LLC, express or implied, as to any finding, or atlw• .matter in this report, AM or as to any product covered by the report. M= COHTMU= 00M Copyright © 2014 ICC -ES Evaluation Report ESR -1988 www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HS-, M18SHSTPA, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) ■ 2012, 2009 and 2006 International Residential Code® (IRC) ■ 1997 Uniform Building CodeTM (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek®TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. Reissued October 2014 This report is subject to renewal December 2016. A Subsidiary of the International Code Council® 3.2 MiTek® MT18HS'm: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek8M18SHSTm: Model M18SHSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 -inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/e -inch -long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch - width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek® TL20 and MT20Tm: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on ICC -ES Evaluation Reports are not to be constnted as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. Copyright © 2014 C.LA on=uuniu mm` cauem Page 1 of 3 ESR -1988 I Most Widely Accepted and Trusted Page 2 of 3 center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in �/2-inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for the Manufacture of Metal Plate Connected Wood Trusses, shown as Chapter 3 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.6 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members.. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TM plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1988). TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/int/PLATE) LUMBER SPECIES SG I AA I EA IAE EE TL18, MT18, MT18HS-, M18SHSTm, TL20 and MT20TM Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southern pine 0.55 244 192 171 178 For SI: 11b/int = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, Oates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. n 1 ESR -1988 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 MT18HSTM M18SHSTM TL20 AND MT20TM Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the joint)Z Tension @ 0° 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 900 0.52 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with TPI -1 with a deviation [see Section 5.4.9 (e)] (Maximum Net Section Occurs over the joint) Tension @ 00 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @ 901 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values Shear @ 0° 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 30° 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @ 90° 0.49 757 0.52 1052 0.39 1012 0.58 686 Shear @ 1200 0.39 608 0.4 802 0.41 1073 0.42 498 Shear @ 150° 0.45 702 0.37 745 0.33 868 0.5 592 For 51: 1 Ib/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Sections 4.3.3.2 and 6.3.4.1.3 of ANSI/TPI 1. ZMinimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0.125" 0.250" 0.125" 0.375" 6.4 mm 3.2 mm 9.5 mm z 0E W Ci N o0000000000a �� >_ 000000000000 E N o00000O00Ooa Vi9DTH MT18, TL18, MT18HS, M18SHS, MT20, TL20 FIGURE 1 -APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) ICC -ES Evaluation Report ESR -1988 FBC Supplement Reissued December 2014 This report is subject to renewal December 2016 wwwAcc-es.orp 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM, M18SHSM, TL20 AND MT20 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates TL18, MT18, MT18HSTM M18SHSTM , TL20 and MT20, recognized in ICC -ES master report ESR -1988, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2010 and 2007 Florida Building Code—Building ■ 2010 and 2007 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTek® Truss Connector Plates TL18, MT18, MT18HSTM, M18SHSTM , TL20 and MT20, described in Sections 2.0 through 7.0 of the master evaluation report ESR -1988, comply with the 2010 and 2007 Florida Building Code—Building and the 2010 and 2007 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTek® Truss Connector PlatesTL18, MT18, MT18HSTM, M18SHSTM, TL20 AND MT20 has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2010 and 2007 Florida Building Code—Building and the 2010 and 2007 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued December 2014. /CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any funding or other matter in this report, or as to any product covered by the report.�� Copyright © 2014 Page 1 of 1 ICC -ES Evaluation Report ESR -1988 CBC Supplement Reissued December 2014 This report is subject to renewal December 2016. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (317) 434-1200 www.mii.com EVALUATION SUBJECT: Mitek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM' M18SHSTM, TL20 AND MT20 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Mitek® Truss connector plates TI -18, MT18, MT18HSTM, M18SHSTM , TL20 and MT20, described in the master report ESR -1988 comply with the 2010 California Building Code, Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the IBC provisions described in the master evaluation report and with Chapters 16,16A, 17, 17A, and 23 of the 2010 California Building Code. This supplement expires concurrently with the master evaluation report reissued December 2014 ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. e Copyright © 2014 Page'T of 1