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13-0961 (SFD)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description Property Zoning: Application valuation: Applicant: C007alicTo AL 13-00000961 53568 VIA BELLAGIO 772-510-065- - - DWELLING - SINGLE FAMILY LOW DENSITY RESIDENTIAL 301992 Ta�/ " 4v BUILDING & SAFETY DEPARTMENT BUILDING PERMIT VOICE (760) 777-7012 F; FAX (760) 777-7011 INSPECTIONS (760) 777-71'53 Owner: MR.& MRS MCFARLANE 40101 MONTEREY DETACHED RANCHO MIRAGE, CA 92270 Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9. (commencing with Section 7000) of Division 3 of the Business and Profess' als ode, and my License is in full force and effect. License Class: B ' ense No.: 533 70 Date: i2.q —13 Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that 1 am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT Date: 9/19/13 Contractor: SUNROSE- CORPORATION / SEP 4 40101 MONTEREY AVE STE/B1-2 2013 RANCHO MIRAGE, CA 9227 �ryoF (760) 773-6633 ��Ngllif E QU�Njq Lic. No.: 533670 SPT. WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 1948056-2013 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should becoa subject to the workers' compensation provisions of'Section 3700 of the Labor Code, I s I rthwith comply with hose provisio Date: -2f e- Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner,and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above informs ' i correct. I agree to comply with all city and county ordinances and state laws relating to building construc ' n, d hereby authorize representatives of this county to enter upon the above-mentioned property for inspec on rposes. Dater �-3Signature (Applicant or Agent): ` Application Number . . . 13-OOb00961 ------ Structure Information SINGLE FAMILY DWELLING ----- Other struct info . . . . . CODE EDITION 2010 # BEDROOMS 3.00 FIRE SPRINKLERS 13D GARAGE SQ FTG 959.00 PATIO SQ FTG 1185.00 NUMBER OF UNITS 1.00 1ST FLOOR SQUARE FOOTAGE 2507.00 ------------------------------------------- 2ND FLOOR SQUARE FOOTAGE --------------------------------- 683.00 Permit BUILDING 2013 Additional desc . . Permit Fee . . . . 630.55 Plan Check Fee 00 Issue Date . . . . Valuation . . . . 301992 Expiration Date 3/18/14 Qty Unit Charge Per Extension BASE FEE 573.43 102'.00 .5600 ---------------------------------------------------------------------------- THOU BLDG $200,001-$1M 57.12 Permit .. . . ELECTRICAL 2013 Additional desc . Permit Fee . . . . 47.66 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date .. 3/18/14 Qty Unit Charge Per Extension 1..00 23.830.0 LS ELEC FIXTURES, FIRST 20 23.83 1.00 23.8300 ---------------------------------------------------------------------------- EA ELEC TEMP POWER POLES 23.83 Permit GRADING PERMIT Additional desc . Permit Fee . . . . 144.00 Plan Check Fee .00 Issue Date . . . . Valuation 0 Expiration Date 3/18/14 Qty Unit Charge Per Extension BASE FEE 117.00 3.00 9.0000 ---------------------------------------------------------------------------- THOU GRADING 1001-10,000 27.00 Permit MECHANICAL 2013 Additional desc . Permit Fee . . . . 405.19 Plan Check Fee .00 LQPERA1IT Application Number . . . . . 13-00000961 Permit MECHANICAL 2013 Issue Date . . . . Valuation 0 Expiration Date 3/18/14 Qty Unit Charge Per Extension 4.00 35.7500 EA MECH FURNACE 143.00 1.00 23.8300 EA MECH WALL.HEATER 23.83 4.00 35.7500 EA MECH CONDENSER/COMP 143.00 7.00 11.9200' EA MECH VENT FAN 83.44 1.00 11.9200 ---------------------------------------------------------------------------- EA MECH EXHAUST HOOD 11.92 Permit PLUMBING 2013 Additional desc . . Permit Fee . . . . 345.67 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 3/18/14 Qty Unit Charge Per Extension 19.00 11.9200 EA PLBG FIXTURE/TRAP 226.48 1.00 11.9200 EA PLBG BUILDING SEWER 11.92 3.00 11.9200 EA PLBG ROOF DRAIN 35.76 1.00 11.9200 EA PLBG WATER HEATER/VENT 11.92 1.00 11.9200 EA PLBG WATER INST/ALT/REP 11.92. 1.00 11.9200 LS PLBG GAS SYS, 1-4 OUTLETS 11.92 1.00 35..7500 LS PLBG GAS SYS, 5+ OUTLETS 35.75 -------------------------------7-------------------------------------------- Special Notes and Comments 3190 SQ. FT. SFD WITH 1185 SQ. FT PATIO AND 959 SQ. FT. GARAGE, 362 SQ: FT. DECK.THIS PERMIT DOES NOT INCLUDE POOL ,SPA , BLOCK WALLS , FIRE PIT , BBQ. HOME TO.BE FIRE SPRINKLER 5696 SQ. FT.HOME TO BE CONSTRUCTED PER 2010 CALIF BUILDING CODES. August 22, 2013.9:17:16 AM jjohnson. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 254.98 BLDG STDS ADMIN (SB1473) 13.00 DIF COMMUNITY CENTERS -RES 129.00 DIF CIVIC CENTER - RES 942.00 DIF FIRE PROTECTION -RES 433.00 GRADING PLAN CHECK FEE 15.00 HOURLY PLAN CHECK 385.00 DIF LIBRARIES - RES 344.00 PLAN CHECK, ELECTRICAL 40.51 DIF PARK MAINT FAC - RES 40.00 PLAN CHECK, MECHANICAL 228.80 LQPERMIT Application.Number . . . . . 13-00000961 --------------------------------- Other Fees . . . ------------------------------------------- . . . . . . PLAN CHECK, SFD GRADING 143.00 PLAN CHECK, PLUMBING 340.89 DIF PARKS/REC - RES 2048.00 BLDG PC 200K -1M 1277.73 STRONG MOTION (SMI) - RES 30.20 ` TUMF: RESIDENTIAL 1837.44 DIF STREET MAINT FAC -RES 116.00 DIF TRANSPORTATION - RES 2842.00 Fee summary ----------•--- --- Charged- ---------- Paid Credited ---------- ---------- ---------- Due - Permit Fee Total 1573.07 .00 .00 1573.07 Plan Check Total .00 .00 .00 .00 Other Fee Total 11460.55 1250.00 .00 10210.55 Grand Total 13033.62 1250.00 .00 11783.62 LQPERP7IT Building � rl �7 G Address �.J e�P 8 NFI�U�M C&ttf / 4 4 " P.O. BOX 1504 78-495 CALLE TAMPICO ,6(0 LA QUINTA, CALIFORNIA 92253 Address /{p /O� �pt�T�7� /�%✓. �8% a/ C' Zip gogo el. /v0 7-73 A-?/ `os �E- ( J (1( y /., / !'�-(ate � i ° IqV- 34 6 / � /7 Zip,a Tel. -7 � �7 State Lic.�y City & Classif. �3 3 (p l Z� Lic. # Desi ner Address C Tel. d s� V • 0 LEY- �Qi 99 % Citv ZipState �i7rS�jQ/ 9�a Lic. # LICEN ED CONTRACTOR'S DECLARATION I herebyatQrn that I am licensed under provisions of Chapter 9 (commencing with Section 7000) o sion 3 e Busin s an r fessions ode, and my license is in tulL fo �n elle t. gI / DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the 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 ($500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and 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 of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) 0 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of cons nt to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy there Sect 38800, Lat)ccCode.) Policy No Company � //---- opy 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''p rr n in any manner so as to become subject to Workers' Compensation Laws of California. Dat Owner NO CE TO APPLICANT. If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT APPLICATION ONLY BUILDING: TYPE CONST. OCC. GRP. A.P. Number -7 7 % l 7 e d[� Legal Description (cJ_ ( 3,3 / Project Description v `� .".,o Sq. Ft. No. No. Dw. Size U Storie aP-1 Units NewK Add ❑ Alter ❑ Repair ❑ Demolition ❑ IEstimated Valuation PERMIT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I / AMOUNT Driveway Enc. v Infrastructure j 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 LEVELONEAMOUNT: LEVELTWOAMOUNT: MITIGATION AMOUNT: I COMMAND. AMOUNT: DATE: RECEIPT: CHECK #: INITIALS CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: Mc Farlane Residence @The Hideaway) Date: September 17, 2013 Owner's Name: Phone No. Project Address: 53568 Via Bellagio, La Quinta, CA 92253 Project Description: Single Family Dwelling Unit APN: Tract #: Type of Development: Residential XX Commercial Total Square Feet of Building Area: 3,190 SQ FT Lot #'s: 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: V/'7 ��3 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 3,190 $3.20 $10,208.00 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 Certificate issued by: Leticia Torres, Facilities Analyst SignaturIi NOTICE OF 90 DAY PERIOD FOR PROTEST OF FETS.CM STATEMENT.,OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that thisVistfict 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. MV:c/mydocs-'devfecs/celiilicate of compliance form updated 3-2007 11/2010 RECORDING REQUESTED BY: LAWYERS TITLE lO13A08$2 WHEN RECORDED MAIL DOCUMENT AND TAX STATEMENT TO: THE BELLAGIO TRUST 2293 Douglas Road Burnaby, BC, Canada V5C 5A9 7R)q', 0;0 --I APN: -7 7-7 - 1-7 0 - 022- 3 TITLE ORDER NO.: 613690882 ESCROW NO.: 27565-004 DOC # 2013-0116474 03/11/2013 08:00 AM Fees: $21.00 Page 1 of 3 Doc T Tax Paid Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk & Recorder "'This document was electronically submitted to the County of Riverside for recording*' Receipted by: SGOMEZ THIS SPACE FOR RECORDER'S USE ONLY GRANT DEED The undersigned Grantor(s) declare that the DOCUMENTARY TRANSFER TAX IS: $ 269.50 County XX computed on the full value of the interest of property conveyed, or _computed on the full value less the value of liens or encumbrances remaining thereon at the time of sale. OR transfer is EXEMPT from tax for the following reason FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Jeffrey J. Cruz, a Single Man HEREBY GRANT(S)to Zephyr Investments Ltd., Trustee of The Bellagio Trust All that real property situated in the City of La Quinta, County of Riverside, State of California, described as: Lot 334 of amended Tract. -29894-2, as shown by map on file in book UT pages 56 through 88 Inclusive of maps, in the Office of the County Recorder of said County and as amended by that Certificate of Correction recorded July 5, 2005 as instrument no. 2005-0532347. Commonly Known As: 53568 Via Bellagio, La Quinta, CA 92253®,' .a , Dated: February 19, 2013 1 STATE OF CALIFORNIA COUNTY OF 3canHL On G,212.0 I Z\3 , before me, Chris %'Z0L)Lc,,,cX , a Notary Public personally appeared who proved to me on the basis of satisfactory evidence to be the persons) whose name(9) is/are subscribed to the within instrument and acknowledged to me that he/shMhey executed the same in his/heMheir authorized capacitypee}, and that by his/her/their signatureN on the instrument the person(, or the entity upon behalf of which the person acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNES d and official seal. Signature EIVED SEP 015::2013 COWLT1OF' LA QUItITA DEVELOPMENT CHRIS ROUZAUO Conlmieeloe 0 19!1`5737 i � Public - California = Orenpe..Cout" - M Comm. Expires Oct 27, 2016 (SEAL) MAIL TAX STATEMENTS AS DIRECTED ABOVE I RECORDING REQUESTED BY: LAWYEL TITLE IV) 3 coq 08192 WHEN RECORDED MAIL DOCUMENT AND TAX STATEMENT TO: THE._BELLAGIO TRUST 2293 Douglas Road Burnaby, BC, -Canada VSC _5A9 _ . --1-R lot- . 020 -1 lop APN: -7-7-7 - 1-7 o -02•Z-- 3 TITLE ORDER NO:: 613690882 ESCROW NO.: 27565-004 THIS SPACE FOR RECORDER'S USE ONLY GRANT DEED The undersigned Grantor(s) declare that the DOCUMENTARY TRANSFER TAX IS: $ 269.50 County XX computed on the full value of the interest of property conveyed, or _computed on the full value less the value of liens or encumbrances remaining thereon at the time of sale. OR transfer is EXEMPT from tax for the following reason FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Jeffrey J. Cruz, a Single Man HEREBY GRANT(S) to Zephyr. Investments Ltd., Trustee of The Bellagio Trust All that real property situated in the City of La Quinta, County of Riverside, State of California, described as: Lot 334 of amended Tract. 29894-2, as shown by map on file in book 327, pages 56 through 88 inclusive of maps, in the Office of the County Recorder of said County and as amended by that Certificate of Correction recorded July 5, 2005 as instrument no. 2005-0532347. Commonly Known As: 53568 Via Bellagio, La Quinta, CA 92253 Dated: February 19, 2013 STATE OF CALIFORNIA COUNTY OF amow e. On G2 12-�U t ZG3 , before me, lnra5 , a Notary Public personally appeared 3eS�«y J - Cro-L who proved to me on the basis of satisfactory evidence to be the person( whose name(N is/are subscribed to the within instrument and acknowledged to me that he/sha4he y- executed the same in his/hefA-17 it authorized capacity(ies); and that by his/herkheir signature on the instrument the person(N, or the entity upon behalf of which. the person( acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNES d and official seal. Signature See Attached Exhibit A CHRIS ROUZAUD COMiSaiotl # 1995737 z Notary Public - California OranQe..County My Comm. Expires Oct 27, 2016 (SEAL) MAIL TAX STATEMENTS AS DIRECTED ABOVE GOVERNMENT CODE 27361.7 I CERTIFY UNDER PENALTY OF PERJURY THAT THE NOTARY SEAL ON THE DOCUMENT TO WHICH THIS STATEMENT IS ATTACHED READS AS FOLLOWS: NAME OF NOTARY: COMMISSION NO: PLACE OF EXECUTION: DATE COMMISSION EXPIRES: Chris Rouzaud 1995737 County of Orange, California Oct 27, 2016 MANUFACTURER/VENDER NO: NNA1 SIGNATURE: DATE: March 8, 2013 File No: 613690882 EXHIBIT "A" THE LAND REFERRED TO HEREIN IS SITUATED IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: PARCEL ONE: LOT 334 OF AMENDED TRACT NO. 298944, IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 327, PAGES 56 THROUGH 88 INCLUSIVE OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY AND AS AMENDED BY THAT CERTIFICATE OF CORRECTION RECORDED JULY 5, 2005 AS INSTRUMENT NO. 2005-0532347. EXCEPTING THEREFROM TO GRANTOR, AND ITS SUCCESSORS AND ASSIGNS, INTEREST IN ALL WATER, MINERALS, OIL, GAS, PETROLEUM, OTHER HYDROCARBON SUBSTANCES AND ALL GEOTHERMAL ENERGY SOURCES IN OR UNDER SAID LAND OR WHICH MAY BE PRODUCED FROM SAID LAND. PARCEL TWO: NON-EXCLUSIVE EASEMENTS FOR ACCESS, INGRESS, EGRESS, .DRAINAGE, MAINTENANCE, REPAIRS AND FOR OTHER PURPOSES ALL AS DESCRIBED IN THE DECLARATION RECORDED ON DECEMBER 13, 2002, AS INSTRUMENT NO. 2002-745938, OF OFFICIAL RECORDS. ASSESSOR'S PARCEL NUMBER: 777-170-022-3 CLTA Preliminary Report Form - Modified (11-17-06) BOE -502-A (P2) REV. 11 (07-10) PRELIMINARY CHANGE OF OWNERSHIP REPORT To be completed by transferee (buyer) prior to transfer of subject property, in accordance with Section 480.03 of the Revenue and Taxation Code. A Preliminary Change of Ownership Report must be filed with each conveyance in the County Recorder's office for the county where the property is located. Please answer all questions in each section, and sign and complete the certification before filing. This form may be used in all 58 California counties. If a document evidencing a change in ownership is presented to the Recorder for recordation without the concurrent filing of a Preliminary Change of Ownership Report, the Recorder may charge and additional recording fee of twenty dollars ($20). NOTICE: The property which you acquired may be subject to a supplemental assessment in an amount to be determined by the County Assessor. Supplemental assessments are not paid by the title or escrow company at close of escrow, and are not included in lender impound accounts. You may be responsible for the current or upcoming property taxes even if you do not receive the tax bill. Jeffrey J. Cruz The Bellagio Trust I BUYER'S�AIMET�L� ONElUM2BR' STREET ADDRESSOR PHYSICAL LOCATION OF REAL PROPERTY 01 (Zg JJ _53568 Via Bella io, La Quinta CA 92253 MAIL PROPERTY TAX INFORMATION TO (NAME) 229'3 DOitGLAS Rn I BdaJs.,Q./ CITY I, -VATE ' I.QIP CODE, _ [ ] YES X NO This property is intended as my.pdncipal residence, If YES, please indicate the date of occupancy or MO I DAY 'YEAR i PART I: TRANSFER INFORMATION (please answer all questions) YES NO ❑ X A. This transfer is solely between husband and wife (addition of a spouse, death of a spouse, divorce settlement, etc.). ❑ X B. This transfer is solely between domestic partners currently registered with the California Secretary of State (addition or removal of a partner, death of a partner, termination settlement, etc). ❑ X C. This is a transfer between ❑ parent(s) and child(ren)? ❑ grandparent(s) and grandchild(ren)? ❑ X D: This is a transaction to replace a principal residence by a person 55 years of age or older? Within the same county? ❑ Yes KNo ❑ X E.. This transaction to replace a principal residence by a person who is severely disabled as defined by Revenue and Taxation Code Section 69.5? Within the same county? ❑ Yes ❑ No ❑ X F. This transaction only a correction of the name(s) of the person(s) holding title to the property (For example, a name change upon marriage)? If YES, please explain ❑ X G. This recorded document creates, terminates, or reconveys a lender's interest in the property. ❑ X H. This transaction recorded only as a requirement for financing purposes or to create, terminate, or reconvey a security interest (e.g. cosigner). If YES please explain ❑ X I. The recorded document substitutes a trustee of a trust, mortgage, .or other similar document. ❑ X J. This is a transfer of property: 1. to/from a revocable trust that may be revoked by the transferor and is for the benefit of ❑ X ❑ the transferor, and/.or ❑ the transferor's spouse ❑ registered domestic partner ❑ X 2. to/from a trust that may be revoked by the creator/grantor/trustor who is also a joint tenant, and which names the other joint tenant(s) as beneficiaries when the creator/grantor/trustor dies ❑ X 3. to/from an irrevocable trust for the benefit of the ❑ creator/grantor/trustor and/or ❑ grantor/trustor's spouse ❑ grantor's/trustor's registered domestic partner ❑ X 4. to/from an irrevocable trust from which the property reverts to the creator/grantor/trustor within 12 years ❑ X K. This property is subject to a lease with the remaining lease term 35 years or more including written options. ❑ X L. This is a transfer between parties in which proportional interests of the transferor(s) and transferee(s) in each and every parcel being transferred remain exactly the same after the transfer. ❑ X M. This is a .transfer subject to subsidized low-income housing requirements with governmentally imposed restrictions. ❑ X N. This transfer is to the first purchaser of a new building containing an active solar energy system. *If you checked YES to statements C, D or E, you may qualify fora property tax reassess ment.exclusion, which may allow you to maintain "You("p(eviotis tax base. If you checked YES to statement N, you may qualify for a property tax new construction exclusion. A claim form must be filed and all requirements met in order to obtain any of these exclusions. Contact the Assessor for claim forms. Please provide any other information that will help the Assessor understand the nature of the transfer. THIS DOCUMENT IS NOT SUBJECT TO PUBLIC INSPECTION BOE -502-A (P2) REV. 11 (07-10) PART 2. OTHER TRANSFER INFORMATION Check and complete as applicable. A. Date of transfer, if other than recording date B. Type of transfer X Purchase ❑ Foreclosure ❑ Gift ❑ Trade or exchange ❑ Merger, stock, or partnership acquisition (Form BOE -100-13) ❑ Contract of sale. Date of contract: ❑ Inheritance - Date of Death ❑ Sale/leaseback ❑ Creation of lease ❑ Assignment of a lease ❑ Termination of a lease. Date lease began: Original term in years (including written options) : Remaining term in years (including written options) ❑ Other. Please explain: C. Only a partial interest in the property transferred. ❑ Yes X No If YES, indicate the percentage transferred PART 3: PURCHASE PRICE AND TERMS OF SALE Check and complete as applicable. A Total purchase price or acquisition price. Do not include closing costs or mortgage insurance) $ 245,000.00 Down payment: $ Interest rate: % Seller -paid points or closing costs: $ Balloon Payment: $ ❑ Loan carried by Seller ❑ Assumption of Contractual Assessment' with a remaining balance of $ ' An assessment used to finance property -specific improvements that constitutes a lien against the real property B. The property was purchased: X Through a real estate broker. Broker name: 1) , AA< Wo LL I p M, s Phone number: ❑ Direct from seller ❑ From a family member ❑ Other. Please explain: C. Please explain any special terms, seller concessions, financing, and any other information (e.g. buyer assumed the existing loan balance) that would assist the Assessor in the valuation of your property. PART IV: PROPERTY INFORMATION Check and complete as applicable. A. Type of property transferred: ❑ Single-family residence ❑ Co-op/Own-your-own ❑ Manufactured home ❑ Multiple -family residence. Number of units: ❑ Condominium ♦ Unimproved lot ❑ Other. Description: (ie.,timber, mineral, water rights, etc. # ❑ Timeshare ❑ Commercial/Industrial B. ❑ YES ♦ NO Persona Vlausiness property, or incentives, are included in the purchase price. Examples are furniture, farm equipment, machinery, club memberships, etc. Attach list if available. If YES, enter the value of the personal/business property $ C. ❑ YES X NO A manufactured home is included in the purchase price.. If YES, enter the value attributed to the manufactured home. $ ❑ YES X NO The manufactured home is subject to local property tax. If NO, enter decal number:. D. ❑ YES X NO The property produces rental or other income. If YES, the income is from: ❑ Lease/rent ❑ Contract ❑ Mineral rights ❑ Other: E. The condition of the property at the time of sale was: X Good ❑ Average ❑ Fair ❑ Poor Please explain the physical condition of the property and provide any other information (such as restrictions, etc.) that would assist the Assessor in determining the value of the property: CERTIFICATION l certify (or declare) under penalty of perjury under the laws of the State of California that the foregoing and all information hereon, including any accompanying statements or documents, is true and correct to the best of my knowledge and belief. This declaration is binding on each and every buyer/transferee. SIGNATURE OF BUYER/TRANSFEREE OR /CORPORATE OFFICER DATE - --- --- -, __ ._ ___ _-- -2- i3---- __- __ NAME OF BUYERrrRANSFER€FJLEGAL REPPrE ENTATIVE/CORPORATE OFFICER (PLEASE PRINT) TITLE Ian S. McFarlane E-MAIL ADDRESS The Assessor may contact you for further information regarding this transaction. LARRY W. WARD Recorder COUNTY OF RIVERSIDE P.O. Box 751 * ASSESSOR -COUNTY CLERK -RECORDER Riverside, Ca 92502-0751 (951) 486.7000 Website www.riversideacr.com DOCUMENTARY TRANSFER TAX AFFIDAVIT WARNING ANY PERSON WHO MAKES ANY MATERIAL MISREPRESENTATION OF FACT FOR THE PURPOSE OF AVOIDING ALL OR ANY PART OF THE DOCUMENT TRANSFER TAX IS GUILTY OF A MISDEMEANOR UNDER SECTION 5 OF ORDINANCE 516 OF THE COUNTY OF RIVERSIDE AND IS SUBJECT TO PROSECUTION FOR SUCH OFFENSE. .ASSESSOR'S PARCEL NO. -7_1 — 1`7 0— 022— 1 declare that the documentary transfer tax - Property -Address -.53568 Via Bellagio,:La'Quinta'CA 92253--� - - - - "for this'transaction-is`'"' County Tax - $ 269.50 City Tax - If this transaction is exempt from Documentary Transfer Tax, the reason must be identified below. I CLAIM THAT THIS TRANSACTION IS EXEMPT FROM DOCUMENTARY TRANSFER TAX BECAUSE: (The Sections listed below are taken from the Revenue and Taxation Code. Please check one or explain in "Other".) 1. _ Section 11911. The document is a lease for a term of less than thirty-five years (including options). 2. —Section 11911. The easement is not perpetual, permanent, or for life. 3. _ Section 11921. The instrument was given to secure a debt. 4. _ Section 11922. The conveyance is to a governmental entity or political subdivision. 5. _ Section 11925. The transfer is between individuals and a legal entity, or between legal entities, and does not change the proportional interests held. 6. _ Section 11926. The instrument is from a trustor to a beneficiary, in lieu of foreclosure, and no additional consideration was paid. 7. _ Section 11926. The grantee is the foreclosing beneficiary and the consideration paid by the foreclosing beneficiary does not exceed the unpaid debt. 8. _ Section 11927. The conveyance relates to a dissolution of marriage or legal separation 9. _ Section 11930. The conveyance is an inter vivos gift* or a transfer by death. *Please be aware that information stated in this document may be given to an used by governmental agencies including the Internal Revenue Service. Also, certain gifts in excess of the annual Federal gift tax exemption may trigger a Federal Gift Tax. In such c`ase`s; ttie Trari!gfef-de (dono'rlgrantdr)`rrtay W6-reFluired-to file Form-709-(Federal-GiftTax-Return) with the -Internal Revenue Service. 10. _ Section 11930. The conveyance is to the grantor's revocable living trust 11. _ Other ( Include explanation and authority) I DECLARE UNDER PENALTYt,OF PERJURY THAT THE FOREGOING IS TRUE AND CORRECT. Executed this 'Ib day of QJI V'U 2013 at INDIAN WELLS CALIFORNIA City State Angelina Arnaga Signature of Affiant Printed Name of Affiant PACIFIC COAST ESCROW CORP. Name of Firm (if applicable) ' 74920 HIGHWAY 111, INDIAN WELLS, CA. 92210 Address of Affiant 760-568-0344 Telephone Number of Affiant (including area code) This form is subject to the California Public Records Act (Government Code 6250 et Seg.) For Recorder's Use: Affix PCOR Label Here ACR 521P-AS4EX0 (Rev. 11/2010) Available in Alternative Formats August 8, 2013 (Revised to include Gerry Tarsitano's comments 8.15.2013) Mr. and Mrs. Ian McFarlane 2293 Douglas Road Burnaby, BC V5C 5A9 Canada RE: Lot 334 at 53568 Via Bellagio Final Working Drawings Dear Mr. and Mrs. McFarlane, The Hideaway Design Review Committee (DRC) review6ents d appioved your final working drawing submittal for Lot 334 on Via Bellagio subject to the following com being addressed prior to your request for setback observation at the lot. I. There is only one sconce shown on the exterior of the building.- Any exterior light fixtures must be submitted for review and approval with specifications and'cut sheets or details. 2. Additional trees should be indicated at the north side of the lot to provide softening of the second story. 3. Fire elements and hardscape utilized for seating, etc. is not allowed in the active use area per the guidelines. Please revise your site plans to accommodate this requirement. 4. The rear yard turf extension must be approved by Gerry Tarsitano on behalf of the Golf Club. His comments are listed below: a. Planter beds must be kept within the Private Area/Transition Area envelope. b. The owners can tie in to the existing golf course turf directly adjacent to this lot. c. No grade changes will be allowed past the rear Transition Area line. d. The Golf Club will maintain the existing turf. Owner to maintain the new turf. You may contact Brook Marshall at (760) 219-8057 or by email at DRCFacilitator@gmail.com with any questions " or to schedule your pre -construction meeting at the lot once a Building Permit has been obtained. Please note that there will be no DRC meeting held on August 20`h in an effort to accommodate vacation schedules. Please coordinate any submittals or field visits accordingly. This information can also be found on the Hideaway DRC Submittal and meeting schedule. Sincerely, Hideaway Design Review Committee ' cc: lan.McFarlane s.ne on tracts Johnkrieg2003@yahoo-com , DRC File 1 '3t .4—S a4.4—S . { 4 - ti •n ^� ESIDENCEI `' - EC.EIVEp . SEP 05'2OI3 �rn v of L4pUtnrr MUN17y pEyELOpMENT mom /F.N1E INC. S T.R UCTURA"L. ENGINE -ERS g� PROJECT: Structural calculations for Mr.'& Mrs. McFarlane on McFarlane Residence @The Hideaway.- lot 334 " to be built at La Quinta, CA. CFA .LARGE RESIDENCE. AT THE HIDEAWAY - LOT 334 BASED ON 2010 CBC Date: Client: .lune 12, 2013' ' -".-------Il�r. NM,,rs. �I�If-F��m�a e 1 0 & o, �. B )ILDING & SAFETY DEPT. Revisions: A - a� -� 3 AP P R VED QenitLob,�l�g SUCTION Emma Dr,TF - _ B Shipped: SEP 0 3 2013 Job No. C 25 1800 E. 15th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 Page: 2 of 3 i E S I/ F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE@ HIDEAWAY - LOT 334 Plan #: LA QUINTA, CA. LOAD CONDITIONS: ROOF : Wd.Shake Rock Tile FLOOR 0 0 F-47 0 Slope >4:12 >4:12 >4:12 w/o Conc. w/ t- 1/2" Ltwt Conc. & V gyperete Live Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf 40.0 psf' Roof Mt'I 4.0 - - 18.0 D.L. of F. F. 5.0 15.0 Built-Up - 6.0 - Miscellaneous 1.0 1.0 Sheathing 1.5 1.5 1.5 Sheathing 2.5 2.5 Roof Rafters 1.5 1.5 1.5 Floor Joists 3.0 3.0 Ceiling Joist 1.5 1.5 1.5 Drywall 2.5 2.5 Drywall 2.5 2.5 2.5 Total D.L. 14.0 psf 24.0 psf Miscellaneous 3.0 3.0 3.0 Total Load 54.0 psf 64.0 psf Total D.L. 14.0 psf 16.0 psf 28.0 psf Total Load 34.0 psf 36.0 psf 48.0 psf LOAD CONDITIONS: 0 STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS Job Name MCFARLANE RESIDENCE City LA QUINTA 1. Sketches of details in calculations are not Client MR. & MRS. MCFARLANE to scale and may not represent true PROJECT ENGINEER: DM conditions on plans. Architect or designer CALCS BY: DATE: 6/12/13 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: contractors. REVISIONS: 2. The structural calculations included here are for the analysis and design of primary AOSHTS: ` DATE: structural system. The attachment of non- structural elements is the responsibility of Init.: OB SHTS: DATE: the architect or designer, unless specifically shown otherwise. Init.: OSHTS: DATE: Init.: 3. The drawings, calculations, specifications <D> SHTS: DATE: and reproductions are instruments of Init.: service to be used only for the specific O SHTS: DATE: project covered by agreement and cover Init.: <Z> SHTS: DATE: sheet. Any other use is solely prohibited. 4. All changes made to the subject project° shall be submitted to E S I/ F M E, Inc.I in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. Init.: G SHT tsYS () U i �� DATE: F„ l c A Cc G T Init.: �S IITFVE Incv'Struc uralyE�gtneers u- r " (This signature is to be a�� 1J we a -tu?" ot�"o TIS QRD �SSfO�,q` G R� �� APPROVED BY: h 5. Copyright © - 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. DATE BY - This material may not be reproduced in whole or part without written permission of ESI / F M E, Inc. s� C101 DATE: SEP 0 3 2013 4 OFCRi�� Page: 3 E S I/ F M E Inc. Date: 06/12/2013 STRUCTURAL ENGINEERS Job #: C92S Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: LA QUINTA, CA. DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2010 CALIFORNIA BUILDING CODE REV. 12/22/2010 In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir -Larch - 19% max. moisture content 4x6,8 #241: Fb = 1170/1300 psi; fv=180 psi; E=1.6/1.7 2x4 #2: Fb = 1315/1552 psi; fv=180 psi; E=1.6 4x10 #241: Fb = 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 4x12 #2/#1: Fb = 990/1100 psi; fv=180 psi; E=1.6/1.7 2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x10 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 4x16 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x12 #2.: Fb = 900/1150 psi; fv=180 psi; E=1.6 6x10 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 2x14 #2: Fb = 810/931 psi; fv=180 psi; E=1.6 6x12 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir -Larch fb=2900.psi; fv=290.psi; E=2.0 Ind. App. Grade: Fb=2400 si;Fv=240 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285 si;E=1.9 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete........................................................................ fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ............................. f = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Development length of Tension Bars shall be calculated per AC1318-08 Section 12.2.2.. Class B Splice = 1.3 x Id. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have lappings of 48 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately -and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast -in-place concrete shall be as follows, U.N.O.: A. Concrete cast against & permanently exposed to earth ...................................... 3" B. Concrete exposed to earth or weather < = #5 Bars.........................................1 1/2" #6 => #18 Bars 2" C. Concrete not exposed to weather or in contact with ground Slabs, walls, joists, < = #11 Bars .................................................... 3/4" Beams & Columns: Primary reinforcement, ties, stirups, spirals .................... 1 1/2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of Hailers, U.N.O. See architectural drawings for finishes Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.0.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). VER 2011.1 Page: 4 ESI / F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C92S Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: LA QUINTA, CA. GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION 2010 CALIFORNIA BUILDING CODE A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HTT, HDU, HDQ and CB holdowns to be fastened to 4x4 post min. U.N.O. F. All hardware is to be Simpson Strong -Tie or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts or MASA anchors @ 72" o.c., U.N.O. (Please call structural engineer for a fix.) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Simpson 0.145" dia.,3" long PDP Powder Actuated Anchors @ 24" o.c. (ICC-ESR#2138) or equal. J. All conventional framed portions of structure are to be constructed per section 2308 of the 2010 California Building Code, U.N.O. K. All nailing is to be per table 2304.9.1 of the California Building Code, U.N.O. L. All nails to be "common", U.N.O. VERSION: 2011.1 SOLE PLATE LEGEND MARK: DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"s x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3" o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB72 : 1/2"o x 10" Anchor Bolts at 72"o/c or MASA anchors @ 72" o.c. 244 : Provide a total of 244 at top & 244 at bottom of footing, 3' past posts AB64 : 1/2"o x 10" Anchor Bolts at 64"o/c or MASA anchors @ 64" o.c. 344 : Provide a total of 344 at top & 344 at bottom of footing, 3' past posts AB56 : 1/2"o x 10" Anchor Bolts at 56"o/c or MASA anchors @ 56" o.c. 444 : Provide a total of 444 at top & 444 at bottom of footing, 3' past posts A848 : 1/2"o x 10" Anchor Bolts at 48"o/c or MASA anchors @ 48" o.c. HTT4: 1) Simpson HTT4 per post AB40 : 1/2"o x 10" Anchor Bolts at 40"o/c or MASA anchors @ 40" o.c. I HTT5°- '1 SIffi r0dn;H'TT'Se� oft HDU2Y ( i J-(1) Sim �on�HDW `err • o, t A832 : 1/2"o x 10" Anchor Bolts at 32"o/c or MASA anchors @ 32" o.c. HDU4:,pr,,, . 1)rSim sorr DU,4-,p,.erpogt — HOU5" 1j Sim ,son HDUSer op it A624 : 1/2"o x 10" Anchor Bolts at 24"o/c or MASA anchors @ 24" o.c. n``HD `8 per poit HDQ8 ; 1n Q^ : tm ,son;H Q er post AB16 : 1/2"o x 10" Anchor Bolts at 16"o/c or MASA anchors 16" o.c. HDU f (1) -Simpson HDU 11 pert HDU14 : 1 Simpson DU A68 1/2"o x 10" Anchor Bolts at 8"o/c MASA anchors 8" o.c. ' D __ Hg3B : (1) S' spa-HD.3or HD19 Note: When anchor bolts are used, provide 3" sq. x 0.229" thick plate washers for all sill plate A.B.'s at shear wall only. VERSION: 2011.1 ESI / F M E Inc. STRUCTURAL ENGINEERS Page: 5 Date: 06/12/13 Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: LA QUINTA, CA. LATERAL SHEAR NOTES (rev. 12/14/10) ( 2010 CBC : SEISMIC DESIGN CATEGORY D&E) VERTICAL: FRAMING MEMBERS DOUG FIR -LARCH @ 16" o.c. — 3/8" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 260 plf A-- 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 350 plf A-- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 490 plf A-- 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 640 plf A-- 1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 2306.3 CBC)................................................................................................................................................ 770 plf -- 1/2" (or 15/32") Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 2306.3 CBC).....................................................................................................................:.......................... 870 plf DOUBLE SIDED Vertical (3x Stids @ Abutting Panels and Nails Staggered On Each Side) -- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 980 plf ADOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) - 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)........::.. 1280 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior (Tables 2306.2.1). ROOF: JOIST SPACING < 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR : Joist Spacing < 16" o.c.: 19/32" Wocd Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*. PI 40/20, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G' shtg, PI 48/24, w/1Od's @ 6" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. VERSION: 1.45 Page: ESI / F M 'E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Sob #: 613-C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan*: NDS 2005 )ASD) psf =_> u Oi Drop Beam in Front BR -#2 -Covered Deck( 2nd Fir) P1= 0 xt 0.0 ft DL= 0 lbs ] Member Span = 5.5 ft L1= 5.50 ft 0 Fb= 1200 x Cf x Cr= 1200 psi P2= 0 lbs from �xz= W 2418 lbs : ._ P3= 1193 lbs from G.T. @x1= 2.0 ft DL= 742.5 lbs PLF ROOF = ( 53*15/2*6/2 418.5 at a2J P2= 0 lbs from @x2= 0.0 •ft DL= 0 lbs ` Lt 0 PSF• TRIBUTARY PLF 64 )x( •0.0 + 0.0 )_ Dead Load ROOF = ( 53 )x( 7.5 + 1.0 )= 450.5 0.0- .0 33 psf =_> 280.5 pif WALL = ( 14 )x( 2.0 + 0.0 )_ 28 14 psf =_> 28 pif FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 64 )x( 0.0 + 0.0 )= 0. 24 psf =_> 0 pif MISC. OVER FULL LENGTH = 0.0 - 0 psf =_> 0.0 pif SELF WEIGHT = 6.7 6.722 psf =_> 6.7 pif TOTAL LOAD = 485.2 PLF TOTAL D.L. = 315.2 PLF _ MEMBER (� 1 'b51b.8x ��6IB ) 's ,f�DF.#1 ALTERNATE BEAM = DESIGN• n= 0.1111 PSLJVU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cr=(12/d)t"t] n= 0.136 LA d= 5.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.5 in. Fb= 1200 x Cf x Cr= 1200 psi Fv= 170 psi E= 1.6 x106 psi Mmax = 3352.47 ft -Ib= 40.23 in -K Vmax= Rmax-(w*d)= 1871 lbs RIL 2093 _,. •Ibs. R2= 1768 lbs td= 4 -Roof = 1.25 R1 p,L= 1341 lbs R2 0,L= 1137 lbs Rl LL= 753 lbs R2 LL= 631 lbs Sreq = Mmax/(Fb*Cd)= 26.81979 In Sprov.= 27.7 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 13.2 int Aprov.= 30.3 int O.K. Allow. Def = L/ 360 = 0.18 in. Actual Def.= 0.15 in. O.K.- Dead Load Def.= 0.10 in. Camber = D.L. Def.x 1.5 = N.A. O2 Drop Beam @ Rear of MBR Patio: psf =_> Member Span = 10.0 ft L1= 10.00 ft P1= 0 lbs from - @x1= 0.0 ft DL= 0 lbs ] Repetitive Member, Cr=> No => Cr= 0 Fb= 1200 x Cf x Cr= 1200 psi P2= 0 lbs from �xz= 0.0 ft DL= 0 Ibs 2418 lbs : ._ lbs _R1= Rl o,L= 1643 lbs PSF TRIBUTARY PLF ROOF = ( 54 )x( 6.8 + 1.0 )= 418.5 WALL = ( 14 )x( 4.0 + 0.0 )_ 56 FLOOR= ( 64 )x( 0.0 + 0.0 )_ 0 DECK = ( 64 )x( •0.0 + 0.0 )_ 0 MISC. OVER FULL LENGTH = 0.0- .0 SELF SELF WEIGHT = 9.2 TOTAL LOAD = 483.•7.---PL-F------ ALTERNATE BEAM psf =_> 263.5 DESIGN: 14 Size Factor, Cf = 1.00 [If d>12, C;=(12/d)t�"il ] Repetitive Member, Cr=> No => Cr= 0 Fb= 1200 x Cf x Cr= 1200 psi psf =_> Mmax = 6045.8333 ft -Ib= 72.55, n - 2418 lbs - R2= 2418 lbs _R1= Rl o,L= 1643 lbs R2 p,L= 1643 Ibs RI LL= 775 lbs R2LL= 775 lbs iri. Actual Def.= U 441 xz - P2 Fxt� L , 1 W ARI RL U Dead Load 34 - psf =_> 263.5 pif 14 psf =_> 56 pif 24 psf =_> 0 pif 24 psf =_> 0 pif 0 psf =_> 0.0 pif 9.17 p_ sf 9 2 pif TOTAL D:L•.n= 1 328.7 PLF 'OF 0:sl LS CTIONI d' C b- Fv= 170 psi E= 1.6 x 0^6 psi Vmax= BY Rmax_-(-w!! 2116 Sreq = Mmax/(Fb*Cd)= 48.36667 in Areq = 1.5*Vma)(/(Fv*Cd)= 14.9 int Allow. Def = L/ 330 = 0.36 in. !f.= 0.24 in. Camber = D.L. De•. Sprov.= . 51.6 in Aprov.= 41.3 int Actual Def.= 0.35 in. = N.A. in. Actual Def.= U 7.50 in. 5.5 in. lbs O.K. O.K. O.K. VER: 1.45 ESI/FNE' Inc. STRUCTURAL'ENGINEERS Page: - Date: 6/12/2013 Job #: 613-C925 Client: Mr. 8: Mrs. McFarlane ..Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: in NDS 2005 (ASD) Aprov.= O Header @ Left side of MBR: int x< . P! 1 0.11 Member Span = 6.5 ft L1= 3.00 ft O.K. W R2 , �.. .... . .:.. ,. P2= 0 .lbs from @x2= 0.0 ft DL= P1= 1824 lbs from G.T. @x1= 3.0 ft DL= 1064 lbs ;'a > '48*19/2*8/2*r$..� x ' _F1 I J azJ ....:;4..,.. . P2= 0 lbs from @xz= 0.0 ft DL= 0 lbs Ll WALL = ( 14 )x(', 2.0 + 0.0 )= 28 ss ;5 .ar...:: .x._...:.'L7.'r, ..:.;a.. .....,i..tai`w.�..c.�...'$...�.xl:•....ti.. pif FLOOR= ( 64 )x( 0.0:' + 0.0 )= 0 PSF TRIBUTARY PLF Dead Load DECK = ( 64, )x( 0.0 + 0.0 )_ 0 ROOF'=, ( 48 ' , )x( 9.5 + 1.0. )= 504 28 psf ==> 294 pif WALL = ( 14 )x( 6.0'. + 0.0 )= 84 14 psf =_> 84 pif FLOOR = ( 64 ' )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 pif SELF WEIGHT = 9.2 9.167 psf =_> 9.2 pif TOTAL LOAD =' 597.2 PLF TOTAL D.L. = 387.2 PLF n= 0.136 LVL d= _ 14.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= ALTERNATE BEAM= Fb= 2900 x Cf x Cr= 2851' psi Fv= 290 psi E= 2.0 x10^6 psi DESIGN: n= 0.1111 PSL/VL/6xSAWN Vmax= Rmax-(w*d)= 5945 lbs Size Factor, Cf = 1.00'' (If d>12, Cf=(12/d)1"114 n= 0.136 LVL d= 7.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.5 in. Fb= 1200 x Cf x Cr= 1200 psi Fv= 170 psi E= 1.6 x106 psi Sprov.= 171.5 In Mmax.= 4560.55 ft -Ib= 54.73 in -K Vmax= Rmax-(w*d)= 1996 Ibs R1 '.2369'' ' Ibs - '. .'.;R2c1279 lbs' Cd= 4 -Roof = 1.25 Actual Def.= 0.30 in. R,D.L= 1477 lbs R2 D.L 783 lbs Dead Load Def.= 0.22 in. Camber =:D.L. Def.x 1.5 = N.A. in. Actual Def.= U 503 VER:1.45 RI LL= 892 lbs R2 LL= . 496 lbs Sreq = Mmax/(Fb*Cd)= 36.48443 in Areq = 1:5*Vmax/(Fv*Cd)= . 14.1 int Allow. Def = L/ 360 = Dead Load Def.= 0.09 ;in. 0.22 in. Sprov.= 51.6 in O.K. Aprov.= 41.3 int O.K. Actual Def.= 0.11 In. O.K. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 696 P2 O4 Drop Beam @ Rear of Loggia: xi Member Span = 12.5," ft L1= 8.00 ft W P1= 2538 -lbs from G.T. @x1= 8.0 ft DL= 1598 lbs. 54*23 5/2*8/?a v *< RI R2 , �.. .... . .:.. ,. P2= 0 .lbs from @x2= 0.0 ft DL= 0 Ibs U ;'a PSF TRIBUTARY PLF Dead Load ROOF = ( 54 )x(.; 11:8 + 1.0 )= 688.5 34 psf =_> 433.5 pif WALL = ( 14 )x(', 2.0 + 0.0 )= 28 14 psf =_> 28 pif FLOOR= ( 64 )x( 0.0:' + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 64, )x( 0.0 + 0.0 )_ 0 24 psf =_> 0 pif MISC. OVER FULL LENGTH = 364.5 230 psf =_> 229.5 plf SELF WEIGHT = 23.0 23 psf =_> 23.0 plf -TOTAL LOAD = 1104.0 PLF TOTAL D.L. = 714.0 PLF MEMBERTZE�( s)=532 (Parana 57, PSL)M ALTERNATE BEAM DESIGN:' n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 0.98 (If d>12, Cr=(12/d)(")] n= 0.136 LVL d= _ 14.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2851' psi Fv= 290 psi E= 2.0 x10^6 psi Mmax = 25479:096 ft,lb= 305.7492 in -K Vmax= Rmax-(w*d)= 5945 lbs R3= "' 7233 Ibs: - x `�i"._:.R2= ". `: 5880 lbs Cd= 4 -Roof = 1.25 R, D.L= 4667 "lbs R2 D.L= 3782 lbs R1 LL= 2566 lbs R2 LL= 2098 lbs '' Sreq = Mmax/(Fb*Cd)= 85.80021 in Sprov.= 171.5 In O.K. Are = 1.5*Vmax/(Fv*Cd)= 24.6 int Aprov.= 73.5 int O.K. Allow:'Def = L/'.330 = 0.45 in. Actual Def.= 0.30 in. O.K. Dead Load Def.= 0.22 in. Camber =:D.L. Def.x 1.5 = N.A. in. Actual Def.= U 503 VER:1.45 Page:_ E S I/ F M E. Inc. . Date: 6/12/2013 STRUCTURALENGINEERS Sob #: 613-C925 Client: Mr. 8 Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: NDS 2005 (ASD) X2 P2 S Drop Beam @ Left side of Loggia: X1 - -Member Span = 18.5 ft L1= 18.50. ft W P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs 7 '•, 1 I p2 • P2- 0 lbs from @x2= 0.0 ft DL= 0 lbs PSF TRIBUTARY PLF Dead Load ROOF = ( 54 )x( 4.0 * + 1.0 )= 270 34 psf =_> 170 plf WALL = ( 14 )x( , 5.0 + 0.0 )= 70 14 psf =_> 70 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf DECK = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 , plf MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 . plf SELF WEIGHT = 26.3 26.25 psf =_> 26.3 plf TOTAL LOAD = 366.3 PLF TOTAL D.L. = 266.3 PLF MEMBER SIZE = (,i, 25(ParallamP.SL}` AM ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 0.97 [If d>12, C,=(12/d)(")] n= 0.136 LVL d= 16.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2809 psi Fv= 290 psiE= 2.0 x106 psi Mmax = 15668.63 ft -Ib= 188.02 in -K Vmax= Rmax-(w*d)= . 2899 lbs R1= 3388 - Ibs R2= 3388 lbs Cd= 4 -Roof = 1.25 Rl D,L= 2463 lbs RZ D•L= 2463 lbs R1 LL= 925 lbs R2 LL= 925 lbs Sreq = Mmax/(Fb*Cd)= 53.55161 in3 : Sprov.= 224.0 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 12.0 in Aprov.= 84.0 • in O.K. Allow. Def = L/ 360 = 0.62 in. Actual Def.= 0.27 In. O.K. Dead Load Def.= 0.20 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 824 P2 ODrop Beam in Front of Loggia: XI L Member Span = 14.0 ft L1= • 8.00 ft W P1= 2538 Ibs from G.T. @x1= 8.0 ft DL= 1598 lbs _ 54*23.5/2*8/2 s Rl RL _ 3.5 _ . P2= 0 lbs from @x2- 0.0 ft DL= 0 Ibs u ,... ......... t PSF TRIBUTARY PLF Dead Load 'ROOF = ( 54 )x( 6.8 + 1.0 )= 418:5 34 psf ==> 263.5 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf ==> - 0 plf FLOOR=( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf DECK = ( 64 )x( 0.0 + 0.0 )= 0 24 psf ==> 0 plf MISC. OVER FULL, LENGTH = 84.0 �'� 8� p -->�4 0 plf SELF WEIGHT = 1915 G� IT'• OF 11"AP'--,+9.55 plf TOTAL LOAD = 522.0 PL;F t ill n i m r A. p-367 !0 . PLF ALTERNATE BEAM = DESIGN: Size Factor, Cf = 1.00 [If d>12, Cr=(12/d)(")] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi ry Mmax = 18069.687 ft -Ib= 216.8362 in -K R1= -4204 lbs R2= 3131 Ibs R1 D.L.= 2918 lbs R2 D,L= 2240 lbs RI LL= 1285 lbs R2 LL= 891 lbs n= 0.136 LVL n= 0.092 LSL d= 111.88 in. b= 5.25 ' in. Vmax= - Rmax-(w*d)= 3687 lbs Cd= 4 -Roof = , 1.25 Sreq = Mmax/(Fb*Cd)= 59.81689 in Sprov.= 123.4 Ina O.K. Areq = 1.5*Vmax/(Fv*Cd)= 15.3 in Aprov.= 62.3 in O.K. Allow. Def = L/ 360 = 0.47 in. Actual Def.= 0.44 in. O.K. f.= 0.35 in. Camber = D.L. Def.x 1.5 = - N.A. in. Actual Def.= U 386 VER: 1.45 ALTERNATE BEAM = -': with.1/2" camber - DESIGN Page:" ,= ESI / . F M E . Inc. ' Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: 613-C925 Fb= 2400 x Cf x Cr= `2294 psi Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: R3 D.L"4768 lbs NDS 2005 (ASD) R2 L•L 2 2500 lbs P2 07 Header at Left side of Great Rm: . xt Member Span" = 22.0 1 ft L1= 16.50 ft W P1= 2112 lbs from G.T. @x1= 16.5 ft DL= 1232 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs LI ....nrx�+J,'...Y.. i....Q PSF TRIBUTARY PLF Dead Load ,-ROOF= ( 48 )x( 11.0 + 1.0 )= 576 28 psf =_> 336 plf WALL = ( 14 )x(- 0.0 + 0.0 )_ 0 14 psf =_> 0 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf DECK = ( 64 )x(- 0.0, + 0.0 )= 0 24 psf =_> 0 plf MISC. OVER FULL LENGTH = 84.0 84 psf =_> 84.0 pif SELF WEIGHT = 28.8 28.83 psf =_> 28.8 pif TOTAL LOAD = 688.8 PLF TOTAL D.L. = 448.8 PLF MEMBER SIZE-(Il;j=5125 18 D:-(05la`m"�2'4F V4)� ALTERNATE BEAM =' with 1/2" camber DESIGN' -n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 0.96 [If d>12, C,=(12/d)(")] n= 0.136 LVL d= 18.00 Repetitive Member, Cr=> No => Cr= - 1 n= 0.092 LSL b= 5.125 Fb= 2400 x Cf x Cr= 2294 psi Fv= 190 psi E= 1.8 x106 psi Mmax = 46166.23 ft -1b= 553.99 in -K Vmax= Rmax-(w*d)= 6676 lbs R3 `7709 �:Ibs • R2 • :6389 >:Ibs Cd= 4 -Roof = 1.25 113 0.L= 5018' lbs - R3 D•L,= 4244 lbs RILL= 2691 lbs R1 LL= 2145 lbs Sreq = Mmax/(Fb*Cd)= .193.1659 ln3 Sprov.= 276.8 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 42.2 int Aprov.= 92.3 int O.K. Allow. Def = L/ 240 = 1.10 In. Actual Def.= 0.90 in. O.K. Dead Load Def.= -0.63 in. Camber = D.L. Def.x 1.5 = 0.94 in. Actual Def.= U 294 X2 80 Drop Beam at Right ,side ,of Great Rm: P2 xi Member Span =. 20.0 ft L1= 14.50 ft W P1= '2112 lbs from G.T. @x1= 14.5 ft DL= 1232 lbs alb 48*22/2**8/2 ..... UqU R2L ...;> P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs L1 PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 11.0 + 1.0 )= 576 28 psf =_> 336 pif WALL = ( 14 )x( 0.0 + 0.0 )_ 0 14 psf =_> 0 pif FLOOR= ( 64 )x( 0.0 + 0.0 )_ 0 24 psf =_> 0 pif DECK = ( 64 �)x( 0.0 , + 0.6 )= 0 24 psf =_> 0 plf MISC. OVER FULL LENGTH = 242.0 182 psf =_> 182.0 pif SELF WEIGHT = 28.8 28.8 psf =_> 28.8 pif ;TOTAL LOAD = 846.8 PLF TOTAL D.L. = 546.8 PLF ALTERNATE BEAM = -': with.1/2" camber - DESIGN Size Facto_ r, Cf = 0.96 [If d>12, C,=(12/d)(")] Repetitive Member, Cr=> No => Cr= 1 Fb= 2400 x Cf x Cr= `2294 psi Mimi = -46571.718 ft -1b= 558.8606 in -K R3='3s8613:w;lbs='- t: -R2= "�=7267 :.lbs R1 D.L•= 5557 lbs R3 D.L"4768 lbs R1 LL= 3057 lbs R2 L•L 2 2500 lbs In. in. n= 0.1111 PSL/VV6xSAWN n= 0.136 LVL d= 18.00 in. n= 0.092 LS: b= 5.125 In. Fv= 190 psi E= 1.8 x10^6 psi Vmax= Rmax-(w*d)= 7343 lbs Cd= 4 -Roof = 1.25 Sreq = Mmax/(Fb*Cd)= 194.8625 in3 Sprov.= 276.8 in3 O.K. Areq = 1.5*Vmax%(Fv*Cd)= 46.4 int Aprov.= 92.3 int O.K. :Allow. Def = L/ 240 = 1.00 In. Actual Def.= 0.75 in. O.K. f =20.52 in. Camber = D.L. Def.x 1.5 = 0.78 in. Actual Def.= U - 321 VER: i Page:. 'E -SI/ F M E Inc..,,. 6ate:'6/12/2013•` STRUCTURAL ENGINEERS . ' Job #: 613-C925 Client: Mr. &'Mrs. McFarlane Project Name:Y McFarlane Residence @ The Hideaway Lot 334 Plan #: NDS 2006 (ASD) X2 - 9' Drop Beam at Left side of Dining Rm Patio: GO)Drop Beam in Front of Outdoor Kit: Member Span = 18.0 ft L1= 18.00 ft 4 zi Member Span = 8.0 ft L1=' w ft w P1= 0 lbs from @xi= 0.0 ft DL= 0 lbs P2= - 0 ..lbs from ` @Y2= 0.0 'ft DL= 0 Ibs u 2.5 ft DL= 1598 lbs PSF TRIBUTARY PLF Dead Load -ROOF = ( 54 )x( 4.0 + 1.0 )= 270 r 34 psf =_> 170 plf ..` WALL= ( 14 )x( .4.0 + 0.0 )= 56 14 psf =_> 56 pif FLOOR = (. 64 )x( 0.0 '+ 0.0 )_ 0 24 psf =_> 0 plf ` DECK = ( 64 )x(. 0.0 '+ -0.0 )= 0 24 psf =_> 0 pif • ; MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 pif SELF WEIGHT = 19.5 19.48 psf =_> 19.5 pif -8 TOTAL LOAD = 345.5 PLF : TOTAL D.L.'= 245.5 PLF s• MEMBER SIZE =v(t 1 :): ; 5.25 ;x 11!875, ", F (Parallam, PSI} WALL _ ( 14 )x( 0.0 + 0.0' )= 0 14 psf =_> 0 ' ALTERNATE BEAM = 0 24 psf =_> 0 DESIGN• • DECK = ( 64 )x(' � 0.0 �+ 0.0 )= n= 0.1111 PSL/VV6xSAWN 24 psf =_> 0. plf Size Factor, Cf = 1.00 [If d>12, C,= (12/d)(")] 110.0: n= 0.136 LVL d= f 11.88 in. Repetitive Member, Cr=> - '= No => Cr= 1 1.1.6,•psf w>�-�- -11.6 n= 0.092 LSL • b= , 5.25 in. Fb= 2900 x Cf x Cr= ' 2900 psi . Fv= 290 psi E= 2.0 x106 psi urunrn �r-ir•._ ra.m��'„µ�.'i��'='��`G:.��ti.�.� ?"^•.k�,.s t�ns F"r f''F6Er 2?C n in`cr3 1� 1� Mmax =• 13992.04 ft -Ib= 167.90 in -K Vmax= Rmax-(w*d)= 2767 lbs ." • L - R1= ' -3109 lbs ; . =" R2= - 3109 Ibs';° Cd= 4 -Roof. = 1.25 R1 p•L= 2209. lbs R2 p•L= 2209 lbs R1 LL= 900 lbs R2LL= 900 lbs r Sreq = Mmax/(Fb*Cd)= 46.31847 in Sprov.= 123.4 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 11.5 int , • Aprov.= .62.3 int Y O.K. Allow: Def = L/ 360 = 0.60• in. Actual Def.=' 0.56 in. O.K.' Dead Load Def.= 0.40 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 388, ALTERNATE BEAM.=, DESIGN:yu n--0.1111-PSL/VL/ Size Factor, Cf = 1.00 ` [If d>12, Cf=(12/d)(")] F�)�n= 0136LVL� Repetitive Member, Cr=> No • _> Cr = 1 n= 0.092 LSL Fb= 1350 x Cf x Cr= ► 1350 psi . F f . 170 pS,� E= Mmax = 6746.6685 ft -Ib= 80.96002 • in -KD ' F -Vmax= ' Rma, R1= • 3570 lbs - R2= 1527 : Ibs` Cd= 4 -Roof R1 p•L= 2349 Ibs R2 D.L 1062 Ibs R1 LL= 1220 lbs R2LL= 466 lbs - Sreq = Mmax/(Fb*Cd)= 47.97631 in Areq = 1:5*Vmax/(Fv*Cd)=• - 21.0 int Allow. Def,--- L/ 360 = 0.27 in.. Dead Load Def.= 0.12 in. ' • - Camber = D.L. Def N i�' d=" 9.50 yin. b= 5.5 . in. 1.6,c10 N6 psi ' d)= -=2971 lbs 1.25 Sprov.= 82.7 In Aprov.= 52.3 int Actual Def.= •0.12 in. (1.5 = N.A. in. Actual Def.= U 777 O.K. O.K. O.K. VER: 1.45 GO)Drop Beam in Front of Outdoor Kit: P2 1 zi Member Span = 8.0 ft L1=' 2.50 ft w Pi= 2538 lbs from G.T. @xl=,.' 2.5 ft DL= 1598 lbs LR R2 P2= 0 lbs from @x2= 0.0 DL= 0 lbs a �. . x s r ; - PSF TRIBLrrARY PLF Dead Load ROOF _ ( 54 )x( 11.8 + 0.0 )= 634.5 34 psf =_> 399.5 pif WALL _ ( 14 )x( 0.0 + 0.0' )= 0 14 psf =_> 0 • pif FLOOR= ( 64 )x( '0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 64 )x(' � 0.0 �+ 0.0 )= 0 . 24 psf =_> 0. plf -MISC. OVER FULL LENGTH = 110.0: .90 sf =_> 0.0 pif t SELF WEIGHT = 11.6 1.1.6,•psf w>�-�- -11.6 pif TOTAL LOAD = 756.] CP(�FY 0 L�iTOTAL D.L. _� SG01.1 PLF urunrn �r-ir•._ ra.m��'„µ�.'i��'='��`G:.��ti.�.� ?"^•.k�,.s t�ns F"r f''F6Er 2?C n in`cr3 1� 1� ALTERNATE BEAM.=, DESIGN:yu n--0.1111-PSL/VL/ Size Factor, Cf = 1.00 ` [If d>12, Cf=(12/d)(")] F�)�n= 0136LVL� Repetitive Member, Cr=> No • _> Cr = 1 n= 0.092 LSL Fb= 1350 x Cf x Cr= ► 1350 psi . F f . 170 pS,� E= Mmax = 6746.6685 ft -Ib= 80.96002 • in -KD ' F -Vmax= ' Rma, R1= • 3570 lbs - R2= 1527 : Ibs` Cd= 4 -Roof R1 p•L= 2349 Ibs R2 D.L 1062 Ibs R1 LL= 1220 lbs R2LL= 466 lbs - Sreq = Mmax/(Fb*Cd)= 47.97631 in Areq = 1:5*Vmax/(Fv*Cd)=• - 21.0 int Allow. Def,--- L/ 360 = 0.27 in.. Dead Load Def.= 0.12 in. ' • - Camber = D.L. Def N i�' d=" 9.50 yin. b= 5.5 . in. 1.6,c10 N6 psi ' d)= -=2971 lbs 1.25 Sprov.= 82.7 In Aprov.= 52.3 int Actual Def.= •0.12 in. (1.5 = N.A. in. Actual Def.= U 777 O.K. O.K. O.K. VER: 1.45 ESI/FME Inc. STRUCTUR4L ENGINEERS Project Name: McFarlane Residence @ The Hideaway Lot 334 NDS 2005 (ASD) D11 Drop Beam @ Rear of Dining Rm: Member Span = 14.0 ft L1= 14.00 ft Pi= 112 lbs from header @x1= 5.0 ft DL= 112 lbs 14*2*8/2 P2= 364 lbs from guardrail @x2= 7.0 ft DL= 364 lbs 14*4`13/2' Page: I - Date: 6/12/2013 Job #: 613-C925 Client: Mr. & Mrs. McFarlane Plan #: zt i W ,Ri � azL Ll PSF TRIBUTARY PLF Dead Load ROOF = ( 54 )x( 12.5 + 0.0 )= 675 34 psf =_> 425. plf WALL = ( 14 )x( 2.0 + 0.0 )= 28 14 psf =_> 28 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf DECK = ( 74 )x( 0.0 + 0.0 )= 0 34 psf =_> 0 plf MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 plf SELF WEIGHT = 19.5 19.48 psf =_> 19.5 plf TOTAL LOAD = 722.5 PLF TOTAL D.L. = 472.5 PLF 'MEMBER SIZE. _ ( 1 } 5.25 x 11.875 F- (Paraliam, PSL) ALTERNATE BEAM = DESIGN: n= 0.1111 PSLNL/6xSAWN Size Factor, Cf = 1.00 (If d>12, C,=(12/d)(")] n= 0.136 LVL d= 11.88 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 -in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.0 x106 psi Mmax = 19334.82 ft -Ib= 232.02 in -K Vmax= Rmax-(w*d)= 4596 lbs R1= 5311 lbs R2= 5279 lbs Cd= 2-Occupance = 1 R1 D.L= 3565 lbs R2 D.L= 3529 lbs R1 LL= 1747 lbs R2 LL= 1750 lbs Sreq = Mmax/(Fb*Cd)= 80.00615 Ina Sprov.= 123.4 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 23.8 int Aprov.= 62.3 Int O.K. Allow. Def = L/ 360 = 0.47 in. Actual Def.= 0.47 in. O.K. Dead Load Def.= 0.32 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 361 P2 �:12:> Drop Beam over Office: x1 1 Member Span = 8.0 ft L1= 8.00 ft W P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs LRi R2L P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs u PSF TRIBUTARY PLF Dead Load ROOF = ( 54 )x( 12.5 + 0.0 )= 675 34 psf =_> 425 plf WALL = ( 14 )x( 0.0 + 0.0 )_ 0 14 psf =_> 0 plf FLOOR= ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf DECK = ( 64 )x( 0.0 • + 0.0 )= 0 24 psf =_> 0 plf MISC. OVER FULL LENGTH =. 0.0 0 psf =_> 0.0 plf SELF WEIGHT = 9.2 9.17 psf =_> 9.2 plf TOTAL LOAD = 684.2 PLF TOTAL D.L. = 434.2 PLF MEMBER SIZE _ ( 1 ) 6 x 8 B- (DF #1) ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 1.00 (If d>12, Cr=(12/d)(")] n= 0.136 LVL d= 7.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.5 In. Fb= 1200 x Cf x_Cr= 1200 psi Fv= 170 psi E= 1.6 x10^6 psi Mmax = 5473.3333 ft -Ib= 65.68 in -K Vmax= Rmax-(w*d)= 2309 lbs R1= 2737 lbs R2= 2737 lbs Cd= 4 -Roof = 1.25 R1 D.L= 1737 lbs R2 o.L= 1737 lbs R1 LL= 1000 lbs R2 LL= 1000 lbs Sreq = Mmax/(Fb*Cd)= 43.78667 in Sprov.= 51.6 Ina O.K. Areq = 1.5*Vmax/(Fv*Cd)= 16.3 ln2 Aprov.= 41.3 int O.K. Allow. Def = L/ 360 = 0.27 in. Actual Def.= 0.20 in. O.K. !f.= 0.13 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 471 VER: ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 6/12/2013 ' 3ob #: 613-C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: Member Span = - 11.5 ft L1= NDS 2005 (ASD) .P2 13 Flush Beam over Office: 24 psf =_> 0 xt i 7.5 ft Member Span = 11.5 ft L1= 11.50 ft PLF - 675 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR= ( 64 )x( 0.0 + 0.0 )= W DECK = ( 64 )x( 0.0 + 0.0 )= 0 P3= 0 lbs from @x1= 0.0 ft DL= 0 lbs • _•a�.- 19.5 TOTAL LOAD = 694:5 LAti P2= 0 lbs from @x2=- 0.0 ft DL- 0 lbs LI PSF TRIBUTARY PLF Dead Load ROOF = ( 48 X.' 2.8 + 0.0 )= 132 28 psf =_> 77 plf WALL = ( 14 )x( 5.0 + 0.0 )= 70 14 psf =_> 70 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 74 )x( 2.0 + 0.0 )_ 148 34 psf =_> 68 pif MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 plf SELF WEIGHT = 15.6 15.59 psf =_> 15.6 pif TOTAL LOAD = 365.6 PLF TOTAL D.L. = 230.6 PLF 5 25 ` V9 5 "(P.arallam; PSI) ALTERNATE BEAM = DESIGN• n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf --(12/d)("3] n= 0.136 LVL d= 9.50 in. Repetitive Member, Cr=>. No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290" psi IE= 2.0 x106 psi Mmax = 6043.59 ft -Ib= 72.52 in -K Vmax= Rmax-(w*d)= 1813 lbs R1= :2102 .Ibs! ' R2= 2102 lbs Cd= 2-Occupance = 1 Rl D,L= 1326 lbs R2 D•L= 1326 lbs RILL= 776 lbs R2 LL= 776 lbs Sreq = Mmax/(Fb*Cd)= 25.00797 in Sprov.= 79.0 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= ' 9.4 in Aprov.= 49.9 in O.K. Allow. Def = L/ 360 = 0.38 in. Actual Def.= 0.19 in. O.K. - Dead Load Def.= 0.12 in. Camber = D.L. Def.x 1.5 = N.A. i 14 Drop Beam over Office: Member Span = - 11.5 ft L1= 11.50 P1= 2737 lbs from BM#12 @x1= 2.0 ft 24 psf =_> 0 pif P2= 2102 lbs from BM#13 @x2= 7.5 ft PSF TRIBUTARY PLF ROOF = ( 54 )x( 12.5 + 0.0 )= 675 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR= ( 64 )x( 0.0 + 0.0 )= 0 DECK = ( 64 )x( 0.0 + 0.0 )= 0 MISC. OVER FULL LENGTH = 0.0_ SELF WEIGHT = 19.5 TOTAL LOAD = 694:5 ft DL= 1737 Ibs DL= 1326 lbs n. Actual Def.= U 720 X2 PZ X1 i W �w azo U Dead'Load 34 psf =_> 425 pif . 14 psf =_> 0 pif 24 psf =_> 0 pif 24 psf =_> 0 pif ---0-psf- -� 0.0 plf OF LA9� k5f'="T )19.5 _TOTAL.D.L-7, A".5 plf PLF ALTERNATE BEAM = i t*xF- E- f 1dJ DESIGN: FO i GA 55,15 psu Size Factor, Cf = 1.00 [If d>12, Cr=(12/d)(")]; n= 0.136 LVL Repetitive Member, Cr=> No => Cr= 1j n= 0.092 LSL Fb= 2900 x Cf x Cr= 2900 psii OATFv= 290- Mmax = 21486.141 ft -Ib= 257.8337 in-K.'m R1= ` " 6985 lbs 1112= _�-' 5840 Ibs Cd= Ri D.L= 4454 lbs R2 D,L= 3723 lbs RI LL= 2532 lbs R2 LL= 2118 lbs Sreq = Mmax/(Fb*Cd)= 71.12654 in Areq = 1.5*Vmax/(Fv*Cd)= 26.1 in2 Allow. Def = L/ 360 = 0.38 in. Dead Load Def.= 0.22 in."- Camber = D.L. Def.x 1.5 d= 11.88 in. b= 5.25 in. 2-0-xY ^6 psi 298 lbs 4 -Roof = 1.25 Sprov.= Aprov.= Actual Def.= - N.A. in. 123.4 in O.K. 62.3 in O.K. 0.35 in. O.K. ual Def.= U 395 VER: 1A5 ALTERNATE BEAM DESIGN: Size Factor, Cf = 1.00 [If d>12, C,=(12/d)("?] f 'Repetitive Member,.Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi . Fv= 290 psi Amax = „ . -8953.17 ft -Ib= } 107.44 in -K Rl '_t,L4653': Ibs :ti 'R2= '12653 Ibs RI ML= - 1754. lbs. - - R2 D.L = 1754 lbs Rl LL= - 899 lbs Ri �L 899 lbs Sreq = Mmax/(Fb*Cd)= 37.04759 In Areq = 1:5*Vrhax/(Fv*Cd)= 12.1 int Allow. Def = L/ ,360 = 0.45 in. n= 0.1111 PSL/VL/6xSAWN n= 0.136 LVL d= 9.50 in. n= 0.092 LSL b= 5.25 in. E= • 2.0 x106 psi Vmax= Rmax-(w*d)= 2342 lbs Cd= 2-Occupance = 1 Sprov.= 79.0 in Page: Aprov.= 49.9 Int O.K. - t ESI]f A E_ Inc. 2809 psi Date: 6/12/2013 Mmax = ' -32459.25 ft -Ib=-, STRUCTURAL ENGINEERS 8.0 ft Job #; 613-C925 ;:"R2= :6787 Ibs Client: Mr. & Mrs., McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: 54*6/2*14/2*3[5 £ :; NDS 2005 (ASD) x2 P2 15 Flush'Beam over,6Wng Pm: n2 , L P2= 453.6 lbs from Beam, upstairs @x2= 13.0 ft P1 . Member. Span = 13.5 it L1= 13.50 ft W P1= 0 ; lbs from @xi= 0.0 ft DL= 0 lbs Dead Load ROOF = ( 54 : )x( 7.0 + 1.0 )= 432 a'Nl a...aw-.,..■ ii*yi ,,:aC. r:... :_s3:. ..: .. .. - - . <• _:-. ...: ;: _ 92 + L• P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs u 14 psf =_> C� ... . plf FLOOR= ( 64 )x( 0.0 + 0.0 )= 0 PSF TRIBUTARY PLF Dead Load ROOF = ( 54 )x( 3.0 + 1.0 )= 216 34 psf =_> 136 plf WALL = ( 14 )x( 4.5 + 0.0 )= 63 14 psf =_> 63 pif FLOOR =-( 64 )x( 0.0 + 0:0 )= 0 24 psf =_> 0 pif DECK = ( 74 )x( 1.3 + 0.0 )= 98.42 34 psf =_> 45.22 pif MISC. OVER FULL LENGTH = 0.0 0 'psf =_> 0.0 plf SELF WEIGHT = 15.6 15.59 psf =_> 15.6 pif TOTAL LOAD =, ' 393.0 PLF TOTAL D.L. = 259.8 PLF ALTERNATE BEAM DESIGN: Size Factor, Cf = 1.00 [If d>12, C,=(12/d)("?] f 'Repetitive Member,.Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi . Fv= 290 psi Amax = „ . -8953.17 ft -Ib= } 107.44 in -K Rl '_t,L4653': Ibs :ti 'R2= '12653 Ibs RI ML= - 1754. lbs. - - R2 D.L = 1754 lbs Rl LL= - 899 lbs Ri �L 899 lbs Sreq = Mmax/(Fb*Cd)= 37.04759 In Areq = 1:5*Vrhax/(Fv*Cd)= 12.1 int Allow. Def = L/ ,360 = 0.45 in. n= 0.1111 PSL/VL/6xSAWN n= 0.136 LVL d= 9.50 in. n= 0.092 LSL b= 5.25 in. E= • 2.0 x106 psi Vmax= Rmax-(w*d)= 2342 lbs Cd= 2-Occupance = 1 Sprov.= 79.0 in O.K. Aprov.= 49.9 Int O.K. Actual Def.= 0.39 in. O.K. Dead Load Def.= 0.26 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 414 16 Drop Beam at Rear of Kit: DESIGN: xi Member Span= 16.0, , ft L1= 8.00 ft No => Cr= W Fb= 2900 x Cf x Cr= 2809 psi Mmax = ' -32459.25 ft -Ib=-, ;. p _ Pi-- 680.4. lbs from Beam upstairs @x1- 8.0 ft DL= 428.4 lbs ;:"R2= :6787 Ibs 4958 lbs R2 D.L= 4044 .. Ibs R1 LL= 3274 lbs 54*6/2*14/2*3[5 £ :; y D w n2 , L P2= 453.6 lbs from Beam, upstairs @x2= 13.0 ft DL= 285.6 lbs u PSF TRIBUTARY PLF Dead Load ROOF = ( 54 : )x( 7.0 + 1.0 )= 432 34 psf =_> 272 plf WALL = (. 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf FLOOR= ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf DECK = ( 64 . )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif ,MISC. OVER FULL LENGTH = 625.5 356 psf =_> 355.5 pif SELF WEIGHT = 26.3. 26.3 psf =_> 26.3 plf TOTAL LOAD = 1083:8 PLF TOTAL D.L. = 653.8 PLF ALTERNATE'BEAM DESIGN: Size Factor, Cf = 0.97 [If d>12, C,=(12/dy"1] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2809 psi Mmax = ' -32459.25 ft -Ib=-, , 389.511 in -K R1= '"'8231lmbs.4-i` ;:"R2= :6787 Ibs 4958 lbs R2 D.L= 4044 .. Ibs R1 LL= 3274 lbs R2 L'L 2743 lbs n= 0.1111 PSL/VL/6xSAWN n= 0.136 LVL d= 16.00 in. n= 0.092 LSL b= 5.25 In. Fv= 290 psi E= 2.0 x10^6 psi Vmax= Rmax-(w*d)= 6786 lbs Cd= 2-Occupance = 1 Sreq= Mmax/(Fb*Cd)= 138.6724 Ina Areq = 1.5*Vmax/(Fv*Cd)= 35.1 int Allow. Def = L/ 360 = 0.53 in. Load Def.= 0.30 in.. Camber = D.L. C Sprov.= 224.0 In O.K. Aprov.= 84.0 int O.K. Actual Def.= 0.42 in. O.K. = N.A. in. Actual Def.= U 460 VER: 1.45 Page: ) 4 ESI /. F M E -Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: 613-C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: NDS 2005 (ASD) 7.50 Pl 17 Flush Beam over Service Rm: @x1= 3.5 ft xt . @x2= Member Span = 10.0 ft L1= 10.00 ft 1137 Ibs w 1.3 + 0.0 )= 98.42 P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs 1 psf =_> -. .... ". ... 114.0 PLF 15.6 \Rl I RTL .. ... P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs LI PLF PSF " TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 6.0 "+ 1.0 )= 336 28 psf =_> 196 plf WALL = ( 14 )x( 9.0 + 0:0 )_" 126 14 psf =_> 126 plf FLOOR = ( 64 )x( 3.3 + 0.0 )= 208 24 psf =_> 78 Of DECK = ( 74 )x( 0.0 + 0.0 )= 0 34 psf ==> 0 plf MISC. OVER FULL LENGTH = 0.0 0 psf ==> 0.0 pif SELF WEIGHT = 13.0 12.99 psf"==> 13.0 pif TOTAL LOAD = 683.0 PLF TOTAL D.L. = 413.0 PLF MEMBER SIZE`_,( 1 _ ) . 3.5. X, 11.875 F. (Parallam" PSL) ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VV6x6AWN Size Factor, Cf = 1.00 [If d>12, C,=(12/dyn)]4 n= 0.136 LVL d= 11.88 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.0 x106 psi Mmax = 8537.35 ft -Ib= 102.45 in -K Vmax= Rmax-(w*d)= 2739 lbs R1= 3415 lbs R2= 3415 lbs Cd= 2-Occupance = 1 R1 p,L= 2065 Ibs R, D.L= 2065 lbs R1 L.L.= 1350 - Ibs R2 LL= 1350 lbs Sreq = Mmax/(Fb*Cd)= 35.32698 Ina Sprov.= 82.3 Ina O.K. Areq = 1.5*Vmax/(Fv*Cd)= 14.2 In Aprov.= 41.6 In O.K. Allow: Def = L/ 360 = 0.33 in. Actual Def.= 0.16 in. O.K. Dead Load Def.= 0.10 in. GDeck Beam over Garage: Member Span = 7.5 ft P1= 2093 lbs from BM#1L P2= 1768 lbs from BM#1R " ROOF = WALL = FLOOR= DECK = PSF 54 14 64 74 Camber = D.L. Def.x 1.5 = N.A. L1= 7.50 ft )x( @x1= 3.5 ft DL= 1341 lbs @x2= 6.5 ft DL= 1137 Ibs in. Actual Def.= U 763 X2 . P2 xi I W URI R21 U TRIBUTARY PLF )x( 0.0 + 0.0 )= 0 )x( 0.0 + 0.0 )= 0 )x( 0.0 + 0.0 )= 0 )x( 1.3 + 0.0 )= 98.42 MISC. OVER FULL LENGTH = 0.0 45.22 SELF WEIGHT = 15.6 psf =_> TOTAL LOAD = 114.0 PLF 15.6 5.25 x: a '9. 5 ~ in. Actual Def.= U 763 X2 . P2 xi I W URI R21 U ALTERNATE BEAM = i - o c-, A r --C ry i 3 PP _ DESIGN: 11`' " 0.1111 PSL IV nw Size Factor, Cf = 1.00 [If d>12, C,=(12/d)(i] F - , t J i"- j 0'.136 LVLV I d Repetitive Member, Cr=> No => Cr= 1 �v= �p:6s2 Lid CT1 b FC'f` Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Mmax = 6240.8042 ft -Ib= 74.88965 :in -K Vmax= Rmax-(w*d)= R1= 1780 lbs R2= 2937 Ibs,n' :E Cd= 2-Udupance -- R10•L= 1097 . lbs R2 0.1,= 1839 , lbs - R1 L.1.= 683 lbs Rz LL= 1097 lbs Sreq = Mmax/(Fb*Cd)= 25.82402 In Sprov.= 79.0 In Areq = 1.5*Vmax/(Fv*Cd)= 15.1 In Aprov.= 49.9 In Allow. Def = LL/ 360 = 0.25 in. Actual Def.= 0.08 In. Dead Load Def.= 0.05. in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 9.50 in. 5.25 in. 0^6 psi 2924 lbs 1 O.K. O.K. O.K. VER: 1.45 Dead Load 34 psf =_> 0 plf 14 psf =_> 0 plf 24 psf =_> 0 plf 34 psf =_> 45.22 plf 0 psf =_> 0.0 plf 15.6 psf =_> 15.6 plf -JATALZ.L.-=-, 60.8 PLF ALTERNATE BEAM = i - o c-, A r --C ry i 3 PP _ DESIGN: 11`' " 0.1111 PSL IV nw Size Factor, Cf = 1.00 [If d>12, C,=(12/d)(i] F - , t J i"- j 0'.136 LVLV I d Repetitive Member, Cr=> No => Cr= 1 �v= �p:6s2 Lid CT1 b FC'f` Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Mmax = 6240.8042 ft -Ib= 74.88965 :in -K Vmax= Rmax-(w*d)= R1= 1780 lbs R2= 2937 Ibs,n' :E Cd= 2-Udupance -- R10•L= 1097 . lbs R2 0.1,= 1839 , lbs - R1 L.1.= 683 lbs Rz LL= 1097 lbs Sreq = Mmax/(Fb*Cd)= 25.82402 In Sprov.= 79.0 In Areq = 1.5*Vmax/(Fv*Cd)= 15.1 In Aprov.= 49.9 In Allow. Def = LL/ 360 = 0.25 in. Actual Def.= 0.08 In. Dead Load Def.= 0.05. in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 9.50 in. 5.25 in. 0^6 psi 2924 lbs 1 O.K. O.K. O.K. VER: 1.45 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: " WALDEN - 18 UNITS " GARDEN GROVE NDS 2005 & SDPWS-08 (ASD) 19 Garage Dr Header supporting BM#18 Member Span = 9:5 ft P3= 2937 lbs from 13M#18 @L1= 6.5 ft DL= 1839 lbs P2= 224 lbs from WALL ABV @L2= 4.0 ft DL= 224 lbs 14'4'8/2 TOTAL PSF pif TRIBUTARY (ft) PLF ROOF = ( 40 )x( 0.0 + 0.0 )= 0 WALL = ( 10 )x( 3.0 + 0.0 )= 30 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 74 )x( 4.0 + 0.0 )= 296 1.3 + 0.0 )= 98.42 34 psf =_> SELF WEIGHT = 14.1 AII.Overhang Def.= L2/ 360 = 0.07 in. SELF WEIGHT = 5.2 TOTAL LOAD = 340.1 PLF Page: Date: 06/14/2013 Sob #: C906 Client: BRANDYWINEHOMES Plan #: B IRI R2 Dead Load 20 psf =_> 0 pif 14 psf =_> 42 plf 14 psf =_> 0 pif 34 psf =_> 136 plf 14.06 psf =_> 14.1 plf TOTAL D.L. = 192.1 PLF MEMBERSIZE x::::;' 1 r, °'6 ALTERNATE BEAM = DESIGN: Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)("I] Repetitive Member, Cr=> No => Cr= 1 Fb= 1350 x Cf x Cr= 1350 psi Fv= 170 psi Mmax = 10383.56753 ft -Ib= 124.60 in -K R1= 2672 lbs R2= 3719 lbs R10,L= 1623 lbs R2 p,L= 2265 lbs R1 LL= 1050 lbs R2 LL= 1454 lbs Sreq = Mmax/(Fb*Cd)= 92.30 A req = 1.5*Vmax/(Fv*Cd)= 29.9 All. Def. = L/ 240 = 0.48 Dead Load Def.= 0.09 in. GLB Camber = D.L. 20 Cantilever Deck Beam over Garage Dr Hdr : n= 0.1111 PSL/VL/6xSAWN n= 0.136 LVL d= 11.500 in. n= 0.092 1.51- b= 5.5 in. E= 1.60 x106 psi Vmax = Rmax-(w*d)= 3393 ' lbs Cd= 2-Occupance = 1 in' 5provided= Int ^provided= In. Actual Def.= Def.x 1.5 = N.A. in. Span L1= 8.00 ft; Span L2= 2.00 ft; P1= 0 lbs from @x,= 0.0 ft DL= 0 lbs P2= 1159 lbs from HDR abv @x2= 2.0 ft DL= 779 lbs (54'(6/2+1)+14`2)•9.5/2 121.2 In' O.K. 63.3 int O.K. 0.15 in. O.K. Actual Def.= U 754 PI P2 Xl ) W l k2 u 12 PSF TRIBUTARY PLF Dead Load Mmax = 2525.23 ft -Ib= 30.30 in -K Vmax= Rmax-(w*d) = 1284 ROOF = ( 40 )x( 0.0 + 0.0 )= 0 20 psf ==> 0 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 74 )x( 1.3 + 0.0 )= 98.42 34 psf =_> 45.22 pif AII.Overhang Def.= L2/ 360 = 0.07 in. SELF WEIGHT = 5.2 5.195 psf =_> 5.2 plf TOTAL LOAD = 103.6 PLF TOTAL D.L. = 50.4 PLF MEMBER SIZE" „ ( f ,. 1')` ., X1.75, xµ x . �9 5 ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(")] q n= 0.136 LVL d= 9.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 1.75 in. Fb= 2600 x Cf x Cr= 2600 psi Fv= 285 psi E= 1.90 x106 psi Mmax = 2525.23 ft -Ib= 30.30 in -K Vmax= Rmax-(w*d) = 1284 lbs R1= • 207 lbs R2= 2096 lbs Cd= 4 -Roof = 1.25 Rl o,L= -6 lbs R2 p,L= 1289 lbs Max.Uplift= 114 lbs (neglect if <0) R1 LL= 213 lbs R2 LL= 808 lbs Sreq = Mmax/(Fb*Cd)= 9.3 In' Sprov.= 26.3 in' O.K. A req = 1.5*Vmax/(Fv*Cd)= 5.4 Int Aprov.= 16.6 int O.K. AIIow.Center Def.= Ll/ 360 = 0.27 in. Max.Def.@ Cant.= 0.07 in. O.K. AII.Overhang Def.= L2/ 360 = 0.07 in. Dead Load Center Def.= 0.02 in. Center Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 357 Dead Load Cant. Def.= 0.03 in. Cant. Camber = D.L. Def.x 1.5 = N.A. in. VERSION: 20».1 Page: ESI / F M E Inc.. Date: 6/12/2013T STRUCTURAL ENGINEERS Job #: 613-C925 Is Client: Mr. R Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: NDS 2005 (ASD) z2 21 Drop Beam in Front of Single Garage Or Hdr at 2 Car Gar: P2 zi Pi + 0.0 )= Member Span = 9.5 ft L1= 9.50 ft WALL = ( 14 )x( 9.0 P1= 2096 lbs from BM#20 @x1= 4.0 ft DL= 1289 lbs W - 64 )x( 1.3 + 0.0 )= \ai R2 ', P2= 1026 lbs from Bear Wall Above @x2= 5.0 ft DL= 1026 lbs u 4.0 :.(54'(6/2+1)+14'9)'3:: . 296 PSF TRIBUTARY PLF Dead Load 0.0 ROOF = ( 48 )x( 0.0 + 0.0 )= 0 28 psf =_> 0 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf FLOOR = ( 64 )x( 2.0 + 0.0 )= 128 24 psf =_> 48 plf DECK = ( 74 )x( 0.0 + 0.0 )= 0 34 psf =_> 0 plf MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 plf SELF WEIGHT = 11.6 11.61 psf =_> 11.6 plf TOTAL LOAD = 139.6 PLF TOTAL D.L. = 59.6 PLF 'MEMBERSIZE'=,( 1 ). 6 ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 (If d>12, Cr=(12/d)(")1 n= 0.136 LVL d= 9.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.5 in. Fb= 1350 x Cf x Cr= 1350 psi Fv= 170 psi E= 1.6 x106 psi Mmax = 8858.88 ft -Ib= 106.31 in -K Vmax= Rmax-(w*d)= 2252 lbs R1= 2363 lbs R2= 2086 lbs Cd= 2-Occupance = 1 Rl D.L= 1518 lbs R2 D.L= 1366 lbs RILL= 845 lbs R2LL= 720 lbs Sreq = Mmax/(Fb*Cd)= 78.74562 in Sprov.= 82.7 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 19.9 in Aprov.= 52.3 in O.K. Allow. Def = L/ 360 = 0.32 in. Actual Def.= 0.23 in. O.K. Dead Load Def.= 0.16 in. Camber = D.L. Def.x 1.5 = • N.A. 22> Flush Beam over Garage under bearing wall above Member Span = 11.5 ft L1= 11.50 ft Pi= 1780 lbs from BM#18 @x1= 7.0 ft DL= 1097 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs PSF TRIBUTARY PLF ROOF = ( 54 )x( 8.0 + 0.0 )= 432 WALL = ( 14 )x( 9.0 + 6.4 )= 216 FLOOR= ( 64 )x( 1.3 + 0.0 )= 85.12 DECK = ( 74 )x( 4.0 + 0.0 )= 296 MISC. OVER FULL LENGTH = 0.0 SELF WEIGHT = 19.5 TOTAL LOAD = 1048.6 ALTERNATE BEAM = plf DESIGN: plf Size Factor, Cf = 1.00 (If d>12, Cr=(12/d)1")1 Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi Mmax = 22210.361 ft -Ib= 266.5243 in -K R1= 6726 lbs R2= 7113 lbs Rl D.L= 4316 lbs R2 D.L= 4551 lbs RILL= 2410 lbs Rz LL= 2562 lbs n= L 290 in. Actual Def.= L/ 498 zz P2 X1 L W _. .. P.2L U Dead Load 34 psf =_> 272 plf 14 psf =_> 216. plf 24 psf =_> 31.92 plf 34 psf =_> 136 plf 0 psf =_> 0.0 plf 9:5-psf==�>---19:51 plf T6.TAL D.L. 4-11675-4 PLF AVLSi"RUC Fmj= 11.88 in. LSL b= 5.25 In. psi 2.0 x10^6 p i -e:r x=(w*d)- 709P lbs ccuoance = i Sreq = Mmax/(Fb*Cd)= 91.90494 in Sprov.= 123.4 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 36.7 int Aprov.= 62.3 in O.K. Allow. Def = L/ 360 = 0.38 in. Actual Def.= 0.36 in. O.K. :f.= 0.23 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 382 VER: 1.45 Page: 17 ESI / F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: 613-C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Lot 334 Plan #: NDS 2006 (ASD) 23 Flush Beam over Garage under Bear wall above: Member Span = 7.5 ft L1= 7.50 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs Pt Pi W ;al J Qr Ll PSF TRIBUTARY PLF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 8.0 + 0.0 )= 384 0.0 + 0.0 )= 0 28 psf =_> 224 plf WALL = ( 14 )x( 9.0 + 6.4 )= 216 9.0 + 0.0 )= 90 14 psf =_> 216 pif FLOOR = ( 64 )x( 1.3 + 0.0 )= 85.12 3.8 + 0.0 )= 240 24 psf =_> 31.92 pif DECK = ( 74 )x( 4.0 + 0.0 )= 296 0.0 + 0.0 )= 0 34 psf =_> 136 pif MISC. OVER FULL LENGTH = 0.0 196 psf =_> 0 psf =_> 0.0 pif SELF WEIGHT = 19.5 33.6 psf =_> 19.48 psf =_> 19.5 pif TOTAL LOAD = 1000.6 PLF TOTAL D.L. = 627.4 PLF MEMBER SIZE _ ( 1 ) 5.25 x 11.875 F- (Parallam, PSL) ALTERNATE BEAM with 1/2" Camber DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 [If d>12, Q=(12/d)(")] 0.94 [If d>12, Cr --(12/d)(")] n= 0.136 LVL d= d= 11.88 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi 190 psi E= 1.8 x10^6 psi E= 2.0 x106 psi Vmax= Rmax-(w*d)= Mmax = 7035.49 ft -ib= 84.43 in -K lbs Vmax= Rmax-(w*d)= 2762 lbs R1= 3752 lbs R2= 3752 lbs Cd= 2-Occupance = 1 RI D.L= 2353 lbs R2 D.L= 2353 lbs RILL= 2831 lbs R2 LL= 3064 lbs RILL= 1400 lbs R2 LL= 1400 lbs Sreq = Mmax/(Fb*Cd)= 29.11235 In Sprov.= 123.4 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 14.3 in Aprov.= 62.3 in2 O.K. Allow. Def = L/ 360 = 0.25 in. Actual Def.= 0.05 in. O.K. Dead Load Def.= 0.03 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 1851 24 Flush Beam over Garage in Front of BA#2: Member Span = 22.5 ft L1= 16.00 ft P1= 3752 lbs from BM#23 @x1= 15.0 ft DL= 2353 lbs P2= 2633 lbs from 54'(6/2+3.5)15/2 @x2= 16.5 ft DL= 1658 lbs �1 W QL Ll PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 0.0 + 0.0 )= 0 28 psf =_> 0 pif WALL = ( 10 )x( 9.0 + 0.0 )= 90 10 psf =_> 90 pif FLOOR= ( 64 )x( 3.8 + 0.0 )= 240 24 psf =_> 90 pif DECK = ( 74 )x( 0.0 + 0.0 )= 0 34 psf =_> 0 pif MISC. OVER FULL LENGTH = 246.0 196 psf =_> 196.0 plf SELF WEIGHT = 33.6 33.6 psf =_> 33.6 pif TOTAL LOAD = 609.6 PLF TOTAL D.L. = 409.6 PLF MEMBER SIZE _ ( 1 ) 5.125 x 21 D- (Glulam 24F -V4) ALTERNATE BEAM = with 1/2" Camber DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 0.94 [If d>12, Cr --(12/d)(")] n= 0.136 LVL d= 21.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.125 in. Fb= 2400 x Cf x Cr= 2255 psi Fv= 190 psi E= 1.8 x10^6 psi Mmax = 65581.151 ft -Ib= 786.9738 in -K Vmax= Rmax-(w*d)= 8966 lbs R1= 8501 lbs R2= 9455 lbs Cd= 2-Occupance = 1 Rl o,L= 5671 lbs R2 0,L= 6392 lbs RILL= 2831 lbs R2 LL= 3064 lbs Sreq = Mmax/(Fb*Cd)= 348.9203 Ina Sprov.= 376.7 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 70.8 In Aprov.= 107.6 In O.K. Allow. Def = L/ 240 = 1.13 in. Actual Def.= 0.84 in. O.K. !f.= 0.58 in. Camber = D.L. Def.x 1.5 = 0.86 in. Actual Def.= U 322 VER: Page: r ES I/: M E Inc.' Date: 6/12/2013 5TRUCTURAL ENGINEERS Job #: 613-C925 - Client: Mr. A Mrs. McFarlane Project Name:* McFarlane Residence @ The Hideaway Lot 334 , Plan #: NDS 2005 (ASD) - X2 . . P2 25 ingle Garage Dr. Hdr supporting BM#24: X1 Member Span = - 9.5 ft L1= 9.50 ft` W P1= 9455 lbs from BM#24 @x1= 3.0 ft DL= 6392 Ibs Rl P2= 0 lbs from @xz= 0.0 ft DL= 0 Ibs u PSF - TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 0.0 + 0.0 )= 0 28 psf =_> . 0 plf WALL = ( 10 )x( . 2.0 + 0.0 )_ - 20 10 psf =_> 20 pif FLOOR = ( 64 )x( . 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 74 )x( .4.0 + 0.0 )= 296 34 psf =_>' 136 pif MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 plf SELF WEIGHT = 19.5 19.48 psf =_> 19.5 plf TOTAL LOAD = 335.5 PLF TOTAL D.L. = 175.5 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 [If,d>12, Q=(12/d)(")] n= 0.136 LVL d= 11.88 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSLb 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E=, 2.0 x106 psi Mmax = 23192.29 ft -Ib= 278.31 in -K Vmax= Rmax-(w*d)= 7731 Ibs R1= 8063 Ibs R2=- 4579 Ibs' Cd= 2-Occupance . _- 1 R, D.L 5209. Ibs R2 D.L 2852 Ibs RILL= 2854' Ibs R2LL= 1727 Ibs Sreq = Mmax/(Fb*Cd)= 95.96811 in3 Sprov.= 123.4 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 40.0. int Aprov.= 62.3 int O.K.. Allow. Def = L/ 360 = 0.32 in. Actual' Def.= .0.26 in. O.K. Dead Load Def.= 0.17 in. Camber = D.L. Def.x 1.5 = N.A. ,in. Actual Def.= U 443 r :2 26 Drop Beam in the Middle of 2 Car Garage: z1 in Member Span = 22.5 ft L1= 16.00 ft W P1= .10478 Ibs from BM#22 +23 @x1= 15.0 ft DL= 6669 Ibs " _ :. { a, �2;. c_ P2= 2633 Ibs from @x2- 16.5 ft DL- 1658 Ibs v u 54•(6/2+3 5)15!2 �` PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 0.0 + 0.0 )= 0 28 psf ==> 0' pif WALL = ( 10 )x( 9.0 + 0.0 )= 90 10 psf =_> 90 pif FLOOR= ( 64 )x( 6.0 + 7.0 )= 832 24 psf =_> 312 pif DECK =. ( 74 )x( 0.0 + 0.0 )= 0 34 psf 0 OF >� ��f96.0 pif MISC. OVER FULL LENGTH = 0.0 CITY 1r96Npsf==1 pif SELF WEIGHT = 50.6 �UILQING 060<psf =� DEM50.6, Of TOTAL LOAD = 972.6 ' PLF �.-. �TOTAI, D.1 648.6 PLF - ALTERNATE BEAM- with 1/2" Camber- DESIGN.- Size amberDESIGN:Size Factor, Cf = 0.93 [If d>12, Cf=(12/dyn)] , Repetitive Member, Cr=> No => Cr= 1 Fb= 2400. x Cf x Cr= 2.222 psi Fv Mmax = 116189.68 ft -Ib= 1394.276 in -K R1= 14271 Ibs' R2= ':44731 Ibs R2 D,L= 9590 Ibs R2 D.L= 10723 lbs R1 L1.= 4681 lbs R2 LL= 4008 . lbs Sreq = Mmax/(Fb*Cd)= 627.4106 in Areq 1.5*Vmax/(Fv*Cd)= 115.5 int Allow., Def = L/ 240 = 1.13 in. Dead Load Def.= 0.53 in. Camber = D.L. De n= 0.1111 PSL/VL/6xSAWN n= 0.136 LVL BY --d= 24.00 in. n= 0.092 LSL b= 6.75 in. f 190 psi • E= 1.8 x10^6 psi Vmax= Rmax-(w*d)= .14629 Ibs Cd= 2-Occupance = i Sprov.= 648.0 in O.K. Aprov.= 162.0 int O.K. Actual Def.= 0.76 in. O.K.- 0.80 .K:0.80 in. Actual Def.= U 357 VER: 1.45 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: McFarlane Residence @ The Hideaway Lot 334 Page: I Date: 6/12/2013 Sob #: 613-C925 Client: Mr. & Mrs. McFarlane Plan #: NDS 2005 (ASD) X2 27 Drop Beam over 2 Car Garage towards the Courtyard side: ROOF = ( 48 )x( 3.0 + 1.0 )= 192 . P! 1 112 x1 Member Span = 22.5 ft L1= 15.00 ft 14 psf =_> W plf FLOOR= ( 64 )x( 0.0 + 0.0 )_ 0 P1= 7113 lbs from BM#22 @x1= 15.0 ft DL= 4551 lbs pif DECK = ( 74 )x( 0.0 + 0.0 )= 0 34 psf =_> 0 ,R, MISC. OVER FULL LENGTH = 0.0 R2L P2= 999 lbs from @x2= 4.5 ft DL= 609.8 lbs E U SELF WEIGHT = 11.6 48'7.5/2'4.5/2+(14'9+10'9)"5.5/2 11.6 pif PSF TRIBUTARY PLF Dead Load 179.6 ROOF = ( 48 )x( 0.0 + 0.0 )= 0 28 psf =_> 0 plf WALL = ( 14 )x( 9.0 + 0.0 )= 126 14 psf =_> 126 pif FLOOR = ( 64 )x( 6.0 + 0.0 )= 384 24 .psf =_> 144 pif DECK = ( 74 )x( 0.0 + 0.0 )= 0 34 psf =_> 0 plf MISC. OVER FULL LENGTH = 222.0 102 psf =_> 102.0 pif SELF WEIGHT = 38.4 38.44 psf ==> 38.4 pif TOTAL LOAD = 770.4 PLF TOTAL D.L. = 410.4 PLF MEMBER SIZE _ ( 1 ) 5.125 x 24 D- (Glulam 24F -V4) 5.5 in. ALTERNATE BEAM = with 1/2" Camber 170 psi E= 1.6 x10^6 psi DESIGN: n= 0.1111 PSL./VU6x6AWN Vmax= Rmax-(w*d)= 1432 Size Factor, Cf = 0.93 (If d>12, C,=(12/d)(")] n= 0.136 LA d= 24.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.125 in. Fb= 2400 x Cf x Cr= 2222 psi Fv= 190 psi E= 1.8 x106 psi Mmax = 81142.21 ft -Ib= 973.71 in -K Vmax= Rmax-(w*d)= 9659 lbs R1= 11200 lbs;R2= 10422 lbs Cd= 2-Occupance = 1 RI D.L= 6290 lbs R2 D.L= 6086 lbs RILL= 4910 lbs R2 LL= 4336 lbs Sreq = Mmax/(Fb*Cd)= 438.1584 in Sprov.= 492.0 Ina O.K. Areq = 1.5*Vmax/(Fv*Cd)= 76.3 int Aprov.= 123.0 in O.K. Allow. Def = L/ 240 = 1.13 in. Actual Def.= 0.70 in. O.K. Dead Load Def.= 0.44 in. Camber = D.L. Def.x 1.5 = 0.65 'in. Actual Def.= U 388 28 Flush Beam over Single Car Garage by Tower: Member Span = 12.5 ft L1= 10.00 ft P3= 384 lbs from bm @x1= 10.0 ft DL= 294 lbs (48*3/2+14*4)*6/2 P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs Xt PZ xt ? 1 W LRL J R2(- U PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 3.0 + 1.0 )= 192 28 psf =_> 112 pif WALL = ( 14 )x( 4.0 + 0.0 )= 56 14 psf =_> 56 plf FLOOR= ( 64 )x( 0.0 + 0.0 )_ 0 24 psf =_> 0 pif DECK = ( 74 )x( 0.0 + 0.0 )= 0 34 psf =_> 0 pif MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 pif SELF WEIGHT = 11.6 11.6 psf =_> 11.6 pif TOTAL LOAD = 259.6 PLF TOTAL D.L. = 179.6 PLF MEMBER SIZE _ ( 1 ) 6 x 10 B- (DF #1) ALTERNATE BEAM = DESIGN• n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 1.00 (If d>12, C,=(12/d)(")] n= 0.136 LVL d= 9.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.5 in. Fb= 1350 x Cf x Cr= 1350 psi Fv= 170 psi E= 1.6 x10^6 psi Mmax = 5458.7795 ft -Ib= 65.50535 in -K Vmax= Rmax-(w*d)= 1432 lbs R1= 1637 lbs R2= 1372 ibs Cd= 4 -Roof = 1.25 R1 D.L= 1141 lbs R2 D.L= 980 lbs RILL= 496 lbs R2LL= 392 lbs Sreq = Mmax/(Fb*Cd)= 38.81799 in Sprov.= 82.7 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 10.1 In Aprov.= 52.3 In O.K. Allow. Def = L/ 360 = 0.42 In. Actual Def.= 0.24 in. O.K. Dead Load Def.= 0.18 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 614 VER:1.45 F1 --- W (plf) Page: 'PID E S I J F M E Inc. USE WIND ZONE - -F (plf) Date: 06/12/13 ROOF STRUCTURAL ENGINEERS 256 Job #: C925 ( 11.5 - 4.5 )xPs: 114 (SEISMIC) .256 Client: Mr. & Mrs. McFarlane )psfx( 0 Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY -LOT 334 Plan #: LA QUINTA, CA. H1 1 3397.4 1 Floor D.L. = ( 24 2 -STORY LATERAL ANALYSIS (ASCE 7-05 &2010 CBC) / SIMPLIFIED METHOD )ft LOCATION: BR#3 & BR#3 COVERED DECK OVER KITCHEN: 1080 plf ti LONGITUDINAL ( L1 ) 2n1 Story 2nd STORY 1st Story ---: Roof D. L. _ ( 28 )psfx( 35 )ft _ 1 Exterior Wall =( 980 plf I Ir Exterior Wall =( 14 )psfx( 9 - 4.5 )( 1 )= 63 plf Interior Wall=( 10 )psfx( 9 - 4.5 )( 3 )= 135 plf F2-)� Parallel Ext.Wall=( 14 )psfx( 9 x 39 / 20 )= 246 plf Parallel Int.wall=( 10 )psfx( 4.5 x 40 / 20 )= 90 plf H2 10 TOTAL = 1514 pit F1 --- W (plf) Fx (plf) 1st STORY USE WIND ZONE - -F (plf) CONTRQLLIN_.G_ FORCE(plf) ROOF 1513.7 256 --- ( 11.5 - 4.5 )xPs: 114 (SEISMIC) .256 Roof D. L. = ( 28 )psfx( 0 )ft = 0 pif H1 1 3397.4 1 Floor D.L. = ( 24 )psfx( 45 )ft = 1080 plf 2n1 Story 1st Story _ 1 Exterior Wall =( 14 )psfx( 4.5 + 5 X 1 )= 133 plf Interior Wall=( 10 )psfx( 13.5 + 10 )( 1 )= 235 pif Parallel Ext.Wall=( 14 )psfx( 9 x 39 / 20 )= 246 pif Parallel Int.wall=( 10 )psfx( 9.5 x 40 / 20 )= 190 pif ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: TOTAL = 1884 pif (ASCE 7-05 Sec. 12.14.8.1) ZIP• CODE LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ssm,,,=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL Rock, Fa=1.0 Sl = 0.6 SDs = 1.400 soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x p x W _ F= 2 STORY=1.1 4--F=1.1 2 STORY V R x 1.4 -> V= 0.169 x W F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) u)= 1.3 (CBC -1605.3) Mean Roof Height= 21.00 ft < 60 ft Wind Velocity= 8s mph Exposure= C o_of Sbp.e�3.,0 .12 - 4.0 degrees Ps= cox x KA x PsX11 x I I = 1.0 �` =�1. F L(F�.eQASrCEJ O i -A 2 Page 40) ZONES M BUILDING &:'AFETY D Horizontal Pressures Vertical Pressures ( oyerfiangs'll,y--I A B C D E F IG M- EOH GOH Th:IJ.�.11.i.f Ps30 (P� 14.4 4.8 9.6 -2.7 -13.8 -9.0 19.6 -6!91219.1 Ps (psf) 24.4 -8.1 16.2 -4.6 -23.4 -15.2 -16.2 -11.7 -32.74-25.6 PT. PT. LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE - -F (plf) CONTRQLLIN_.G_ FORCE(plf) ROOF 1513.7 256 --- ( 11.5 - 4.5 )xPs: 114 (SEISMIC) .256 1 1883.7 319 574.9 ( 21.5 - 5 )xPs: 268 (SEISMIC) 575 BASE 1 3397.4 1 1 574.9 First Floor Wind .= -15-4t- 54 VERSION: 2011.1 Page: ESI / F M E Inc. Date: 06/12/13 ES STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY -LOT 334 Plan #: LA QUINTA, CA. Hr F2----> H2 - F1 ? ' Hl 2 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC) / SIMPLIFIED METHOD LOCATION: TRANSVERSE BR#3 & BR#3' COVERED DECK OVER KITCHEN: W 010 (o= 1.3 (CBC -1605.3) Mean Roof Height= 21.00 ft < 60 ft ( T1 ) mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= o) x X x KA x Ps30 x I I = 1.0 = 1.30 (From ASCE 7-05 Figure 6-2, Page 40) 2nd STORY 384.9 ( 23.0 - 5 )xPs: 292 ZONES BASE 2274.23 384.9 First Floor Wind = 171 Roof D.L. _ ( 28 )psfx( 22 )ft A B = 616 plf Exterior Wall =( 14 )psfx( 9 - 4.5 )( 2 )= 126 plf Interior Wall=( 10 )psfx( 9 - 4.5 )( 2 )= 90 plf Parallel Ext.wall=( 14 )psfx( 9 x 20 / 34 )= 74 plf Parallel Int.Wall=( 10 )psfx( 4.5 x 60 / 34 )= 79 plf TOTAL = 985.5 Plf 1st STORY Roof D.L. = ( 28 )psfx( 8 )ft = 224 plf Floor D.L. = ( 24 )psfx( 20 )ft = 480 plf 2nd Story 1st Story Exterior Wall =( 14 )psfx( 4.5 + 5 )( 2 )= 266 plf Interior Wall=( 10 )psfx( 9 + 5 )( 1 )= 140 plf Parallel Ext.Wall=( 14 )psfx( 9 x 20 / 46 )= 55 plf Parallel Int.wall=( 10 )psfx( 9.5 x 60 / 46 )= 124 plf TOTAL = 1289 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 SS_=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOILRock, Fa=1.0 Sl = 0.6 SDS = 1.400 *-ESoil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x p x W _ F= 2 STORY= 1.1 F F=1.1 2 STORY V R x 1.4 - V- 0.169 X W F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) LEVEL W 010 (o= 1.3 (CBC -1605.3) Mean Roof Height= 21.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= o) x X x KA x Ps30 x I I = 1.0 = 1.30 (From ASCE 7-05 Figure 6-2, Page 40) 218 384.9 ( 23.0 - 5 )xPs: 292 ZONES BASE 2274.23 384.9 First Floor Wind = 171 .�' Horizontal Pressures Vertical Pressures Overhangs A B C D E IF G H EOH GOH Ps30 (Psf) 14.4 4.8 9.6 2.7 -13.8 -9.0 -9.6 6.9 -19.31-15.1 _,�- F' I•t r ...... I ", Ps (ps>7 24.4 8.1 16.2 -4.6 -23.4 -15.2 -16.2 -11.7 -32.71-25.61 ` _r LEVEL W 010 Fx (plf) Stor,X-Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) ROOF 985.529 167 --- ( 12.0 - 4.5 )xPs: 122 (SEISMIC) 167 1 1288.7 218 384.9 ( 23.0 - 5 )xPs: 292 (SEISMIC) 385 BASE 2274.23 384.9 First Floor Wind = 171 VERSION: 2011.1 Page: a . E S I/ F M E Inc. Date: 06/12/13 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY -LOT 334 Plan #: LA QUINTA, CA. 2 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC)J SIMPLIFIED METHOD LOCATION: BR#2 & BR#2 COVERED DECK OVER GARAGE: �► LONGITUDINAL ( L2 ) 2nd STORY - --- Roof D.L. _ ( 28 )psfx( 25 )ft = 700 plf Exterior Wall =( 14 )psfx( 9 4.5 )( 1 )= 63 plf Interior Wall=( 10 )psfx( 9 4.5 )( 2 )= 90 plf F2-' Parallel Ext.Wall=( 14 )psfx( 9 x 50 / 20 )_ 315 plf Parallel Int.Wall=( 10 )psfx( 4.5 x 40 / 20 )= 90 plf H2 Fi- H1 1st STORY Roof D. L. = Floor D.L. = Exterior Wall =( Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=( 3TAL = 1 0 )psfx( 20 )ft = 0 plf 24 )psfx( 25 )ft = 600 plf ( 11.5 - 4.5 )xPs: 114 2nd Story 1 1st Story 197 14 )psfx( 4.5 + 5 )( 1 )= 133 plf 10 )psfx( 9 + 5 )( 1 )= 140 plf 14 )psfx( 9.5 x 50 / 29 )= 229 plf 10 )psfx( 4.5 x 40 / 29 )= 62 plf TOTAL = 1164 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ss_=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL r -I Rock, Fa=1.0 S1 = 0.6 SDs = 1.400 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category '= D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F 1.0 1 STORY V= F x SDs x p x W _> V= 0.169 x W F= 2 STORY=1.1 �1.1 2 STORY R x 1.4 1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: w= 1.3 (CBC -1 Wind Velocity= 85 mph Exposure= C Ps= o3xXxKztxPs30xI I= 1.0 ZONES Horizontal Pressures Vertical P A B C D E F !P, 30 (Psf) 14.4 -4.8 9.6 -2.7 -13.8 -9.0 (psf) 24.4 -8.1 16.2 -4.6 -23.4 (ASCE 7-05 Sec. 6.4.2.1) 5.3) Mean_9_ooLH. eight -_--.24.-:00 ft < 60 ft CITY CRc0 Sslop€�--t3N0 1?2' 0 14.0 degrees BUILD do & Sj(8ro rna %ISLE UE -f � uT 6-1I, Page 40) A r-% M "%% / G n. ,w > rz r Overha .gs� FR7-1 O GOH -6.9 -19.3 -15.1 71-77 32-7 fr BY t LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) ROOF 1258 213 --- ( 11.5 - 4.5 )xPs: 114 (SEISMIC) 213 1 1164.38 197 409.9 ( 21.5 - 5 )xPs: 268 (SEISMIC) 410 BASE 1 2422.381 409.9 First Floor Wind = 154 VERSION: 2011.1 Page: ESI / F M E Inc. Date: 06/12/13 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY -LOT 334 Plan #: LA QUINTA, CA. 2 -STORY LATERAL ANALYSIS (ASCE 7.05 & 2010 CBC) I SIMPLIFIED METHOD I LOCATION: BR#2 & BR#2 COVERED DECK OVER GARAGE: TRANSVERSE ( T2 ) d Hr F2-)� H2 F1--> H1 2n STORY (ASCE 7-05 Sec. 6.4.2.1) Fx (plf) o1= 1.3 (CBC -1605.3) --,-•-. Roof D.L. _ ( 28 )psfx( 20 )ft = 560 plf \ Exterior Wall =( 14 )psfx( 9 4.5 )( 2 )= 126 plf X. `. Interior Wall=( 10 )psfx( 9 - 4.5 )( 2 )= 90 plf Parallel Ext.Wall=( 14 )psfx( 4.5 x 25 / 23 )= 68 plf Parallel Int.Wall=( 10 )psfx( 4.5 x 18 / 23 )= 35 plf TOTAL = 879.7 plf 1st STORY (ASCE 7-05 Sec. 6.4.2.1) Fx (plf) o1= 1.3 (CBC -1605.3) Mean Roof Height= 21.00 ft < 60 ft Wind Velocity= 85 mph Roof D.L. _ ( 28 )psfx( 5 )ft = 140 plf Floor D.L. _ ( 24 )psfx( 25 )ft = 600 plf 371.4 A B C FD 2nd Story 1st Story Ps30 (P 14.4 4.8 1 Exterior Wall =( 14 )psfx( 4.5 + 5 )( 2 )= 266 plf Interior Wall=( 10 )psfx( 4.5 + 0' )( 2 )= 90 plf Parallel Ext.Wall=( 14 )psfx( 9.5 x 25 / 23 )= 145 plf Parallel Int.Wall=( 10 )psfx( 9.5 x 18 / 23 )= 74 plf TOTAL = 1315 Of ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ssm,,,=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL Rock, Fa=1.0 S3 = 0.6 SDs = 1.400 soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x p x W _ _ F= 2 STORY=1.1 4-[F=1..2 F=1.1 2 STORY V � V- R x 1.4 - 0.169 x W 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) Fx (plf) o1= 1.3 (CBC -1605.3) Mean Roof Height= 21.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= w x x Kzt x Ps30 x I I = 1.0 X = 1.30 (From ASCE 7-05 Figure 6-2, Page 40) 223 371.4 ZONES ' Horizontal Pressures Vertical Pressures Overhangs 371.4 A B C FD E F G H i, Ps30 (P 14.4 4.8 9.6 2.7 -13.8 -9.0�E&Ps (pso 24.4 -8.1 16.2 -4.6 .23.4 -15.2 LEVEL. W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) ROOF 879.696 149 --- ( 12.0 - 4.5 )xPs: 122 (SEISMIC) 149 1 1314.91 223 371.4 ( 23.0 - 5 )xPs- 292 (SEISMIC) 371 BASE 2194.61 371.4 1 First Floor Wind = 171 VERSION: 2011.1 Page: 2 4 - ESI/ F M E Inc. Date: 6/12/;013 STRUCTURAL ENGINEERS Job #: C925 F1 )TAL = 1316 pif W (pif) G)= Client: Mr. & Mrs. McFarlane mph Project Name, McFarlane Residence @ The Hideaway - Lot 334 C Plan #: La Quinta, California 1.0 (SEISMIC);-202-� ZONES Roof D.L. _ ( 28 )psfx( 26 )ft Horizontal Pressures 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC) ! SIMPLIFIED METHOD, LOCATION: GREAT ROOM AND ENTRY ,vh 1 Exterior Wall =( 14 )psfx( 16 8 )( 2 )= 224 pif �r �- LONGITUDINAL ( L3 ) 8 )( 0 )= 0 Plf Parallel Ext.Wall=( 14 )psfx( 8 x 1st STORY )= 200 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 28 )= 0 plf Roof D. L. _ ( 28 )psfx( 31 )ft = 868 plf \ Exterior Wall =( 14 )psfx( 16 8 )(_ 2 )= 224 plf Hr �\ Interior Wall=( 10 )psfx( 16 - 8 )( 0 )= 0 pif /� Parallel Ext.Wall=( 14 )psfx( 8 x 50 / 25 )= 224 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 25 )= 0 plf F1 )TAL = 1316 pif ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) W (pif) G)= TRANSVERSE ( T3 ) Wind Velocity= Ss mph H1 C Ps= wxkxKztxP53oxI 1st STORY 1.0 (SEISMIC);-202-� ZONES Roof D.L. _ ( 28 )psfx( 26 )ft Horizontal Pressures = 728 pif A I ,vh 1 Exterior Wall =( 14 )psfx( 16 8 )( 2 )= 224 pif �r -13.8 -9.0-9.6 �- Interior Wall=( 10 )psfx( 16 - 8 )( 0 )= 0 Plf Parallel Ext.Wall=( 14 )psfx( 8 x 50 / 28 )= 200 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 28 )= 0 plf TOTAL = 1152 pif ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ss_, =1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL Rock, Fa=1.0 S.t = 0.6 SDs = 1.400 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) STORY F x SDs x p x WF= V= _> V= 0.154. `xW 1 STORY=1.0 f- F=1.1 2 STORY R X 1.4 F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) Mean Roof Height= 19.00 ft < 60 ft Roof Slope= 3.0 :12 = 14.0 degrees X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) "` ju1111 A - �i•.�F RUC'1' N - .2 i. LEVEL W (pif) G)= 1.3 (CBC -1605.3) Wind Velocity= Ss mph Exposure= C Ps= wxkxKztxP53oxI I= 1.0 (SEISMIC);-202-� ZONES Horizontal Pressures Vertical Pressures A I B I C D E I F G„ PS30 (Pst) 14.4 -4.8 9.6 -2.7 -13.8 -9.0-9.6 PS (psf) 1 23.8 1 -7.9 15.9 -4.5 1-22.91-14-9115.9 - LONGITUDINAL Mean Roof Height= 19.00 ft < 60 ft Roof Slope= 3.0 :12 = 14.0 degrees X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) "` ju1111 A - �i•.�F RUC'1' N - .2 i. LEVEL W (pif) FX (plf) Story Shear (Plf) USE WIND ZONE=> C I r) TE -__ __--- BJ(plf)--FORC-E(p CONTROL NG f) 1 1316 202 --- ( 19.0 _ - 8.0 )xPs=�-175= (SEISMIC);-202-� TRANSVERSE LEVEL VERSION: W (pif) Fx (plf) Story Shear (pif) USE WIND ZONE=> C (pif) CONTROLLING FORCE(plf) 1 1152 177 --- ( 17.5 - 8.0 )xPs= 151 SEISMIC) ;• 177-- 77;: VERSION: 2011.1 - Page: 2_5- IaI 7' E S I J F M E I n C. Date: 6/12/2013 STRUCTURAL ENGINEERS .lob #: C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway - Lot 334 Plan #: La Quinta, California 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010'CBC) I SIMPLIFIED METHOD LOCATION: LOGGIA �'-LONGITUDINAL ( L4 ) W (plf) m= 1.3 (CBC -1605.3) Mean Roof Height= 16.00 ft < 60 ft 1st STORY mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= cn x i x Kzt x Ps30 x I Roof D. L. _ ( 28 )psfx( 16 )ft 1.0 X = 1.23 (From ASCE 7-05 Figure 6-2, Page 40) = 448 plf / \ Exterior Wall =( 14 )psN( 14.5 - 7.25 )( 1 )= 101.5 Plf Hr f �� Interior Wall=( 10 )psfx( 14.5 - 7.25 )( 0 )= 0 Plf Parallel Ext.Wall=( 14 )psfx( 7.25 x 6 / 24 )_ 25 plf 14.4 \ Parallel Int.Wall=( 10 )psfx( 0 x 0 / 24 )= 0 plf F1 35 1.0-7.7 -1Ps .3 -1 ' LONGITUDINAL TOTAL = 574.9 plf 4 TRANSVERSE' ( T4 ) b H1 1st STORY Roof D.L. _ ( 28 )psfx( 24 )ft = 672 plf Vb 1 Exterior Wall =( 14 )psfx( 14.5 7.25 )( 1 )= 102 plf }- Interior Wall=( 10 )psfx( 14.5 - 7.25 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 7.25 x 12 / 16 )= 76 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 16 )= 0 plf TOTAL = 850 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ss_=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa- SOIL Rock, Fa=1.0 Sl = 0.6 SDS = 1.400 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x 1) x W _ V -� V- 0'154 X W F= 1 STORY=1.0 f -I F=1.1 2 STORY R x 1.4 F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) LEVEL W (plf) m= 1.3 (CBC -1605.3) Mean Roof Height= 16.00 ft < 60 ft Wind Velocity = 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= cn x i x Kzt x Ps30 x I I = 1.0 X = 1.23 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs B C D E FG HA EOH GOH '` �'I.•i'�:�-.II (P 14.4 -4.8 2.7 3.8 - -.6 -6. .09 99P530 �(. %i;.Y..,,' ... I(" -19.3-15.1 .;i�i :,:.r,, (psf) 23.0 15.3-4.3 35 1.0-7.7 -1Ps .3 -1 -30.8 -24.1 a% LONGITUDINAL LEVEL W (plf) Fx Story Shear (Plf) (plf) USE WIND ZONE=> C (plf) CONTROLLING I FORCE(plf) 1 574.875 88 --- ( 16.0 - 7.5xP = 130 5- ..:(WIND) ::r- 1.130 `.- TRANSVERSE LEVEL W (Plf) ' Fx (Plf) Story Shear (Plf) USE WIND ZONE=> C I (Plf) CONTROLLING FORCE(plf) 1 850 131 --- ( 16.0 - 5.0 )xPs= 168 WIND :168 - VERSION: 2011.1 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway - Lot 334 Plan #: La Quinta, California 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC) / SIMPLIFIED METHOD LOCATION: MBR FI - Hr --� LONGITUDINAL ( Page: Z ESI/ F M E I n c. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway - Lot 334 Plan #: La Quinta, California 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC) / SIMPLIFIED METHOD LOCATION: MBR FI - Hr --� LONGITUDINAL ( L5 ) ( T5 ) 1st STORY 1 984 + 1st STORY --- 1 5.0_ Tr-- 0.0 )xPs Y75.5 Roof D.L. _ ( 28 )psfx( 21 )ft = 588 plf Exterior Wall =( 14 )psfx( 14 - 7 )( 1 )= 98 plf Interior Wall=( 10 )psfx( 14 - 7 )( 1 )= 70 plf Parallel Ext.Wall=( 14 )psfx( 7 x 19 / 14 )= 133 plf Parallel Int.Wall=( 10 )psfx( 7 x 19 / 14 )= 95 plf TOTAL = 984 plf )ft = 420 plf - 7 )( 1 )= 98 plf - 7 )( 1 )= 70 plf x 14 / 19 )= 72 plf x 14 / 19 )= 52 plf TOTAL = 712 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN : (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ss,,,,=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOILRock, Fa=1.0 Sl = 0.6 SDs = 1.400 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x I) x W _ F= 1 STORY=1.0 -I F=1.1 2 STORY V R x 1.4 - V= 0.154 x W F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) a)= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft Wind Velocity = Bs mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= (!) x � x Kzt x P 3,, x I I= 1.0 X = 1.21 (From ASCE 7-05 Figure 6-2, Page 40) - s ZONES Fx (plf) IA TRANSVERSE ( T5 ) H1 1 984 + 1st STORY --- 1 5.0_ Tr-- 0.0 )xPs Y75.5 (SEISMIC) A B C D E F� G-EOH • GOR Roof D.L. _ ( 28 )psfx( 15 , FES, T. r! vb 1 Exterior Wall =( 14 )psfx( 14 Ps (Ps-,) 22.7 -7.6 1 15.1 1 -4.2 1 -21.7 -14.2 -15.1 -10.9 ..-30.4, .-23.8 '- Interior Wall=( 10 )psfx( 14 r Parallel Ext.Wall=( 14 )psfx( 7 ParallelInt.Wall=( 10 )psfx( 7 )ft = 420 plf - 7 )( 1 )= 98 plf - 7 )( 1 )= 70 plf x 14 / 19 )= 72 plf x 14 / 19 )= 52 plf TOTAL = 712 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN : (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ss,,,,=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOILRock, Fa=1.0 Sl = 0.6 SDs = 1.400 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x I) x W _ F= 1 STORY=1.0 -I F=1.1 2 STORY V R x 1.4 - V= 0.154 x W F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) a)= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft Wind Velocity = Bs mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= (!) x � x Kzt x P 3,, x I I= 1.0 X = 1.21 (From ASCE 7-05 Figure 6-2, Page 40) - s ZONES Fx (plf) IStory Shear (plf) USE WIND ZONE=3 " C' ---ONTRO (plf) Horizontal Pressures Vertical Pressures !ill::!: 1; 1 984 _Overhangs --- 1 5.0_ Tr-- 0.0 )xPs Y75.5 (SEISMIC) A B C D E F� G-EOH • GOR " i ps30 (Psf) 14.4 4.8 1 9.6 1 -2.7 -13.8 -9.0 ' -9.6 , i 6.9, .� 19.,3 -�5.] , FES, T. r! Ps (Ps-,) 22.7 -7.6 1 15.1 1 -4.2 1 -21.7 -14.2 -15.1 -10.9 ..-30.4, .-23.8 � i _ r• • �} -,Y L..�y LONGITUDINAL LJ ' LEVEL W (plf) Fx (plf) IStory Shear (plf) USE WIND ZONE=3 " C' ---ONTRO (plf) FORCE( ING Af) 1 984 151 --- 1 5.0_ Tr-- 0.0 )xPs Y75.5 (SEISMIC) 151 TRANSVERSE LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 712 110 --- ( 15.5 - 7.0 )xPs= 128 WIND) 128 VERSION: 2011.1 VERSION: 2011.1 LEVEL Page: 2"7 w� 1 T E S I / F 1-1 E n C. Date: 6/12/2013 ENGINEERS C925 .STRUCTURAL Job #: Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway - Lot 334 Plan #: La Quinta, California 1 -STORY LATERAL ANALYSIS (ASCE 7.05 & 2010 CBC) 1 SIMPLIFIED METHOD LOCATION: MSA & MBR CLOSET ~iLONGITUDINAL ( L6 ) 1st STORY Roof D.L. _ ( 28 )psfx( 31 )ft = 868 plf Exterior Wall =( 14 )psfx( 10 - 5 )( 1 )= 70 plf Hr ' \ Interior Wall=( 10 )psfx( 10 - 5 )( 2 )= 100 plf / Parallel Ext.Wall=( 14 )psfx( 5 x 52 / 15 )= 243 plf Parallellnt.Wall=( 10 )psfx( 5 x 30 / �` / 15 = 100 Plf F1 -4 TOTAL = 1381 plf I� TRANSVERSE ( T6 ) H1 + 1st STORY Roof D.L. _ ( 28 )psfx( 15 )ft = 420 plf Exterior Wall =( 14 )psfx( 10 5 )( 2 )= 140 plf Interior Wall=( 10 )psfx( 10 - 5 )( 1 )= 50 plf Parallel Ext.Wall=( 14 )psfx( 5 x 15 / 30 )= 35 plf Parallel Int Wall=( 10 )psfx( 5 x 24 / 30 = 40 Plf TOTAL = 685 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ssm,,,=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL Rock, Fa=1.0 Sl = 0.6 SDS = 1.400 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category .= D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY F=1.1 2 STORY V= F x SDs x p x W => V= 0.154 x W F= 1 STORY=1.0 FIF= R x 1.4 1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) cu= 1.3 (CBC -1605.3) Mean Roof Height= 11.00 ft < 60 ft Wind Velocity= s5 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees P5= ('1 x x Kzt x P,30 x I I = 1.0 X = 1.21 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs i;;or°" A I S I C I D E I F I G I H EOH GOH r Ps30 (Psf) 14.4 4.8 9.6 -2.71-13.81 9.0 -9.6 6.9 19.3 -15.1 Ps (Psf) 22.7 7.6 15.1 -4.2 1-21.71-14.21-15.1 -10.9 -30.4 -23.8 -.� 'r- ••_f "; l: '• �/ LONGITUDINAL TRANSVERSE LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 1380.667 212 --- ( 11.0 - 5.0 )xPs= 90.6 SEISMIC) 212 LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 685 11051 --- ( 12.0 - 5.0 )xPs= 106 WIND 06 1 -"� WFx Page: ;k, g ESI / F M E Inc. Date: 6/12/2013 STRUCTUR,4L ENGINEERS Job #: C925 -"� WFx Client: Mr. & Mrs. McFarlane USE WIJD-ZOI�IE NS`CRU Project Name: McFarlane Residence @ The Hideaway - Lot 334 1 Plan #: La Quinta, California (Plf) 1st STORY FORC plf) 1 656.7826 101 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC) / SIMPLIFIED METHOD ( 11.5 - 5.0 )xPS= 98.2 LOCATION: DINING RM PATIO: = 700 pff LONGITUDINAL ( L7 ) 1 Exterior Wall =( 14 )psfx( 10 - 5 )( 1 1st STORY Interior Wall=( 10 )psfx( 10 - Roof D. L. _ ( 28 )psfx( 19 )ft = 532 plf Exterior Wall =( 14 )psfx( 10 - 5 )( 1 )= 70 plf Interior Wall=( 10 )psfx( Hr f �\ Parallel Ext.Wall=( 14 )psfx( 10 5 - 5 x 18 )( 0 )= / 23 )= 0 plf 55 plf j \ Parallel Int.Wall=( 10 )psfx( 0 x 0 / 23 )= 0 plf F1 -4 TOTAL = 656.8 pit ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) W= 1.3 (CBC -1605.3) Wind Velocity= 8s mph Exposure= C Ps= wxXxKztxPs30XI I= 1.0 ZONES Horizontal Pressures Vertical Pressures A I B C D Ps30 (Psf) 14.4 -4.3 9.6 -2.7 Ps (Psf) 22.7 1 -7.6 15.1 -4.2 Mean Roof Height= 12.00 ft < 60 ft Roof Slope= 3.0 :12 = 14.0 degrees X = 1.21 (From ASCE 7-05 Figure 6-2, Page 40) Overh LONGITUDINAL I A ^P ELS • ,> 4 <vws LEVEL WFx Fx (plf) TRANSVERSE ( T7 ) USE WIJD-ZOI�IE NS`CRU CONTR LLING 1 FH1 (plf) (Plf) 1st STORY FORC plf) 1 656.7826 101 --- ( 11.5 - 5.0 )xPS= 98.2 Roof D.L. _ ( 28 )psfx( 25 )ft = 700 pff Y vb 1 Exterior Wall =( 14 )psfx( 10 - 5 )( 1 )= 70 plf Interior Wall=( 10 )psfx( 10 - 5 )( 0 )= 0 plf _ Parallel Ext.Wall=( 14 )psfx( 5 x 30 / 18 )= 117 plf Parallel Int.wall=( 10 )psfx( 0 x 0 / 18 )= 0 plf TOTAL = 887 pit ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1.Ss_=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL Rock, Fa=1.0 Sl = 0.6 SDs = 1.400 soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x I) x W _ V - V- 0.154 x. W F= 1 STORY=1.0 F=1.1 2 STORY R x 1.4 F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) W= 1.3 (CBC -1605.3) Wind Velocity= 8s mph Exposure= C Ps= wxXxKztxPs30XI I= 1.0 ZONES Horizontal Pressures Vertical Pressures A I B C D Ps30 (Psf) 14.4 -4.3 9.6 -2.7 Ps (Psf) 22.7 1 -7.6 15.1 -4.2 Mean Roof Height= 12.00 ft < 60 ft Roof Slope= 3.0 :12 = 14.0 degrees X = 1.21 (From ASCE 7-05 Figure 6-2, Page 40) Overh LONGITUDINAL I A ^P ELS • ,> 4 <vws LEVEL WFx Fx (plf) Story Shear USE WIJD-ZOI�IE NS`CRU CONTR LLING 1 (Plf) (plf) (Plf) (plf) FORC plf) 1 656.7826 101 --- ( 11.5 - 5.0 )xPS= 98.2 (SEISMIC) _ 101 Y �--- TRANSVERSE LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 887 1136 --- ( 11.5 - 5.0 )xPS= 98.2 SEISMIC) . 136 VERSION: 2011.1 Page: E S I J F M E I n c. Date: 6/12/2013 ` STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway - Lot 334 Plan #: La Quinta, California 1 -STORY LATERAL ANALYSIS (ASCE 7.05 & 2010 CSC) / SIMPLIFIED METHOD LOCATION: TOWER I Hr ' F1 -7 HI T *LONGITUDINAL 1st STORY Roof D.L. _ J_ Exterior Wall =( Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=( TRANSVERSE 1st STORY Roof D.L. _ 1 Exterior Wall =( Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=( ( L8 ) 28 )psfx( 14 )ft = 392 plf 14 )psfx( 14 7 )( 3 )= 294 plf 10 )psfx( 14 7 )( 0 )= 0 plf 14 )psfx( 7 x 12 / 22 )= 53 pif 10 )psfx( 7 x 12 / 22 )= 38 plf TOTAL = 777.6 plf T8 28 )psfx( 25 )ft = 700 pif 14 )psfx( 14 - 7 )( 1 )= 98 pif 10 )psfx( 14 - 7 )( 1 )= 70 plf 14 )psfx( 7 x 70 / 12.5 )= 549 pif 10 )psfx( 0 x 0 / 12.5 )_ 0 pif ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.OS Section 12.14.8.1 Ss_=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Sl = 0.6 SDs = 1.400 TOTAL = 1417 plf (ASCE 7-05 Sec. 12.14.8.1) Fa= SOILRock, Fa=1.0 1*-fsoil, Fa=1.4 Stte Sod Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY V= F x SDs x p x W _> V= 0.154 xw F= 1 STORY=1.0 �I F=1.1 2 STORY R X --.4 L F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN • (ASCE 7-05 Sec. 6.4.2.1) LEVEL W (t)= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= oil x i x Kzt x PS io x I I= 1.0 X = 1.21 (From ASCE 7-05 Figure 6-2, Page 40) --- ( 15.0 - 7.0 )xPs= 121 (WIND) 121 ZONES Horizontal Pressures Vertical Pressures Overhangs A B r C .D E I F G r H EOH GOH P',,0 (w)14.4 4.6 1 9.6 2.7 -13.8 -9.0 -9.6 6.9 -19.3 -15.1 + i Ps (psi 22.7-7.6 15.1 -4.2 -21.7 -14.2 -15.1 -10.9 -30.4 -23.8 `.. '" n I. r".1 .•''(-''% LONGITUDINAL LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING 1 (Plf) (plf) (Plf) (Plf) FORCE(plf) 1 777.6364 120 --- ( 15.0 - 7.0 )xPs= 121 (WIND) 121 TRANSVERSE LEVEL W (Plf) Fx (Plf) Story Shear (Plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 1417 7-8F---- ( 15.0 - 7.0 )xPs= 121 SEISMIC) 218 VERSION: 2011.1 Page: 30 ESI / F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. 8 Mrs. McFarlane am Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. UPLIFT: L (Wall)= 3.0 ft LOAD= 920 lbs. O.T.M.= 8281 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 9 ft= 126 lbs RDL= 28 psf TrbW= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 963.9 lbs UPLIFT=(O.T.M.-R.M.)/L,,,,,, UPLIFT= 2439 Ibs PROVIDE SIMPSON: _ ST6224 PER POST, CAPACITY= 2540 Ibs O.K m Lenqth= 14 ft Provide A35's or H1's @ 40 inches O.C. V= 131 WALL(S) @ RIGHT SIDE OF BR#3: SHEAR WALL DESIGN PLATE HT= 9 ft (IBC 2009 /CBC 2010 /SDPWS-OS) {WALL 1= io.00 ft OPENING= o.00 ft toWALL(S) @ LEFT OF BR#3 COVERED DECK: io.00 ft) WALL2= o.00 PLATE HT= 9 ft {WALL 1= 3.00 ft OPENING= o.00 ft Walll � = 3.00 ft} WALL2= _ 3.0o ft WALL 3= o.00 ft WALL 4= o.00 . ft Tt'8/24.5 LOAD =( 54.5306 plf ( 0.0 ft / 2 + 16 ) = 872 lbs. TOTAL WALL LENGTH = 6.00 ft T1'15/22 LOAD =( 113.864 plf ( 0.0 ft/2+ 8.5 ) = 968 lbs. LOAD =( 167 pif ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 Plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1840 lbs / 6.00 ft = 307 lbs/ft ANCHOR/STRAP? STRAP CORRECTED PER HNV RATIO (SDPWS-08 Table4.3.4 )= 460 lbs/ft GOV.FORCE= SEISMIC U S E / 12 W/16d S.P.N. @ 4 "o/c 10.00 SPN4 UPLIFT: L (Wall)= 3.0 ft LOAD= 920 lbs. O.T.M.= 8281 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 9 ft= 126 lbs RDL= 28 psf TrbW= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 963.9 lbs UPLIFT=(O.T.M.-R.M.)/L,,,,,, UPLIFT= 2439 Ibs PROVIDE SIMPSON: _ ST6224 PER POST, CAPACITY= 2540 Ibs O.K m Lenqth= 14 ft Provide A35's or H1's @ 40 inches O.C. V= 131 WALL(S) @ RIGHT SIDE OF BR#3: PLATE HT= 9 ft PLATE HT= 9 ft {WALL 1= io.00 ft OPENING= o.00 ft Waill `= io.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T1 LOAD =( 167 plf ( 34.5 ft/2+ 0 ) = 2881 Ibs. TOTAL WALL LENGTH= 10.00 ft LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 2881 Ibs / 10.00 ft 288 Ibs/ft ANCHOR/STRAP? STRAP288 SPNS lbs/ft '.FORCE= SEISMIC U S E AW/16d S.P.N. @ 4 "o/c SPN4 UPLIFT: L (Wall)= 10.0 ft LOAD= 2881 Ibs. O.T.M.= 25927 ft-Ibs RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 10 psi' x 9 tt = 90 Ibs RDL= 28 psf Trbw= 0 ft FDL= 24 psf TrbW= 0 It RES.MOM= 4050 lbs UPLIFT=(O.T.M.-R.M.)/I-,I1 UPLIFT= 2188 Ibs PROVIDE SIMPSON: MST48 PER POST, CAPACITY= 3695 Ibs O.K = SO ft Provide A35's or H1's @ 16 inches O.C. V= 288 WALL(S) @ LEFT OF BR#2 PLATE HT= 9 ft {WALL 1= i2.00 ft OPENING= o.00 ft Waill I= 12.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T1 LOAD =( 167 plf( 10.0 ft / 2 + 0 ) = 835 Ibs. TOTAL WALL LENGTH= 12.00 ft T2 LOAD =( 149 Of ( 16.0 ft / 2 + 0 ) = 1192 Ibs. LOAD =( 0 Of ( 0.0 ft / 2 + 0 ) = 0 Ibs.f LOAD =( 0 plf ( 0.0 ft / 2 + 0� 0 lbs { I NTA L SHEAR = T. LOAD / L = 2027 Ibs / 12.00 ft ,1 !�) i t/169 �-%Ib /ftp `-' ANCHOR/STRAP7 STRAP BUILDINC169 ;,abs/fETY DEPT. .FORCE= SEISMIC U S E 1D W/16d S.P.N. @ 8,/i r -N toyc-2,r1s t r7- F-% SPNS UPLIFT: L(Wall)= 12.0 ft LOAD= 2027" %�169.1v""''0.`F'M."-"'A 18243 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D. L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 10 psf x 9 ft= 90 Ibs RDL= 28 psf TrbW= 8 ftDL= 24 psf Tr W= 0 ft RES.MOM= 20347 lbs UPLIFT=(O.T.M.-R.M.)/L,,,, UPLIFT= '� -175 Ibs-�Y PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= fN7A. Ibs" Diaphragm Length= 24 ft Provide A35's or HI's @ 48 inches O.C. V= 84 plf VERSION 2011.6 Page: ESI / F M E Inc. f Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. o.00 ft Walll �:= 3.00 ft} WALL2= 3.00 SHEAR WALL DESIGN T2'16/20 LOAD =( 119.2 plf ( 9.0 ft/2+ 0 ) = 536 lbs. TOTAL WALL LENGTH = 6.00 ft (IBC 2009 / CBC 2010 / SDPWS-08) plf ( 0.0 ft / 2 + 0 ) = 0 lbs. 1 WALL(S) @ RIGHT SIDE OF BR#2: J plf ( 0.0 ft / 2 + 0 ) = 0 PLATE HT= 9 ft {WALL 1= 6.00 ft OPENING= o.00 ft Walll 6.00 ft} WALL2= moo ft WALL 3= moo ft WALL 4= moo ft T2 LOAD =( 149 plf ( 16.0 ft/2+ 0 ) = 1192 lbs. TOTAL WALL LENGTH= 6.00 ft T2'16/20 LOAD =( 119.2 plf ( 9.0 ft/2+ 0 ) = 536 lbs. W/16d S.P.N. @ 16 LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. 0 ) = LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. 16.00 L SHEAR = T. LOAD / L = 1728 lbs / 6.00 ft = 288 lbs/ft ANCHOR/STRAP? STRAP288 lbs/ft lbs/ft '.FORCE= SEISMIC U S E 11\\ W/16d S.P.N. (")a 4 "O/c S.P.N. @ 4 SPN4 UPLIFT: L (Wall)= 6.0 ft LOAD= 1728 lbs. O.T.M.= 15556 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 10 psf x 9 ft= 90 lbs RDL= 28 psf Trbw= 7.5 ft FDL= 24 psf Trbw= 0 ft RES.MOM= 4860 lbs UPLIFT=(O.T.M.-R.M.)/Lwail UPLIFT= 1783 Ib5 PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 lbs O.K 18 ft Provide A35's or HI's @ 48 inches O.C. V= 96 WALL(S) @ .RIGHT SIDE OF BR#2 COVERED DECK: PLATE HT= 9 ft . {WALL 1= 3.00 ft OPENING= o.00 ft Walll �:= 3.00 ft} WALL2= 3.00 ft WALL 3= o.00 ft WALL 4= 0.00 ft T2'16/20 LOAD =( 119.2 plf ( 9.0 ft/2+ 0 ) = 536 lbs. TOTAL WALL LENGTH = 6.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 536 lbs / 6.00 ft 89 lbs/ft ANCHOR/STRAP? STRAP CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 134 lbs/ft .FORCE= SEISMIC U S E 10 1, W/16d S.P.N. @ 16 "o/c SPN16 .UPLIFT: L (Wall)= 3.0 ft LOAD= 268 lbs. O.T.M.= 2414 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTdb.Width+Floor D.L.xTrib.Width]x(S.W. Length)= /2 WALL WT= 14 psf x 9 ft= 126 lbs RDL= 28 psf TrbW= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 963.9 lbs UPLIFT=(O.T.M.-R.M.)/L,,,au UPLIFT= 483 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K m Length= 10 ft Provide A35's or H1's @ 48 inches O.C. V= 54 O WALL(S) @ REAR OF BR#3: PLATE HT= 9 ft (WALL 1= 16.00 ft OPENING= o.00 ft Walli ' = 16.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= moo ft L1 LOAD =( 256 plf ( 20.0 ft / 2 + 0 ) = 2560 lbs. TOTAL WALL LENGTH= 16.00 ft L3 LOAD =( 202 plf ( 24.0 ft/2+ . 0 ) = 2424 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 4984 lbs / 16.00 ft 312 lbs/ft ANCHOR/STRAP? STRAP 312 lbs/ft GOV.FORCE= SEISMIC U S E 11 , W/16d S.P.N. @ 4 "o/c SPN4 UPLIFT: L (Wall)= 16.0 ft LOAD= 4984 lbs. O.T.M.= 44856 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 9 ft= 126 lbs RDL= 28 psf TrbW= 11 ft FDL= 24 psf Trbw= 0 ft RES.MOM= 49997 lbs UPLIFT=(O.T.M.-R.M.)/Lv,an UPLIFT= -321 Ib5 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 40 ft Provide A35's or H1's @ 40 inches O.C. V= 125 plf VERSION 2011.6 Page: ESI / F M E Inc. Date: 06/12/2013 } STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. MCParlane Project Name: "MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334" Plan #: LA QUINTA, CA. OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) RIGHT SIDE OF BR#2: Length of Wall = 6.0 ft Plate Height = 9.0 ft Shear Value From Line 4 is = 288 x1.4= 403.2 plf QE=Total Shear*Length/1)= 403.2 x 6.0 = 2419 lbs , QE T=C=QExh/L= 3629 lbs h SECTION 12.14.3:2.1 and ASCE 7-05 TABLE 12.2-1 Footnote g FE-: 2.5 • T $i,!z _ (FROM LATERAL SHEET) = 1.25 S = SNOW LOAD = O Ibs L D = DEAD LOAD = 0 Its R = RAIN LOAD = 0 lbs H= LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LD = 0 lbs F = LOADS DUE TO FLUIDS W1 DEF.PRESSURE = 0 lbs L = LIVE LOAD = 0 lbs BASIC LOAD COMBINATIONS Eq.5: (1.0+0.14SDs)D+H+F+0.7S2QE = 6350 lbs -GOVERNS Eq.6:(1.0+0.105SD5)D+H+F+0.525i2QE+0.75L+0.75(Lr or S or R) = 4763 lbs Eq.8: (0.6-0.14SD5)D+H+0.7QQE = 6350 lbs DESIGN BEAM WITH A DOWN FORCE OF 6350 Ibs L2 P (22> FLUSH BEAM OVER GARAGE UNDER SW#4: I j ` ^ 2 Member Span = 11.5 ft ~1 P1= 6350 Ibs for OVERSTRENGTH ANALYSIS @L1= 5.0 ft W P2= 1780 lbs from BM#18 @L2= 7.0 ft _.. R� R2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 48 )x( 8 + 0 )= 384 28 psf =_> 224 plf WALL = ( 14 .)x( 9 + 6 )= 215.6 14 psf =_> 215.6 plf FLOOR = ( 64 )x( 1 + 0 )= 85.12 24 psf '==> 31.92 plf DECK = ( 74 )x( 4 + 0 )= 296 34 psf =_> 136 plf SELF WEIGHT = 19.5 19:48 psf =_> 19.5 plf TOTAL LOAD = 1000.2 PLF TOTAL D.L. = 627.0 PLF MEMBER SIZE _ (. 1 ) 5.25 x 11:875�"'"'F Para *arq;PSLar- A'< ALTERNATE BEAM i �i r- i --M N j o DESIGN: EI BUII_UA= V .111 1d`4PSQ-VlV6X'SAVVNI _ uc Size Factor, Cr = 1.00 [If d>12, Cf= (12/d)1"1] 4n- 0.136TLVL 4a 1� OVED d=. 11.875 in. Repetitive Member, Cr=> No => Cr= 1 � w- 1 ,.., n= �0,092�L5� �( )(�'C':ON b= 5.25 in. Fb= 2900 x Cf x Cr= 2900290 = Fv p si psi ' E= 2.00 x106 psi Mmax = 39357.03 ft -Ib= 472.28 in -K, Vmax= Rmax-(w*d)= 9047 Ibs 10037 lbs R2= 9596 -lbs]+! C)ATECd 11.2'1.6_ BY = 1-92 ��JR3= Sreq=Mmax/(Fb*Cd)= 84.82 lin' ---Spr-ided= 123.4 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 24.4 in' Aprovlded= 62.3 int O.K. ' VER: 2011.6 ESI/FIDE Inc. STRUCTURAL ENGINEERS Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 SHEAR WALL DESIGN (IBC 1009 / CBC 1010 / SDPWS-08) Page: 33 Date: 6/12/2013 Job #: C925 Client: Mr. & Mrs. McFarlane Plan #: La Ouinta, CA. 70 WALL(S) @ REAR OF BR#2: PLATE HT= 9 ft {WALL 1= 6.00 ft OPENING= o.00 ft Walll E= 6.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L2 LOAD =( 213 plf ( 19.0 ft/2+ 0 ) = 2024 Ibs. TOTAL WALL LENGTH = 6.00 ft 0 LOAD =( 0 plf ( 0.0 ft/2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2024 . lbs / 6.00 ft = 337 lbs/ft ANCHOR/STRAP? STRAP 337 lbs/ft ;OV.FORCE= SEISMIC U S E A1 \ W/16d S.P.N. @ 4 "O/c SPN4 SPN4 UPLIFT: L (Wall)= 6.0 ft LOAD= 2024 lbs. O.T.M.= 18212 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 9 ft = 90 lbs RDL= 28 psf Trbw= 7.5 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 4860 lbs UPLIFT=(O.T.M.-R.M.)/L..an UPLIFT= 2225 lbs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 lbs O.K 16 ft Provide A35's or HV5 @ 40 inches O.C. V= WALL(S) @ FRONT OF BA#3: PLATE HT= 9 ft {WALL 1= s.00 ft OPENING= o.00 ft Walll �= 8.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft Ll LOAD =( 256 plf ( 20.0 ft / 2 + 0 ) = 2560 lbs. TOTAL WALL LENGTH = 8.00 ft LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2560 lbs / 8.00 ft 320 lbs/ft ANCHOR/STRAP? STRAP320 253 lbs/ft '.FORCE= SEISMIC U S E 11 W/16d S.P.N. @ 4 "O/C ..o/c SPN4 UPLIFT: L (Wall)= 8.0 ft LOAD= 2560 lbs. O.T.M.= 23040 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 9 ft= 126 lbs RDL= 28 psf ' TrbW= 12 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 13306 lbs UPLIFT= (O.T.M.-R.M.)/ -.11 UPLIFT= 1217 Ibs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 lbs O.K m Length= 25 It Provide A35's or H1's @ 48 inches O.C. V= 102 9 WALL(S) @ FRONT OF BA#2: PLATE HT= 9 ft {WALL 1= 8.00 ft OPENING= o.00 ft Walll `= 8.00 ft} WALL2= moo ft WALL 3= o.0o ft WALL 4= 0:00 ft L2 LOAD =( 213 plf ( 19.0 ft / 2 + 0 ) = 2024 lbs. TOTAL WALL LENGTH = 8.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 2024 Ibs / 8.00 ft 253 Ibs/ft ANCHOR/STRAP? STRAP 253 Ibs/ft '.FORCE= SEISMIC U S E 10 W/16d S.P.N. @ 4 ..o/c SPN4 UPLIFT: L (Wall)= 8.0 ft LOAD= 2024 Ibs. O.T.M.= 18212 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 9 ft= 126 Ibs RDL= 28 psf TrbW= 2 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 5241.6 lbs UPLIFT=(O.T.M.-R.M.)/L-a11 UPLIFT= 1621 Ibs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 lbs O.K Diaphragm Length= 25 ft Provide A35's or H1's @ 48 inches O.C. ' V= 81 pif VERSION 2011.6 Page: ES I/ FM E Inc. Date: 06/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: "MCFARLANE RESIDENCE @THE HIDEAWAY - LOT 334" Plan #: LA QUINTA, CA. OVERSTRENGTH ANALYSIS (SIMPLIFIED METHO() O7 WALL AT REAR OF BR#2 Length of Wall = 6.0 ft Plate Height = 9.0 ft Shear Value From Line 7 is = 337 x1.4= 471.8 ' plf QE=Total Shear*Length/i1= . 471.8 x . 6.0 = 2831 lbs E T=C=QExh/L= 4246 lbs h' SECTION 12.14.3.2.1 and ASCE 7-05 TABLE 12.2-1 Footnote g • T SOS = ( FROM LATERAL SHEET) = 1.25 S = SNOW LOAD = 0 lbs lc--L� ti 0 = DEAD LOAD = 0 lbs R = RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LD = 0 lbs F= LOADS DUE TO FLI110SINIOEF.PRFS.SURE = 0 lbs L= LIVE LOAD 0 lbs BASIC LOAD COMBINATIONS Eq.5: (1.0+0.'14So,)O+H+F+0.7!20E = 7431 lbs <=GOVERNS Eq.G:(1.0+0.105Sos)D+H+F+0.525f!QE+0.75L+0.75(Lr or S or R) = 5573 lbs Eq.8: (0.6-0.14S0S)O+H+0.7f2QE = 7431 lbs DESIGN BEAM WITH A DOWN FORCE OF 7431 lbs* L2 P 27 DROP BEAM OVER GARAGE UNDER SW#7: I 1 2 Member Span = 22.5 ft P1 P1= ' 7431 lbs for OVERSTRENGTH ANALYSIS OLI= 10.5 ft w P2= 7113 lbs from BM#22 CRL2= 15.0 ft - _s RI R2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 48 )x( 0 + 0 )_ 0 28 psf =_> 0 plf WALL = ( 14 )x( 9 + 0 )= 126 14 psf =_> 126 plf FLOOR = ( 64 )x( 6 + 0 )_ 384 24 psf =_> 144 plf DECK = ( 74 )x( 3 + 0 )= 222 34 psf =_> 102 plf SELF WEIGHT = 38.4 38.44 psf =_> 38.4 plf TOTAL LOAD = 770.4 PLF TOTAL D.L. = 410.4 PLF MEMBER SIZE _ ( 1 ) 5:125 x 24 . Glulam 3 F-V.4 'ALTERNATE BEAM�_ xvr-NgOT DESIGN: Bi..i111 h= 0,-1T11 PSL/Vt%6zSAWN Size Factor, C, = 0.93 [df d>12, CI= (12/d)1" I] 1 0 6� vL VE d= 24.000 in. Repetitive Member, Cr=> No => Cr= 1 , O - 0109Z t5C UCT SON b= 5.125 in. Fb= 2400 x Cf x Cr= 2222 psi Fv= 170 psi E= 1.80 x106 psi Mmax = 125932.01 ft-Ib= 1511.18 in- 'Vmax= Rmax-(w*d)= 153 6 lbs R1= 15002 lbs R_= 16877 lbs �ECd- 2'1..6- BY - 1-92 Sreq =Mmax/(Fb°`Cd)= .354.18 Iii? Spwc ided= 492.0 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 70.5 in' Aprwided= 123.0 int O.K. VER: 2011.6 E. S I/ F M E Inc. STRUCTURAL ENGINEERS Page: Date: 06/12/2013 Job #:. C925 Client: Mr. & Mrs. McFarlane Project Name: "MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334" Plan #: LA QUINTA, CA. OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) O8 WALL IN FRONT OF BA#3: Length of Wall = 8.0 ft Plate Height = 9.0 ft Shear Value From'Line 7 is = 320 x1.4= QE=Total Shear* Length/p= 448 x 8.0 = 3584 lbs 448 plf T=C=QExh/L= 4032 lbs h SECTION 12.14.3.2.1 and ASCE 7-05 TABLE 12.2-1 Footnote g S2 = 2.5 T Sns = ( FROM LATERAL SHEET j = 1.25 S = SNOW LOAD = 0 lbs L D = DEAD LOAD = 0 lbs R = RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LD = 0 lbs F = LOADS DUE TO FLUIDS WI DEF.PRESSUPE = 0 lbs L = LIVE LOAD = 0 lbs BASIC LOAD COMBINATIONS Eq.5: (1.0+0.14SD5)D+H+F+0.7S2QE = 7056 lbs <=GOVERNS Eq.6:(1.0+0.105SD;)D+H+F+0.525!2DE+0.75L+0.75(Lr or S or R) = 5292 lbs Eq.8: (0.6-0.14SDs)D+H+0.7S2OE = 7056 lbs DESIGN BEAM WITH A DOWN FORCE OF 7056 lbs L2 P 17 FLUSH BEAM OVER SERVICE RM UNDER SW#8: I j 2 Member Span = 10.0 ft P1 P1= 7056 lbs for OVERSTRENGTH ANALYSIS (9)L1= 8.0 ft W P2= 0 lbs from (0)L2= 0.0 ft R1 P2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 48 )x( 6 + 1 )= 336 28 psf =_> 196 plf WALL = ( 14 )x( 9 + 0 )_ 126 14 psf =_> 126 plf FLOOR = ( 64 )x( 3 + 0 )= 211.2 24 psf =_> 79.2 plf DECK = ( 74 )x( 0 + 0 )= 0 34 psf =_> 0 plf SELF WEIGHT = 13.0 12.99 psf =_> 13.0 plf TOTAL LOAD = 686.2 PLF TOTAL D.L. = 414.2 PLF MEMBER SIZE _ ( 1 ) 3.5 x 11.875 .; F- (Parallam; PSC)_": ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, G = 1.00 (If d>12,'Cf= (12/d)(")] 4 -- n= 0.136 LVL d= 11.875 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 L5L b= 3.5 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 19866.95 ft -Ib= 238.40 in -K. Vmax= Rmax-(w*d)= 8397 lbs R1= • 4842 lbs R2= 9076 lbs Cd= 1.21.6 = 1.92 Sreq=Mnax/(Fb*Cd)= . 42.82 in' Sprovided= 82.3 in' O.K. Areq = 1.5'1Vnax/(Fv"'Cd)= 22.6 int Aprovided= 41.6 int O.K. VER: 2011.6 ESI / F PSI E Inc. STRUCTURAL ENGINEERS Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Page: Date: 6/12/2013 Job #: C925 Client: Mr. 8 Mrs. McFarlane Plan #: La Ouinta, CA. UPLIFT: L (Wall)= 3.0 ft LOAD= 1344 lbs. O.T.M.= 12096 ft -lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Widtll]x(S.W. Length )2 /2 WALL WT= 14 psf x 9 ft= 126 lbs RDL= 28 psf TrbW= 2 ft FDL= 24 ' psf TrbW= 0 ft RES.MOM= 548.73 lbs UPLIFT=(O.T.M.-R.M.)/L„,aii UPLIFT= 3849 lbs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K = 16 ft Provide A35's or H1's Cal 48 inches O.C. V= 84 WALL(S) @ LEFT SIDE OF MBR: SHEAR WALL DESIGN PLATE HT= 10 ft (IBC 2009 / CBC 2010 / SDPWS-O8) o.00 ft Walll :' = 4.00 ft) WALL2= o.00 10 WALL(S) @ ` LEFT SIDE OF MBR PATIO: T5 LOAD =( 110 PLATE HT= 9 ft {WALL 1= 3.0o ft OPENING= o.00 ft Walll -�'= 3.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= moo ft T4 LOAD =( 168 plf ( 16.0 ft/2+ 0 ) = 1344 lbs. TOTAL WALL LENGTH= 3.00 ft 0 LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 IDS. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1344 lbs / 3.00 ft = 448 lbs/ft ANCHOR/STRAP? ANCHOR 4.00 448 lbs/ft GOV.FORCE= WIND U S E A W/1/2" Dia.x 10" A.B.'S @ 20 "o/c 361 AB20 UPLIFT: L (Wall)= 3.0 ft LOAD= 1344 lbs. O.T.M.= 12096 ft -lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Widtll]x(S.W. Length )2 /2 WALL WT= 14 psf x 9 ft= 126 lbs RDL= 28 psf TrbW= 2 ft FDL= 24 ' psf TrbW= 0 ft RES.MOM= 548.73 lbs UPLIFT=(O.T.M.-R.M.)/L„,aii UPLIFT= 3849 lbs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K = 16 ft Provide A35's or H1's Cal 48 inches O.C. V= 84 WALL(S) @ LEFT SIDE OF MBR: PLATE HT= 10 ft (WALL 1= 4.00 ft OPENING= o.00 ft Walll :' = 4.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= moo ft T5 LOAD =( 110 plf ( 21.0 ft / 2 + 0 ) = 1155 lbs. TOTAL WALL LENGTH= 4.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1155 lbs / 4.00 ft 289 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HIW RATIO (SDPWS-08 Table4.3.4 )= 361 lbs/ft .FORCE= SEISMIC U S E 12 W/1/2" Dia.x 10" A.B.'S @ 32 "O/c AB32 UPLIFT: L (Wall)= 4.0 ft LOAD= 1155 lbs. O.T.M.= 11550 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 10 psf x 10 ft = 100 lbs RDL= 28 psf TrbW= 3 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 1324.8 lbs UPLIFT=(O.T.M.-R.M.)/L,,,aii UPLIFT= 2556 Ib5 PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs OX 14 ft Provide A35's or H1'S la 48 inches O.C. 12 WALL(S) @ RIGHT SIDE OF MBR: {WALL 1= 4.50 ft OPENING= o.00 ft Walll `= 4.so ft} WALL2= o.00 T5 LOAD =( 110 plf ( 19.0 ft / 2 + 0 ) _ T6 LOAD =( 105 plf ( 7.5 ft / 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + OT.--F)-- L SHEAR = T. LOAD / L = 1439 lbs / 4p50 Ift OF t ANCHOR/STRAP? ANCHOR CORRECTED PER HA RATIOr(SDPWS-08nTYablg4.�,4 ); GOV.FORCE= SEISMIC U S E 13 W/1/2" Dia.x 10" A-.& S,@-�fV 28 be V= 83 PLATE HT= 14 ft ft WALL 3= o.00 ft WALL 4= 0.00 ft 1045 lbs. TOTAL WALL LENGTH= 4.50 ft 394 IDS. 0 lbs. . b. Rl 5s�N-IT A UPLIFT: L (Wall)= 4.5 ft LOAD FR143,M Ibsiuu t I�O!T.M.= RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTn .Width+Floor D.L.xTrib.Width]x(S.W. Length; WALL WT= 14 psfx- 14 ft = ' 196 lbs RDL= 28 psf TrbW= 2 ft FDL= 24 p! RES.MOM= 2296.4 lbs UPLIFT=(O.T.M.-R.M.)/L,van U�LIFfTE� 3966 11%y PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4 65 lbs Diaphragm Length= 14 ft Provide A35's or H1's @ 48 inches O.C. V= 103 plf AB28 20143 ft -lbs /2 TrbW= 0 ft VERSION 2011.6 I Page: 3-7 ESI / F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. UPLIFT: L (Wall)= 4.5 ft LOAD= 1581 lbs. O.T.M.= 15810 ft -lbs RESISTING MOMENT = • 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL SVT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 2296.4 lbs UPLIFT=(O.T.M.-R.M.)/Lw, ,1 UPLIFT= 3003 Ib5 PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K ft Provide A35's or H1's (@ 48 inches O.C. V= 41 WALL(S) @ RIGHT SIDE OF MBA: SHEAR WALL DESIGN PLATE HT= 10 ft (IBC 2009 / CBC 2010 / SDP WS- O8) o.00 ftWall1 ' = 3.50 ft) WALL2= o.00 13 WALL(S) @ RIGHT SIDE OF ENTRY: T6 LOAD =( 105 PLATE HT= 10 ft {WALL 1= 4.50 ft OPENING= o.00 ft Walll E= 4.50 ft) WALL2= o.00 ft WALL 3= moo ft WALL 4= moo ft T3 LOAD =( 177. plf ( 6.0 ft/2+ 0 ) = 531 lbs. TOTAL WALL LENGTH = 4.50 It T6 LOAD =( 105 plf ( 20.0 ft/2+ 0 ) = 1050 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. - LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1581 lbs / 4.50 ft = 351 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 390 lbs/ft GOV.FORCE= SEISMIC U S E 12 \ W/1/2" Dia.x 10" A.B.'S @ 24 "0/c 504 A624 UPLIFT: L (Wall)= 4.5 ft LOAD= 1581 lbs. O.T.M.= 15810 ft -lbs RESISTING MOMENT = • 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL SVT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 2296.4 lbs UPLIFT=(O.T.M.-R.M.)/Lw, ,1 UPLIFT= 3003 Ib5 PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K ft Provide A35's or H1's (@ 48 inches O.C. V= 41 WALL(S) @ RIGHT SIDE OF MBA: PLATE HT= 10 ft {WALL 1= 3.50 ft OPENING= o.00 ftWall1 ' = 3.50 ft) WALL2= o.00 ft WALL 3= o.00 It WALL 4= 0.00 ft T6 LOAD =( 105 plf ( 23.5 ft / 2 + 0 ) = 1234 lbs. TOTAL WALL LENGTH= 3.50 ft LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1234 lbs / 3.50 ft 353 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER H/W RATIO (SDPWS-08 Table4.3.4 )= 504 lbs/ft .FORCE= SEISMIC U S E 13 W/1/2" Dia.x 10" A.B.'S @ 24 "o/c 72 AB24 UPLIFT: L (Wall)= 3.5 ft LOAD= 1234 lbs. O.T.M.= 12338 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 10 ft = 100 lbs RDL= 28 psf TrbW= 2 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 859.95 lbs UPLIFT=(O.T.M.-R.M.)/L„,a,, UPLIFT= 3279 Ibs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K 15 ft Provide A35's or H1's @ 48 inches O.C. V= 82 Dlf WALL(S) @ RIGHT SIDE OF MBR CLOSET: PLATE HT= 10 ft {WALL 1= s.00 ft OPENING= o.00 ft Walll 8.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T6 LOAD =( 105 plf ( 10.0 ft / 2 + 0 ) = 525 lbs. TOTAL WALL LENGTH= 8.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 525 lbs / 8.00 ft 66 lbs/ft ANCHOR/STRAP? ANCHOR66 lbs/ft .FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 8.0 ft LOAD= 525 lbs. O.T.M.= 5250 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Leng(h)Z /2 WALL WT= 14 psf x 10 ft= 140 lbs RDL= 28 psf Trbw= 2 It FDL= 24 psf TrbW= 0 ft RES.MOM= 5644.8 lbs UPLIFT=(O.T.M.-R.M.)/L„,a„ UPLIFT= -49 Ib5 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs OX Diaphragm Length= 10 ft Provide A35's or H1's @ 48 inches O.C. V= 53 plf VERSION 2011.6 Page: 3 g ESI / F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C625 Client:. Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE@THE HIDEAWAY Plan #: LOT 334 TOTAL LOAD. = 1344 lbs CAPACITY OF HARDY FRAMES = ( 1 ) x' 1545 = 1545 lbs > 1344 lbs O.K. T USE ( 1 ) HARDY FRAME MODEL: HFX 18x 12 11/8 STD UPLIFT: L( Wall) = 1.50 ft Plate Height = 9.00 ft. LOAD = 806 lbs. • 0. T. M. = 7258 ft -lbs RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof D. L.xTrib.Width+Floor D.L.xTrib.Widthlx(S.W. Length)2 /2 Roof D.L. I Roof Trib.W I Floor D.L. I Floor Trib.W S.W.Length SEISMIC -Controlling Forcl SHEAR WALL DESIGN WITH HARDY FRAMES (ICC ESR -2089) 16 WALL(S) @ 8 LEFT SIDE OF LOGGIA 1.50 ^2/2 = 184 1/1/2010 UPLIFT=(OTM-RM)/L= S.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WALL LENGTHS (ft)= 1.50 1.00 0.00 0.00 0.00 0.00 = 2.50 ft T4 LOAD = 168.00 lbs / ft) ( 16.0 ft / 2 + 0 ) = 1344 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 ) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 ) = 0 lbs. TOTAL LOAD. = 1344 lbs CAPACITY OF HARDY FRAMES = ( 1 ) x' 1545 = 1545 lbs > 1344 lbs O.K. T USE ( 1 ) HARDY FRAME MODEL: HFX 18x 12 11/8 STD UPLIFT: L( Wall) = 1.50 ft Plate Height = 9.00 ft. LOAD = 806 lbs. • 0. T. M. = 7258 ft -lbs RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof D. L.xTrib.Width+Floor D.L.xTrib.Widthlx(S.W. Length)2 /2 Roof D.L. I Roof Trib.W I Floor D.L. I Floor Trib.W S.W.Length SEISMIC -Controlling Forcl 28 1 2 1 24 1 0 1 1.50 ^2/2 = 184 ft -lbs UPLIFT=(OTM-RM)/L= 7258 - 184 / 1.28= 5521 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 17430 lbs. > 5521 lbs. O.K. 17 WALL(S) @ RIGHT SIDE OF GREAT RM: S.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WALL LENGTHS (ft)= 1.50 1.5 0 0 0 0 = 3.00 ft T3 LOAD = 177.00 lbs / ft) ( 29.0 ft/2 + 0 ) = 2567 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0. ft/ 2 + 0 ) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 ) = 0 lbs. TOTAL LOAD = 2567 lbs CAPACITY OF HARDY FRAMES = ( 2 ) X 1855 = 3710 lbs > 2567 lbs O.K. T USE ( 2 ) HARDY FRAME MODEL: HFX 18x 10 11/8 STD UPLIFT: L( Wall) = 1.50 ft Plate Height = 9.00 ft. LOAD = 1283 lbs, 0. T. M. = 11549 ft -lbs RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof D. L.xTrib.Width+Floor D.L.xTrib.Widthlx(S.W. Length)2 /2 Roof D.L. Roof Trib.W Floor D.L. I Floor Trib.W S.W.Length SEISMIC <=Controlling Forcl 28 1.33 24 1 0 1 1.50 ^2/2 = 165 ft -lbs UPLIFT=(OTM-RM)/L= 11549 - 165 • / 1.28 = 8885 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 17285 lbs. > 8885 lbs. O.K. CI -6Y OF IA QUI NTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE _-- BY - VERSION: 2012.1 McFarlane Residence Title: McFarlane Residence @ The Hideaway Lot 33dob # C925 39 @ The Hideaway - Lot 334 Dsgnr: Project Desc.: Project Notes Title Block Line 6 Rafrl.d:?1 JUN 20 23; 10:50AP:1 Combined FootingFile: llesi-fne-llenglFILESIC9251ExcelFileslc925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 Description : C925 SW#16: Grade beans analysis under Hardy Panel General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Analysis/Design Settings fc : Concrete 28 day strength 2.50 ksi Calculate footing weight as dead load ? Yes fy : Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load ? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'd') 0.0014 Concrete Density 145 pcf Min Allow % Temp Reinf (based.on thick) 0.0018 :Phi Values Flexure : 0.9 Min. Overturning Safety Factor 1 : 1 Shear : 0.75 Min. Sliding Safety Factor 1 : 1 Soil Information Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth .... Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than ksf It Maximum Allowed Bearing Pressure 10 ksf M value of zero imolies no limit) Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column #1 = 1.50 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 19.0 ftSq. Dim. = 12 12 in Bars left of Col #1 Count Size # Actual Req'd Distance Right of Column #2 = 1.50 ft Height = 9 in Bottom Bars 2.0 4 0.40 0.2592 in12 Total Footing Length = 22.0 ft Top Bars 2.0 4 0.40 0.2592 in12 Bars Btwn Cols Footing Width = 1.0 ft Bottom Bars 2.0 4 0.40 0.3796 in12 Footing Thickness = 12.0 in Top Bars 2.0 4 0.40 0.0 in12 Rebar Center to Concrete Edge @Top = 3 in Bars Right of Col #2Bottom Bars 2.0 4 0.40 0.2592 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 2.0 4 0.40 0.2592 1n^2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = k Moment (+CW) = 10.160 k -ft Shear (+X) = k Applied @ Right Column Axial Load Downward = k Moment (+CW) = k -ft Shear (+X) = k Overburden = C• 61 Y ; - 1 fiu 19.0' ' - 22•.0• N�.g•' McFarlane Residence @ The Hideaway - Lot 334 Title: McFarlane Residence @ The Hideaway Lot 33dob # C925 #o Dsgnr: Project Desc.: Project Notes : Title Block Line 6 Printad: 21 JUN 2013,10:WNll Combined F®O1flt1 File: llesi-fine-llenglFILESIC9251ExcelFile5lc925.ec6 Footing ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 Ci i a Description : C925 SW#16: Grade beam analysis under Hardy Panel DESIGN SUMMARY Governed 0.00 k 0.6D+0.7E B - e a ' Ratio Item for Load Combination Applied Capacity Governing Load Combination 0.259 PASS 0.1167 Soil Bearing Load Combination... 0.2329 ksf 1.995 ksf +D+0.70E+H 0.6D+0.7E PASS 2.960 Overturning 0 7.112 k -ft 21.054 k -ft 0.6D+0.7E Bottom PASS No Sliding Sliding 0.147 0.0 k 0.9570 k. No Sliding 0.220 PASS No Uplift Uplift 0.000 0.0 k 0.0 k No Uplift 0.000 PASS 0.03725 1 -way Shear - Col #1 +1.40D 2.794 psi 75.0 psi +0.90D+E+1.60H +1.40D PASS 0.03725 1 -way Shear - Col #2 Bottom 2.794 psi 75.0 psi +0.90D+E+1.60H Bottom PASS 0.001649 2 -way Punching - Col #1 0.660 0.2473 psi 150.0 psi +1.40D 0.733 PASS 0.003031 2 -way Punching - Col #2 0.000 0.4546 psi 150.0 psi +1.20D+0.50L+0.20S+E 0.000 PASS 'No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft N/A . +1.40D PASS 0.0 Flexure - Left of Col #1 - Bottom 0.0 k -ft 10.424 k -ft +1.40D Bottom PASS No Bending Flexure - Between Cols - Top 0.0 k -ft 0.0 k -ft N/A 1.247 PASS 0.9508 Flexure - Between Cols - Bottom 9.911 k -ft 10.424 k -ft +0.90D+E+1.60H 0.000 PASS 0.0 Flexure - Right of Col #2 - Top 0.0 k -ft 10.424 k -ft +1.40D +1.40D PASS 0.005332 Flexure - Right of Col #2 - Bottom 0.05558 k -ft . 10.424 k -ft +0.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual l Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 3.19 k 0.000 in 0.15 ksf 0.15 ksf 1.50 ksf 0.097 +D+0.70E+H 3.19 k 2.229 in 0.06 ksf 0.23 ksf 2.00 ksf 0.117 +D+0.750Lr+0.750L+0.5250E+H 3.19 k 1.672 in 0.08 ksf 0.21 ksf 2.00 ksf 0.106 +D+0.750L+0.750S+0.5250E+H 3.19 k 1.672 in 0.08 ksf 0.21 ksf 2.00 ksf 0.106 +0.60D+0.70E+H 1.91 k 3.716 in 0.00 ksf 0.17 ksf 2.00 ksf 0.088 Overturning Stability Moments about Left Edge k -ft Moments about Right Edge k -ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+0.7E 0.00 0.00 999.000 7.11 21.05 2.960 Sliding Stability Load Combination... Sliding Force D Governed 0.00 k 0.6D+0.7E by 0.00 k Footing Flexure • Maximum Values for Load Combination 0.259 Min. Percent 0.400 0.259 Distance Tension Load Combination... Mu from left Side 0.6D+0.7E 0.000 0.000 0 +1.40D 0.000 0.073 Bottom +1.400 0.000 0.147 Bottom +1.40D 0.000 0.220 Bottom +1.40D 0.000 0.293 Bottom +1.40D 0.000 0.367 Bottom +1.40D 0.000 0.440 Bottom +1.40D 0.000 0.513 Bottom +1.40D 0.000 0.587 Bottom +1.40D 0.000 0.660 Bottom +1.40D 0.000 0.733 Bottom +1.40D 0.000 0,807 Bottom +1.40D 0.000 0.880 Bottom +1.40D 0.000 0.953 Bottom +1.40D 0.000. 1.027 Bottom +1.40D 0.000 1.100 Bottom +1.40D 0.000 1.173 Bottom +1.40D 0.000 1.247 Bottom +1.40D 0.000 1.320 Bottom +1.400 0.000 1.393 Bottom +1.40D 0.000 1.467 Bottom +1.40D 0.000 1.540 Bottom Resisting Force Sliding SafetyRatio 0.96 k 999 0.57 k 999 0.259 Min. Percent Governed 0�259"Pn. Pecen Q.400 0.259 (\r}in.E,PerCent �Q.400� As Req'd by Actual As 0.000 0 0.000 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 0�259"Pn. Pecen Q.400 0.259 (\r}in.E,PerCent �Q.400� 0.25,9 Miff. Percent 6U1©:259NGMih.�P';,� t -N 0 40q- X0:400 0.259-1 r -Min �Pe7cent 0.400 0.259 e W61"PercentIED0.400 0.400 (01259; CMW PeleerUCTIGD400 Min. Percent 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 DATE0.259_Min. Pegegnt 0.400 0.259 Min. Percent 0-400- �-"0:259'--Mtn"P�t 0 40 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 0.259 Min. Percent 0.400 Phi'Mn 0.000 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 10.424 Mu-/ PhiMn 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 McFarlane Residence @ The Hideaway - Lot 334 Title: McFarlane Residence @ The Hideaway Lot 33dob # C925 y Dsgnr: Project Desc.: Project Notes : Title Block Line 6 Prin*d: 21 JUN 2013; 10:50AM Combined Footing File: Ilesi-fine-Meng1FILES1C9251ExcelFileslc925.ec6 .' ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver:6.11.7.11 Description : C925 SW#16: Grade beam analysis under Hardy Panel Footing Flexure - Maximum Values for Load Combination Load Combination... +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.900+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1'.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +1.20D+0.50L+0.20S+E One Way Shear Load Combination... +1.40D +1.20D+0.50L+0.20S+E +0.90D+E+1.60H Distance Tension Governed Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn 0.156 20.387 Bottom 0.259 Min. Percent 0.400 10.424 0.01.5 .0.142 20.460 Bottom 0.259 Min. Percent 0.400 .10.424 0.014 0.129 20.533 Bottom 0.259 - Min. Percent 0.400 10.424 0.012 0.117 20.607 Bottom 0.259 Min. Percent 0.400 10.424 0.011 0.105 20.680 Bottom 0.259 Min. Percent 0.400 10.424 0.010 0.094 20.753 Bottom 0.259 Min. Percent 0.400 10.424 0.009 0.084 20.827 Bottom 0.259 Min. Percent 0.400 10.424 0.008 0.074 20.900 Bottom 0.259 Min. Percent 0.400 10.424 0.007 0.064 20.973 Bottom 0.259 Min. Percent 0.400 10.424 0.006 0.056 21.047 Bottom 0.259 Min. Percent 0.400 10:424 0.005 0.047 21.120 Bottom 0.259 Min. Percent 0.400 10.424 0.005 0.040 21.193 Bottom 0.259 Min. Percent 0.400 10.424 0.004- 0.033 21.267 Bottom 0.259 Min. Percent _ 0.400 10.424 0.003 0.027 21.340 Bottom 0.259 Min. Percent 0.400 10.424 0.003 0.021 21.413 Bottom 0.259 Min. Percent 0.400 10.424 0.002 0.016 21.487 Bottom 0.259 Min. Percent 0.400, 10.424 0.002 0.012 21.560 Bottom 0.259 Min. Percent 0.400 10.424 0.001 0.008 21.633 Bottom 0.259 Min. Percent 0.400 10.424 0.001 0.005 21.707 Bottom 0.259 Min. Percent 0.400 10.424 0.001 0.003 21.780 Bottom 0.259 Min. Percent 0.400 10.424 0.000 0.001 21.853 Bottom 0.259 Min. Percent 0.400 10.424 0.000 0.000 21.927 Bottom 0.259 Min. Percent 0.400 10.424 0.000 0.000 22.000 Bottom 0.259 Min. Percent 0.400 10.424 0.000 Punching Shear Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 75.00 psi 0.07 psi 0.07 psi 150.00 psi 0.25psi 0.25 psi 75.00 psi 2.78 psi 2.78 psi 150.00 psi 0.03 psi 0.45 psi 75.00 psi 2.79 psi - 2.79 psi 150.00 psi 0.08psi 0.40 psi McFarlane Residence Title : McFarlane Residence @ The Hideaway Lot 339ob # C925 @ The Hideaway - Lot 334 Dsgnr: . Project Desc.: Project Notes Title Block Line 6 Pdmeac 21 JUN 20;3: 10:48ra>; Combined FootingFile:llesi-fine-llenglFILES1C9251ExcelFilesU25.ec6 ENERCALC. INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 Qt."t a :t. .n;k 3a+c5:?._.•�..'_� :.�."`_ ren•- Description : C925 SW#17: Grade beam analysis under Hardy Panel General Information Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties AnalysislDesign Settings fc : Concrete 28 day strength 2.5 ksi Calculate footing weight as dead load ? Yes- fy : Rebar Yield 40 ksi Calculate Pedestal weight as dead load ? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'd) 0.0014 , Concrete Density 145 pcf Min Allow % Temp Reinf (based on thick) 0.0018 Phi Values . Flexure : 0.9 Min. Overturning Safety Factor 1 : 1 Shear :. 0.75 Min. Sliding Safety Factor 1 : 1 Soil Information Allowable Soil Bearing 1.5 ksf Soil Bearing Increase Increase Bearing By Footing Weight 'No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth ... . Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width ... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf . !A Vallte Of Lem inipl°eS n0 Ilrniil Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column #1 = 1.5 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 22.50 ftSq. Dim. 12 12 in Bars left of Col #1 Count Size # Actual Req'd = Distance Right of Column #2 = 1.5 ft Height = in Bottom Bars 2.0 5 0.620 0.2592 in^2 Total Footing Length = 25.50 ft Top Bars _ 2.0 5 0.620 0.2592 in^2 Bars Btwn Cols Footing Width = 1.0 ft Bottom Bars 2.0 5 0.620 0.6125 in^2 Footing Thickness = 12.0 in Top Bars 2.0 5 0.620 0.6176 in^2 Rebar Center to Concrete Ede To = Bars Right of Col #2 ^ 9 @ P 3 in Bottom Bars 2.0 5 0.620 0.2592.in 2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 2.0 5 0.620 0.0 in^2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load'Downward = 0.50 k Moment (+CW) = 16.170 k-ft Shear (+X) = k Applied @ Right Column Axial Load Downward = 0.50 k Moment (+CW) - 16.170 k-ft Shear (+X) = k Overburden = �yp(y� -y_ OF LA QgUy l_NTA O{.A lT ^ U�HrL AL)I�. "rzzl5+l- p 0�r ED e °> PRO FOR CONSTRUCTION DATE McFarlane Residence Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 @ The Hideaway - Lot 334 Dsgnr: Project Desc.: Project Notes Title Block Line 6 P flmd:21 J! 'A 2013, 10:4ear:1 Combined Footing - File: Ilesi-fine-llenglFILESIC9251ExcelFileslc925.ec6 I ENERCALC, INC. 1983-2011, Build:6.11.7.11,1 Ver:6.11.7.11 Description : C925 SW#17: Grade beam analysis under Hardy Panel Total Bearing from Ftg CL DESIGN SUMMARY 0.000 in 4.70 k _ 4.70 k Ratio Item Applied Capacity Governing Load Combination PASS 0.1990 Soil Bearing 0.3971 ksf 1.995 ksf +0.60D+0.70E+H PASS 1.587 Overturning 22.638 k -ft 35.936 k -ft 0.6D+0.7E PASS No Sliding Sliding 0.0 k 1.409 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1331 1 -way Shear - Col #1 9.986 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.1331 1 -way Shear - Col #2 9.986 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.006466 2 -way Punching - Col #1 0.9699 psi 150.0 psi +1.20D+0.50L+0.20S+E PASS 0.003484 2 -way Punching - Col #2 0.5226 psi 150.0 psi +1.40D PASS No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft N/A PA.') S 0.001515 Flexure - Left of Col #1 - Bottom 0.0240 k -ft 15.836 k -ft +1.40D PASS 0.9963 Flexure - Between Cols - Top -15.777 k -ft 15.836 k -ft +1.20D+0.50L+0.20S+E PASS 0.9886 Flexure - Between Cols - Bottom 15 655 k -ft 15.836 k -ft +0.90D+E+1.60H PASS No Bending Flexure - Right of Col #2 - Top 0.0 k -ft 0.0 k -ft N/A PASS 0.01134 Flexure - Right of Col #2 - Bottom 0.1796 k -ft 15.836 k -ft +0.90D+E+1.60H Soil Bearing 0.620 15.836 0.002 Bottom Load Combination +D +D+0.70E+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H Overturning Stability Actual Soil Bearing Stress Eccentricity Total Bearing from Ftg CL 4.70 k 0.000 in 4.70 k 4.819 in 4.70 k 3.614 in 4.70 k 3.614 in 2.82 k 8.032 in Actual Soil Bearing Stress @ Left Edge @ Right Edge 0.18 ksf 0.18 ksf 0.00 ksf 0.39 ksf 0.03 ksf 0.34 ksf 0.03 ksf 0.34 ksf 0.00 ksf 0.40 ksf Moments about Left Edge k -ft Load Combination... Overturning Resisting Ratio D 0.00 0.00 999.000 0.6D+0.7E 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force D 0.00 k 0.6D+0.7E 0.00 k Footing Flexure - Maximum Values for Load Combination Actual I Allow Allowable Ratio 'Distance Load Combination... Mu from left 0.6D+0.7E 0.000 0.000 +1.40D 0.000 0.085 +1.40D 0.001 0.170 +1.40D 0.002 0.255 +1.40D 0.003 0.340 +1.40D 0.005 0.425 +1.40D 0.007 0.510 +1.40D 0.010 0.595 +1.40D 0.013 0.680 +1.40D 0.016 0.765 +1.40D 0.020 0.850 +1.40D 0.024 0.935 +1.40D 0.028 1.020 +1.40D 0.030 1.105 +1.40D 0.026 1.190 +1.40D 0.018 1.275 +1.40D 0.005 1.360 +1.40D -0.012 1.445 +1.40D -0.034 1.53C +1.40D -0.061 1.615 +1.40D -0.092 1.700 +1.40D -0.128 1.785 Actual I Allow Allowable Ratio 1.50 ksf 0.123 2.00 ksf 0.198 2.00 ksf 0.171 2.00 ksf 0.171 2.00 ksf 0.199 Moments about Right Edge k -ft Overturning Resisting Ratio 0.00 0.00 999.000 22.64 35.94 1.587 Resisting Force Sliding SafetyRatio 1.41 k 999 0.85 k 999 Tension Governed Side As Req'd by Actual As Phi*Mn Mu I PhiMn 0 0.000 0 0.000 0.000 0.000 Bottom 0.259 Min. Percent 0.620 15.836 0.000 Bottom 0.259 Min. Percent 0.620 15.836 0.000 Bottom 0.259 Min. Percent 0.620 15.836 0.000 Bottom 0.259 Min. Percent 0.620 15.836 0.000 Bottom 0.259 Min. Percent 0.620 15.836 0.000 Bottom 0.259 Min. Percent 0.620 15.836 0.000 Bottom 0.259 Min. Percent 0.620 15.836 0.001 Bottom 0.259 Min. Percent 0.620 15.836 0.001 Bottom 0.259 Min. Percent 0.620 15.836 0.001 Bottom 0.259 Min. Percent 0.620 15.836 0.001 Bottom 0.259 Min. Percent 0.620 15.836 0.002 Bottom 0.259 Min. Percent 0.620 15.836 0.002 Bottom 0.259 Min. Percent- 0.620 15.836 0.002 Bottom 0.259 Min. Percent 0.620 15.836 0.002 Bottom 0.259 Min. Percent 0.620 15.836 0.001 Bottom 0.259 Min. Percent 0.620 15.836 0.000 TOD 0.259 Min. Percent 0.620 15.836 0.001 Too 0.259 Min. Percent 0.620 15.836 0.002 Too 0.259 Min. Percent 0.620 15.836 0.004 TOD 0.259 Min. Percent 0.620 15.836 0.006 Too 0.259 Min. Percent 0.620 15.836 0.008 ,,..- Pager E S I/ F M E Inc. Date: 6/12/2013 i STRUCTURAL ENGINEERS lob #: C925 = � Client: Mr. 8 Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. SHEAR WALL DESIGN (1 16C 1009 / CBC 2010 / SDPWS-O8) 18 WALL(S) @ LEFT SIDE OF DINING RM PATIO: PLATE HT= 10 ft {WALL 1= 3.00 ft OPENING= o.00 ft Wa111 _= 3.00 ft} WALL2= 3.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T7 LOAD =( 136 plf ( 11.0 ft / 2 + 0 ) = 748 Ibs. TOTAL WALL LENGTH = 6.00 ft LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 748 Ibs / 6.00 ft = 125 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HPN RAI 10 (SOPWS-08 Table4.3.4 )= 208 Ibs/ft GOV.FORCE= SEISMIC USE / 10 W/1/2" Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= .0 ft LOAD= 374 Ibs. O.T.M.= 3740 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Widtli+Floor D.L.xTrib.Width]x(S.W. Length)= /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 28 psf Trbw= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 1020.6 lbs UPLIFT=(O.T.M.-R.M.)/L,va11 UPLIFT= 906 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs OX Diaphragm Length= 24 ft Provide A35's or H1'S @ 48 inches O.C. V= 31 pIf 19 WALL(S) @ LEFT SIDE OF OFFICE: PLATE HT= 10 ft (WALL 1= 4.00 ft OPENING= o.00 ft Walll _= 4.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T1 FLR"5.5/19 LOAD =( 63.1053 plf ( 0.0 ft / 2 + 11 ) = 694 Ibs. TOTAL WALL LENGTH = 4.00 ft T7 '15.25/19 - LOAD =( 109.158 plf ( 0.0 ft / 2 + 7.5 ) = 819 Ibs. T7 LOAD =( 136 plf ( 11.0 ft / 2 + 0 ) = 748 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 2261 lbs / 4.00 ft 565 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER H1w RATIO (SDPWS-08 Table4.3.4 )= 707 Ibs/ft GOV.FORCE= SEISMIC U S E 14 W/1/2" Dia.x 10" A.B.'S @ 16 "0/c AB16 UPLIFT: L (Wall)= 4.0 ft LOAD= 2261 Ibs. O.T.M.= 22608 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof C.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 14 psf x 10 ft= 140 Ibs RDL= 28 psf Trbw= 2 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 1411.2 lbs UPLIFT=(O.T.M.-R.M.)/L,,,,ll UPLIFT= 5299 Ibs PROVIDE SIMPSON: Hous PER POST, CAPACITY= 6970 Ibs O.K Diaphragrn Length= 4 ft • Provide A35's or H1's @ 8 inches O.C. V= 565 pIf 20 WALL(S) @ RIGHT SIDE OF OFFICE PLATE HT= 10 ft tWALL 1= 7.50 ft OPENING= o.00 ftWaII1 1= 7.50 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= 0.00 ft T1 FLR"13.5/19 LOAD =( 154.895 plf ( 0.0 ft / 2 + 11 ) = 1704 Ibs. TOTAL WALL LENGTH = 7.50 ft T7"3.75/19 LOAD =( 26.8421 pif ( 0.0 ft / 2 + 7.5 ) = 201 lbs. T1 FLR LOAD =( 218 plf ( 7.0 ft / 2 + 0 )� 7.,63,.--Ibs. SW#1 LOAD =( L SHEAR = T. LOAD 1840 plf ( 0.0 ft / 2 + ) � 1184A �Q I NTA L = 4508 ft i I 601 / Ibs / 7.50 V Ibs/-ft, @ v DEPT. ANCHOR/STRAP? ANCHOR p. F11b - gr;J;LDING c-603 It)SI/ft _ GOV.FOrcE= SEISMIC U S E 13 W/1/2" Dia.x 10" A.B.'S @ f� z 1Z33"-9/,c"� u AB12 i� r,,kic'Tpl IOTION UPLIFT: L (Wall)= 7.5 ft LOAD= t 4508 "-fbsv O.T.M.= 45 82 ft-Ibs RESISTING MOMENT = 0.9x[Bearinq Wall Weight +Rout D1.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)1 /2 WALL 1N'I = 10 psf x 10 ft =100 Ibs RDL= 28 psf Trbw= 2 ft By FDL= 4-p5f- TrbW= 0 ft RES.MOM= 3948.81bs UPLIFT=(O.T.M.-R.M.)/Lw,,ll UPLIFT^�TE5484-I- PROVIDE SIMPSON: HDU8 PER POST, CAPACITY= L-6970-1 s O.K Diaphragm Length= 4 ft Provide A35's or H1's @ 4 inches O.C. V= 1127 pif VERSION 2011.6 Pager ESI / F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane PFoject Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-08) 21 WALL(S) @ LEFT SIDE OF GREAT RM: {WALL 1= 6.50 ft OPENING= o.00 ft Wall1 `= 6.50 ft} WALL2= o.00 T4 LOAD =( 131 plf ( 16.0 ft/2+ 0 ) _ T3 LOAD =( 177 plf ( 22.0 ft/ 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft/2+ 0 ) _ LOAD =( 0 plf ( 0.0 ft/2+ 0 ) _ L SHEAR = T. LOAD / L = 2995 lbs / 6.50 ft = ANCHOR/STRAP? ANCHOR GOV.FORCE= SEISMIC U S E 12.\ W/1/2" Dia.x 10" A.B.'S @ 20 PLATE HT= 10 ft ft WALL 3= o.00 ft WALL 4= o.00 ft 1048 lbs. TOTAL WALL LENGTH = 6.50 ft 1947 lbs. 0 lbs. 0 lbs. 461 lbs/ft 461 lbs/ft o/c AB20 UPLIFT: L (Wall)= 6.5 ft LOAD= 2995 lbs. O.T.M.= 29950 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)'- /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 28 psf Tibw= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 4791.2 lbs UPLIFT=(O.T.M.-R.M.)/L„ii UPLIFT= -3871 Ib5 PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs OX 0 Diaphragm Length= 24 ft Provide A35's or H1's @ 40 inches O.C. V= 125 plf ) WALL(S) @ LEFT SIDE OF SERVICE: PLATE HT= 10 ft PLATE HT= 10 ft {WALL 1= ii.00 ft OPENING= o.o0 ft Walll _:= ii.00 ft} WALL2= o.ao ft WALL 3= o.00 ft WALL 4= o.00 ft T1 FLR LOAD =( 218 plf ( 17.0 ft / 2 + 0 ) = 1853 lbs. TOTAL WALL LENGTH= 11.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1853 lbs / 11.00 ft 168 lbs/ft ANCHOR/STRAP? ANCHOR A10, 286 168 lbs/ft f.FORCE= SEISMIC U S E W/1/2" Dia.x 30" A.B.'S @ 52 "o/c AR32 AB52 UPLIFT: L (Wall)= 1.1.o ft LOAD= 1853 . lbs. O.T.M.= 18530 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 10 psf x 10 ft= 100 lbs RDL= 28 psf TrbW= 2 ft FDL= 24 psf TrbW= 5 ft RES.MOM= 15028 lbs UPLIFT=(O.T.M.-R.M.)/L,y,jj UPLIFT= 318 Ib5 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs OX in Length= 4 ft Provide A35's or H1's @ 8 inches O.C. V= 463 23 WALL(S) @ RIGHT & LEFT SIDE OF POWDER RM: PLATE HT= 10 ft {WALL 1= io.00 ft OPENING= o.00 ft Walll io.00 ft} WALL2= io.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T'l RF LOAD =( 167 plf ( 34.5 ft / 2 + 0 ) = 2881 lbs. TOTAL WALL LENGTH = 20.00 ft T1 FLP. LOAD =( 218 plf ( 26.0 ft / 2 + 0 ) = 2834 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 5715 lbs / 20.00 ft 286 lbs/ft ANCHOR/STRAP? ANCHOR 286 lbs/ft GOV.FORCE= SEISMIC U S E 11 . W/1/2" Dia.x 10" A.B.'S Cla 32 "a/c AR32 UPLIFT: L (Wall)= 10.0 ft LOAD= 2857 lbs. O.T.M.= 28574 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 10 psf x 10 ft = 100 lbs RDL= 28 psf Trbw= 0 ft FDL= 24 psf TrbW= 1.33 ft RES.MOM= 5936.4 lbs UPLIFT=(C.T.M.-R.M.)/L,, jj UPLIFT= 2264 Ib5 PROVIDE SIMPSON: •HDU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 20 ft Provide A35's or HI's @ 16 inches O.C. V= 286 plf VERSION 2011.6 .zWx•, Page: a_ ,rr:•� ,E S I / F E Inc.- Date: 6/12/2013 STRUCTURAL -ENGINEERS Job #:. C925 a;x=r^'s:ra^v Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY Plan #: LOT 334 SHEAR- WALL: DESIGN: WITH HARDY.FRAMES (ICC-ESR-2089) 24 WALL(S) @ RIGHT SIDE OF 2 CAR GARAGE: 1/1/•2010 „ S.W. 1 S.W. 2 S.W. 3 S.W. 4 S.W.5 S.W. 6 TOTAL WALL LENGTHS (ft)= 1.5 1.5 0 0 0 = 3.00 ft Wad5/2=.LOAD = ( 1728.00 lbs./ ft) ( 0.0 ft / 2 + 0.652) = 1127 lbs. DW#5 LOAD = ( 536 lbs / ft) ( . 0.0 ft/2 + 1) = 536 lbs. T2 FLR LOAD = ( 223 lbs / ft) ( 23.0 ft/2 + 0) = 2565 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2' + 0) . _ 0 lbs. TOTAL LOAD = 4227 lbs t CAPACITY OF HARDY FRAMES = ( 2 ) x . 2265 = 4530 lbs > 4227 lbs O.K. T USE ( 2 .) HARDY FRAME MODEL: HFX 18 x.8 1 1/8 STD UPLIFT: L( Wall) = 1:50 ft Plate Height =• 9.00 ft. LOAD = 2114 lbs. 0. T. M. = 19024 ft-lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D:L.xTrib.Width+Floor D.L.xTrib.Width ]x(S.W. Length)2 /2 Roof D.L. Roof Trib.W Floor D.L. I Floor Trib.W1 S.W.Length SEISMIC -Controlling Force 1 20 2 24 1 3 1 1.50 ^2/2 = 241 ft-lbs UPLIFT=(OTM-RM)/L= 19024 - 241•- / 1.50 = 12522 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES: 16605 lbs. > 12522 lbs. O.K. CiTy OF LA QUINTA BUILDING & SAFETY DEPT. ' . APPROVED FOR CONSTRUCTION ' BY f:}A•i VERSION: 2011.1 McFarlane Residence @ The Hideaway - Lot 334 Title Block Line 6 'Combined Footing Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnec Proj - Proect Desc.: Project Notes Printed: 21 JUN 2013, 10:39AFd File: Ilesi-fine-llenglFILESIC9251Excel Files1c925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 Description : C925 SW#24: Grade beans analysis under Hardy Panel General Information Material Properties fc : Concrete 28 day strength 2:5 ksi fy : Rebar Yield 40 ksi Ec : Concrete Elastic Modulus 3122 ksi Concrete Density 145 pcf :Phi Values Flexure: 0.9 Shear : 9.75 Soil Information 1.250 ft Allowable Soil Bearing 1.5 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf 3 in Rebar Center to Concrete Edge @ Bottom Coefficient of Soil/Concrete Friction 0.3 Dimensions & Reinforcing Distance Left of Column #1 = 1.5 ft Pedestal dimensions. Between Columns = 11.0 ft Sq. Dim. _ Distance Right of Column #2 = 1.5 ft Height _ Total Footing Length = 14.0 ft ksf Footing Width = 1.250 ft Footing Thickness = 18.0 in Rebar Center to Concrete Edge @ Top = 3 in Rebar Center to Concrete Edge @ Bottom = 3 in Applied Loads Applied @ Left Column D Lr Axial Load Downward = 5.0 0.0 Moment (+CW) _ 1.50 ksf Shear (-X) _ depth & width increases as specified by user.) Applied @ Right Column Col #1 Col #2 Axial Load Downward = 5.0 As As Moment (+CW) _ Count Size # Shear (+X) _ Bottom Bars 3.0 Overburden = 0.60 0.4860 in^2 in Top Bars :$44 3.14 3-#4 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on 'd') 0.0014 Min Allow % Temp Reinf (based on thick) 0.0018 Min. Overturning Safety Factor 1 :1 Min. Sliding Safety Factor 1 :1 Soil Bearing Increase Footing base depth below soil surface ft Increases based on footing Depth .... Allowable pressure increase per foot ksf when base of footing is below ft Increases based on footing Width ... Allowable pressure increaseper foot when maximum length or width is greater than ksf ft Maximum Allowed Bearing Pressure 10 ksf (A'. Valine of sew inioGes no limit) Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Col #1 Col #2 As As 12 12 in Bars left of Cot #1 Count Size # Actual Req'd Bottom Bars 3.0 4 0.60 0.4860 in^2 in Top Bars 3.0 4 0.60 0.4860 in' A2 Bars Btwn Cols Bottotr: bars 3.0 4 0.60 0.5441 in^2 Top Bars 3.0 4 0.60 0.5756 in^2 Bars Right of Col #2 Bottom Bars 3.0 4 0.60 0.4860 in^2 Top Bars 3.0 4 0.60 0.0 in^2 L S W E H 0.0 0.0 k 26.70 k -ft k k 26.70 k -ft k V-6- McFarlane Residence @ The Hideaway - Lot 334 Title : McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnr: $' Project Desc.: Project Notes : Title Block Line 6 Pdma, 21 JUN 2013 !U13 A C0114lb111@C)1 FOO1tlt1 File: Ilesi-fine-llenglFILESIC9251Excelfiles\925.ec6 i ENERCALC, INC. 1983.2011, Build:6.11.7.11, Ver.6.11.7.11 Description : C925 SW#24: Grade beam analysis under Hardy Panel DESIGN SUMMARY Actual Soil Bearing Stress Distance from Ftg CL @ Left Edge Ratio Item Applied Capacity Governing Load Combination PASS 0.8875 Soil Bearing 1.770 ksf 1.995 ksf +0.60D+0.70E+H PADS 1.551 Overturning 37.380 k -ft 57.986 k -ft 0.6D+0.7E PASS No Sliding Sliding 0.0 k 4.142 k No Sliding PAS S No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.4157 1 -way Shear - Col #1 31.175 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.4157 1 -way Shear - Col #2 31.175 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0:02605 2 -way Punching - Col #1 3.908 psi 150.0 psi +1.20D+0.50L+0.20S+E PASS 0.01767 2 -way Punching - Col #2 2.650 psi 150.0 psi +1.40D PASS No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft N/A PASS 0.01824 Flexure - Left of Col #1 - Bottom 0.4802 k -ft 26.322 k -ft +1.40D PA.S 0.9603 Flexure - Between Cols - Top -25.278 k -ft 26.322 k -ft +1.20D+0.50L+0.20S+E PASS 0.9090 Flexure - Between Cols - Bottom 23.927 k -ft 26.322 k -ft +0.90D+E+1.60H PASS No Bending Flexure - Right of Col #2 - Top 0.0 k -ft 0.0 k -ft N/A PASS 0.04920 Flexure - Right of Col #2 - Bottom 1.295 k -ft 26.322 k -ft +0.90D+E+1.60H Soil Bearing 0.600 26.322 0.013 Bottom Load Combination... Total Bearing +D 13.81 k +D+0.70E+H 13.81 k +D+0.750Lr+0.750L+0.5250E+H 13.81 k +D+0.750L+0.750S+0.5250E+H 13.81 k +0.60D+0.70E+H 8.28 k Overturning Stability Load Combination... Overturning D 0.00 0.6D+0.7E 0.00 Sliding Stability Load Combination... D 0.0047E Eccentricity Actual Soil Bearing Stress Distance from Ftg CL @ Left Edge @ Right Edge Allowable 0.000 in 0.79 ksf 0.79 ksf 1.50 ksf 2.707 in 0.00 ksf 1.71 ksf 2.00 ksf 2.031 in 0.10 ksf 1.47 ksf 2.00 ksf 2.031 in 0.10 ksf 1.47 ksf 2.00 ksf 4.512 in 0.00 ksf 1.77 ksf 2.00 ksf Moments about Left Edge k -ft Moments about Right Edge Resisting Ratio Overturning Resisting 0.00 999.000 0.00 0.00 0.00 999.000 37.38 57.99 Sliding Force Resisting Force Sliding SafetyRatio 0.00 k 0.184 4.14 k 999 0.00 k 0.653 2.49 k 999 Footing Flexure - Maximum Values for Load Combination Actual I Allow Ratio 0.526 0.858 0.738 0.738 0.887 k -ft Ratio 999.000 1.551 Tension Governed Distance Load Combination... Mu from left 0.6D+0.7E 0.000 0.000 +1.40D 0.001 0.047 +1.40D 0.004 0.093 +1.40D 0.010 0.140 +1.40D 0.017 0.187 +1.401D 0.027 0.233 +1.40D 0.039 0.280 +1.40D 0.053 0.327 +1.40D 0.070 0.373 +1.40D 0.088 0:420 +1.40D 0.109 0.467 +1.40D 0.132 0.513 +1.40D 0.157 0.560 +1.40D 0.184 0.607 +1.40D 0.213 0.653 +1.40D 0.245 0.700 +1.40D 0.279 0.747 +1,40D 0.315 0.793 +1.40D 0.353 0.840 +1.40D 0.393 0.887 +1.40D 0.436 0.933 +1.40D 0.480 0.980 Actual I Allow Ratio 0.526 0.858 0.738 0.738 0.887 k -ft Ratio 999.000 1.551 Tension Governed Side As Req'd by Actual As Phi*Mn Mu I PhiMn 0 0.000 0 0.000 0.000 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.001 Bottom 0.486 Min. Percent 0.600 26.322 0.001 Bottom 0.486---Min-Percent 0 ; 26.322 0.001 Bottom[DATE0_486__Min-PA 0:486 Mir'. Per�cen�t U �Ij069t� f 26.322 0.002 Bottom0 4860 Mi . Perces 0.600 26.322 0.003 Bottom04$6�� N�inEPe"rceat.N �E0�6�0�0• 26.322 0.003 Bottom0.486 BottomO:A4$6� Min, Percents C p in IF,'e_reent" E 0.600 D 0.600 26.322 26.322 0.004 Bottom0.48'6 �NjncP rce�t�� 600 ="1VI n`�'ercenf CT1O0600 26.322 0.005 0.006 BottomU4'13B 26.322 0.007 Bottom0.486 Min. Percent 0.600 26.322 0.008 Bottom0.486 Min. Percent 0.600 26.322 0.009 Bottom nt--0'600'- 26.322 0.011 Bottom0<9.$6._._�MinrFereen 26.322 0.012 Bottom 0.486 Min. Percent 0.600 26.322 0.013 Bottom 0.486 Min..Percent 0.600 26.322 0.015 Bottom 0.486 Min. Percent 0.600 26.322 0.017 Bottom 0.486 Min. Percent 0.600 26.322 0.018 McFarlane Residence @ The Hideaway - Lot 334 Title Block Line 6 Combined Footing Description : C925 SW#24: Grade beans analysis under Hardy Panel Footing Flexure - Maximum Values for Load Combination Tension Side Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0 Load Combination... Phi Vn vu @ Col #1 +1.40D 75.00 psi 16.56 psi +1.20D+0.50L+0.20S+E 75.00 psi 31.17 psi +0.90D+E+1.60H 75.00 psi • 23.53 psi Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnr: Project Desc.: Project Notes : I'dat_J: 21 J N 2013. 10:39AM File: Ilesi-fine-llenglFILESIC9251Excel Fileslc925.ec6 i ENERCALC, INC. 1983.2011, Build:6.11.7.11, Ver.6.11.7.1I Governed Distance Load Combination... Mu from left +0.90D+E+1.60H 1.417 12.973 +0.90D+E+1.60H 1.295 13.020 +0.90D+E+1.60H 1.177 13.067 +0.90D+E+1.60H 1.065 13.113 +0.90D+E+1.60H 0.958 13.160 +0.90D+E+1.60H 0.856 13.207 +0.90D+E+1.60H 0.760 13.253 +0.90D+E+1.60H 0.669 13.300 +0.90D+E+1.60H 0.584 13.347 +0.90D+E+1.60H 0.505 13.393 +0.90D+E+1.60H 0.431 13.440 +0.90D+E+1.60H 0.363 13.487 +0.90D+E+1.60H 0.301 13.533 +0.90D+E+1.60H 0.244 13.580 +0.90D+E+1.60H 0.193 13.627 +0.90D+E+1.60H 0.148 13.673 +0.90D+E+1.60H 0.109 13.720 +0.90D+E+1.60H 0.076 13.767 +0.900+E+1.60H 0.049 13.813 +0.90D+E+1.60H 0.027 13.860 +0.90D+E+1.60H 0.012 13.907 +0.90D+E+1.60H 0.003 13.953 +0.90D+E+1.60H 0.000 14.000 One Way Shear Min. Percent 0.600 Tension Side Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0 Load Combination... Phi Vn vu @ Col #1 +1.40D 75.00 psi 16.56 psi +1.20D+0.50L+0.20S+E 75.00 psi 31.17 psi +0.90D+E+1.60H 75.00 psi • 23.53 psi Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnr: Project Desc.: Project Notes : I'dat_J: 21 J N 2013. 10:39AM File: Ilesi-fine-llenglFILESIC9251Excel Fileslc925.ec6 i ENERCALC, INC. 1983.2011, Build:6.11.7.11, Ver.6.11.7.1I Governed As Req'd by Actual As Phi*Mn Mu 1 PhiMn 0.486 Min. Percent 0.600 26.322 0.054 0.486 Min. Percent 0.600 26.322 0.049 0.486 Min. Percent 0.600 26.322 0.045 0.486 Min. Percent 0.600 26.322 0.040 0.486 Min. Percent 0.600 26.322 0.036 0.486 Min. Percent 0.600 26.322 0.033 0.486 Min. Percent 0.600 26.322 0.029 0.486 Min. Percent 0.600 26.322 0.025 0.486 Min. Percent 0.600 26.322 0.022 0.486 Min. Percent 0.600 26.322 0.019 0.486 Min. Percent 0.600 26.322 0.016 0.486 Min. Percent 0.600 26.322 0.014 0.486 Min. Percent 0.600 26.322 0.011 0.486 Min. Percent 0.600 26.322 0.009 0.486 Min. Percent 0.600 26.322 0.007 0.486 Min. Percent 0.600 26.322 0.006 0.486 Min. Percent 0.600 26.322 0.004 0.486 Min. Percent 0.600 26.322 0.003 0.486 Min. Percent 0.600 26.322 0.002 0.486 Min. Percent 0.600 26.322 0.001 0.486 Min. Percent 0.600 26.322 0.000 0.486 Min. Percent 0.600 26.322 - 0.000 0.000 0 0.000 0.000 0.000 Punching Shear vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 16.56 -psi 150.00 Psi 2.65psi 2.65 psi 31.17 psi 150.00 psi 3.91 psi 0.40 psi 23.53 psi 150.00 psi 2.93psi 0.53 psi ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Page: Date: 6/12/2013 Job #: C925 Client: Mr. & Mrs. McFarlane Plan #: La Ouinta. CA. . PLATE HT= 10 ft ft WALL 3= o.00 ft WALL 4= moo ft 2027 lbs. TOTAL WALL LENGTH = 20.00 ft 601 lbs. 3680 lbs. 0 lbs. 315 Ibs/ft 315 Ibs/ft "o/c AR29 UPLIFT: L (Wall)= 20.0 ft LOAD= 6308 Ibs. O.T.M.= 63075 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width ]x(S.W. Length)Z /2 WALL WT= 20 psf x 10 ft = 200 Ibs RDL= 28 psf TrbW= 8 ft FDL= '24 psf TrbW= 0 It RES.MOM= 76320 lbs UPLIFT= (O.T.M.-R.M.)/L,,,,II UPLIFT= -662 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K 24 ft Provide A35's or Hi's @ 20 inches O.C. V= 263 26 WALL(S) @ REAR OF MBR PATIO: SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-08) 25 WALL(S) @ LEFT SIDE OF GARAGE: Walll ' = {WALL 1= 20.00 ft OPENING= o.00 ft Walll ' = 20.00 ft} WALL2= o.00 SW#3 LOAD =( 2027 plf ( 0.0 ft/2+ 1 ) _ SW#4"8/23 LOAD =( 1728 plf ( 0.0 ft/2+ 0.35 ) _ LOAD =( 223 plf ( 33.0 ft/2+ 0 ) _ LOAD =( 0 plf ( 0.0 ft/2+ 0 ) _ L SHEAR = T. LOAD / L = 6308 lbs / 20.00 ft = ANCHOR/STRAP? ANCHOR ' ft / 2 + 0 ) _ GOV.FORCE= SEISMIC U S E AX W/1/2" Dia.x 10" A.B.'S @ 28 Page: Date: 6/12/2013 Job #: C925 Client: Mr. & Mrs. McFarlane Plan #: La Ouinta. CA. . PLATE HT= 10 ft ft WALL 3= o.00 ft WALL 4= moo ft 2027 lbs. TOTAL WALL LENGTH = 20.00 ft 601 lbs. 3680 lbs. 0 lbs. 315 Ibs/ft 315 Ibs/ft "o/c AR29 UPLIFT: L (Wall)= 20.0 ft LOAD= 6308 Ibs. O.T.M.= 63075 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width ]x(S.W. Length)Z /2 WALL WT= 20 psf x 10 ft = 200 Ibs RDL= 28 psf TrbW= 8 ft FDL= '24 psf TrbW= 0 It RES.MOM= 76320 lbs UPLIFT= (O.T.M.-R.M.)/L,,,,II UPLIFT= -662 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K 24 ft Provide A35's or Hi's @ 20 inches O.C. V= 263 26 WALL(S) @ REAR OF MBR PATIO: {WALL 1= 4.00 ft OPENING= o.00 It Walll ' = 4.00 ft} WALL2= o.00 L4 LOAD =( 130 plf ( 14.0 ft / 2 + 0 ) _ LOAD =( 0. plf ( 0.0 ft/2+ 0 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ L SHEAR = T. LOAD / L = 910 Ibs / 4.00 ft ANCHOR/STRAP? ANCHOR //�\ GOV.FORCE= WIND U S E / 10 W/1/2" Dia.x 10" A_R_'S no An PLATE HT= 11 ft ft WALL 3= o.00 ft WALL 4= o.00 ft 910 lbs. TOTAL WALL LENGTH= 4.00 ft 0 Ibs. 0 Ibs. 0 Ibs. 228 Ibs/ft UPLIFT: L (Wall)= 4.o ft LOAD= 910 Ibs. O.T.M.= 10010 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D. L.xTri b. Width+ Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 11 ft= 154 Ibs RDL= 28 psf TrbW= 8 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 2026.1 lbs UPLIFT=(O.T.M.-R.M.)/L,,II UPLIFT= 1996 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K 16 ft Provide A35's or HI's @ 48 inches O.C. 27 WALL(S) @ REAR OF MBR: {WALL 1= io.00 ft OPENING= s.so ft Walll _'= 4.50 ft} WALL2= moo ft LS LOAD =( 151 plf ( 15.0 ft / 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft/2+ ro LOAD =( 0 plf ( 0.0 ft / 2 +� 0; �0 J �)� 0 LOAD =( 0 plf ( 0.0 ft L SHEAR = T. LOAD / L = 1133 lbs 5 �'(�' ft, 1�2s ANCHOR/STRAP? ANCHORV _ pf jA[-25 GOV.FORCE= SEISMIC U S E 10 1/ S@1 36FORN,,./,i UPLIFT: L(Wall)= 4.5 ft LOAD=� 1133 Ibs. RESISTING MOMENT = .9x[Bearing Wall W Ight +Roof D.L.xTribAAQd6TFloor-D:6xTr WALL WT= 14 psf x 4 ft= 196 Ibs RDL= 28psf LbW--y S --ft RES.MOM= 1512 s UPLIFT=(O.T.M.-R.M.)/L,,,II UPLIFT= 74 Ibs PROVIDE SIMP : NOT REQUIRED PER POST, CAPACITY= N.A. lbs Diaphragm Length= 19 ft Provide A35's or Hi's @ 48 inches O.C. V= 57 / PLATE HT= 14 ft P1,C3= 0.00 ft WALL 4= o.00 ft I lbs. TOTAL WALL LENGTH= 4.50 ft S. = LuA QUINTA Mc DEPT. R,',b5JVED ,T.M.= 15855 ft-Ibs Vd-L-en9ttTH2 2��sf--lrr5w= 0 ft O.K V= 60 plf VERSION 2011.6 T USE ( 1 ) HARDY FRAME MODEL: HFX 18 x 14 11/8 HS UPLIFT: L( Wall) = 1.50 ft Plate Height = LOAD = 1133 lbs. 0. T. M. _ RESISTING MOMENT = 0.9x[Bearing Wal; Weight +Roof D. L.xTrib.Width+Floor D.L.xTrib.Widthlx(S.W. Length )2 /2 Roof D.L. Roof Trib.W Floor D. L. Floor Trib.W S.W.Length SEISMIC —Controlling Force 1 20 2 24 0 1.50 ^2/2 = UPLIFT=(OTM-RM)/L= 15855 - 239 / 1.50 = MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES: 18472 lbs. > 10411 lbs. 14.00 ft. 15855 ft -lbs 239 ft -lbs 10411 lbs. O.K. VERSION: 2011.1 Page: j ESI / F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY Plan #: LOT 334 SHEAR WALL DESIGN WITH HARDY FRAMES (ICC -ESR -2089) 1/1/2010 27 WALL(S) @ REAR OF MBR: S.W.1 S.W.2 S.W.3 S.W.4 S.W.s S.W.6 TOTAL WALL LENGTHS (ft)= 1.5 0 0 0 0 = 1.50 ft L5 LOAD = ( 151.00 lbs / ft) ( 15.0 ft/2 + 0) = 1133 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft / 2 + 0) = 0 lbs. LOAD = ( 0 lbs J ft) ( 0.0 ft/2 + 0) = 0 lbs. TOTAL LOAD = 1133 lbs CAPACITY OF HARDY FRAMES = ( 1 ) X 1380 = 1380 lbs > 1133 lbs O.K. T USE ( 1 ) HARDY FRAME MODEL: HFX 18 x 14 11/8 HS UPLIFT: L( Wall) = 1.50 ft Plate Height = LOAD = 1133 lbs. 0. T. M. _ RESISTING MOMENT = 0.9x[Bearing Wal; Weight +Roof D. L.xTrib.Width+Floor D.L.xTrib.Widthlx(S.W. Length )2 /2 Roof D.L. Roof Trib.W Floor D. L. Floor Trib.W S.W.Length SEISMIC —Controlling Force 1 20 2 24 0 1.50 ^2/2 = UPLIFT=(OTM-RM)/L= 15855 - 239 / 1.50 = MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES: 18472 lbs. > 10411 lbs. 14.00 ft. 15855 ft -lbs 239 ft -lbs 10411 lbs. O.K. VERSION: 2011.1 McFarlane Residence Title : McFarlane Residence @ The Hideaway Lot 334ob # C925 V Dsgnr: ~ Project Desc.: Project Notes Title Block Line 6 hl,:ied: 24 JUN 2@1". >:06PI.1 Combined Footing' File:llesi-fine-llenglFILESIC9251ExcelFileslc925.ec6 :..teENERCAL Y INC.C 1983-2011, Build:6 11.7.11, Ver.6.11.7.11 :+a. �','�<T'+-s.. ?:1gnlen''x1 -r .^ui"i.y1- ?.s ^� Fa ire: .t'Su,F�exs'�ir e;•WF;: rr,„••,a,,...,,�_^;}�xrx•c{y�i.e m 'a]s..xiyr5.. r.....;=•.n=.,y...cy x'L,.i`"'....:i•y g"=u :��: F.��:.tm�-i:�,,:r :sr,.ai•�A r .m..k".x.,., a ..:. K.,a a"r• .. ,.... : , i:x;,...1 ;:,.4n. � w- . - W :..:.... .. ..._ .. •^- �4?==... Description : 0925 S`AI#21: Grade beam analysis under Hardy Panel General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties AnalysislDesigh Settings ' f'c : Concrete 28 day strength 2.5 ksi Calculate footing weight as dead load ? Yes fy : Rebar Yield 40 ksi Calculate Pedestal weight as dead load ? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'd') 0.0014 Concrete Density '145 pcf Min Allow % Temp Reinf (based on thick) 0.0018 c�> : Phi Values Flexure 0.9 Min. Overturning Safety Factor Shear: 0.75 Min. Sliding Safety Factor Soil Information Allowable Soil Bearing 1.5 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 0 ft Soil Passive Slidin Resistance 250 pct Increases based on footing Depth ... . 9.-. Allowable pressure increase per foot 0 ksf when base of footing is below 0 ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width ... Allowable pressure increase per foot 0 ksf when maximum length or width is greater than 0 It Maximum Allowed Bearing Pressure 10 ksf ii`i:lftlP,VIM3r0!i??Lli?.^>;l:�If!(ili1., Adjusted Allowable Soil Bearing 1.50 ksf. (Allowable Soil Bearing adiusled for footing weighl and depth S. width incieases as specified by user.) Dimensions & Reinforcing Distance Left,of Column #1 = 1.5 It '.Pedestal dimensions... Col #1 Col #2 As As Between Columns = 8.0 ft Sq. Dim. = 12 12 in Bars left of Col #1 Count Size # Actual Req'd Distance Right of Column #2 = 1.50 ft Height ., _ 0 0 in Bottom Bars 3.0 4 0.60 0.4860 in^2 Total Footing Length 11.0 ft Bars Bp B 3.0 4 0.60 0.0 in'2- Cols Footing Width = 1.25 ft Bottom Bars 3.0 4 0.60 0.4860 in12 Footing Thicknes, = 18 in Top tears . 3.0 4 0.60 0.4860 in12 Bars Right of Col #2 Rebar Center to Concrete Edge. @ Top = 3 in Bottom Bars 3.0 4 0.60 0.4860 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 3.0 4 0.60 0.4860 in^2 Applied Loads Applied @ Left Column D Lr L. S W E H Axial Load Downward = 5 0 0 0 0 0 k Moment (+CW) = 0 0' 0 0 0 14.30 0 k -ft Shear (+X) 0 0 0 0 0 0 0 k Applied @ Right Column Axial Load Downward = 0:50 0 0 0 0 0 k Moment (+CW) = 0 0 0 0 0 0.0 0 k -ft Shear (+X) = 0 0 0 0 0 0 0 k Overburden 0 0 0 0 0 0 [D.4TE- � I A C�UONTA teAPP OR CONSTRuctibN -_--- BY McFarlane Residence Title : McFarlane Residence @ The Hideaway Lot 33dob # C925� Dsgnr: Project Desc.: Project Notes : Title Block Line 6 P-nnied::4 JUN 2013. 2:06 Fri Combined Footing File: 1\esi•fine-11eng1FILESIC9251ExcelFiles1c925.ec6 _ ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 ��'°"�. Foe;��d'i�� ...t�;:. i��,i�e':.:.•,v�k'Y+ h`d�.:3f71ia., „ Description : C925 SW#27: Grade beam analysis under hardy Panel DESIGN SUMMARY Distance MEN= Ratio Item Applied Capacity Governing Load Combination P,-.S_Q 0.8915 Soil Bearing 1.337 ksf 1.50 ksf +D c?,kSS 3.878 Overturning 10.010 k -ft 38.819 k -ft 0.6D+0.7E PA:S�S No Sliding Sliding 0.0 k 2.547 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift F:-'„•" 0.190 1 -way Shear - Col #1 14.253 psi 75.0 psi +1.20D+0.50L+0.20S+E P =:SS 0.2657 1 -way Shear - Col #2 19.924 psi. 75.0 psi +1.40D PASS 0.01493 2 -way Punching - Col #1 2.239 psi 150.0 psi +1.20D+0.50L+0.20S+E PASS 0.02889 2 -way Punching - Col #2 4.333 psi 150.0 psi +1.40D 6 ;").S No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft N/A PASS 0.03514 Flexure - Left of Col #1 - Bottom 0.9250 k -ft 26.322 k -ft +1.40D P:.SS 0.1813 Flexure - Between Cols - Top -4.771 k -ft 26.322 k -ft +1.40D. P ASS 0.4964 Flexure - Between Cols - Bottom 13.066 k -ft 26.322 k -ft +1.20D+0.50L+0.20S+E P=.S'S, 0.007083 Flexure - Right of Col #2 - Top -0.1864 k -ft 26.322 k -ft +1.40D PA. t3 v 0.006729 Flexure - Right of Col #2 - Bottom 0.1771 k -ft 26.322 k -ft +0.90D+E+1.60H Soil Bearing Min. Percent 0.600 26.322 0.006 Bottom 0.486 Eccentricity Actual Soil Bearing Stress Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable +D 8.49 k -2.120 in 1.34 ksf 0.00 ksf 1.50 ksf +D+0.70E+H 8.49 k -0.941 in 0.93 ksf 0.30 ksf 2.00 ksf +D+0.750Lr+0.750L+0.5250E+H 8.49 k -1.236 in 1.03 ksf 0.20 ksf 2.00 ksf +D+0.750L+0.750S+0.5250E+H 8.49 k -1.236 in 1.03 ksf 0.20 ksf 2.00 ksf +0.60D+0.70E+H 5.09 k -0.155 in 0.40 ksf 0.34 ksf 2.00 ksf Overturning Stability 26.322 0.014 Bottom 0.486 Min. Percent Moments about Left Edge k -ft Moments about Right Edge Load Combination... Overturning Resisting Ratio Overturning Resisting D 0.00 0.00 999.000 0.00 0.00 0.6D+0.7E 0.00 0.00 999.000 10.01 38.82 Sliding Stability Load Combination... Sliding Force D 0.00 k 0.6D+0.7E 0.00 k Footing Flexure - Maximum Values for Load Combination Resisting Force Sliding SafetyRatio 2.55 k 999 1.53 k 999 Actual I Allow Ratio 0.892 0.468 00.517 0.517 0.201 k -ft Ratio 999.000 3.878 Tension Distance Load Combination... Mu from left 0.6D+0.7E 0.000 0.000 +1.40D 0.001 0.037 +1.40D 0.005 0.073 +1.40D 0.012 0.110 +1.40D 0.021 0.147 +1.40D 0.033 0.183 +1.40D 0.047 0.220 +1.40D 0.064 0.257 +1.40D 0.084 0.293 +1.40D 0.106 0.330 +1.40D 0.130 0.367 +1.40D 0.157 0.403 +1.40D 0.187 0.440 +1.40D 0.219 0.477 +1.40D 0.254 0.513 +1.40D 0.291 0.550 +1.40D 0.330 0.587 +1.40D 0.372 0.623 +1.40D 0.417 0.660 +1.40D 0.464 0.697 +1.40D 0.513 0.733 +1.40D 0.565 0.770 Resisting Force Sliding SafetyRatio 2.55 k 999 1.53 k 999 Actual I Allow Ratio 0.892 0.468 00.517 0.517 0.201 k -ft Ratio 999.000 3.878 Tension Governed Side As Req'd by Actual As Phi;Mn Mu I PhiMn 0 0.000 0 0.000 0.000 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.000 Bottom 0.486 Min. Percent 0.600 26.322 0.001 Bottom 0.486 Min. Percent 0.600 26.322 0.001 Bottom 0.486 Min. Percent 0.600 26.322 0.002 Bottom 0.486 Min. Percent 0.600 26.322 0.002 Bottom 0.486 Min. Percent 0.600 26.322 0.003 Bottom 0.486 Min. Percent 0.600 26.322 0.004 Bottom 0.486 Min. Percent 0.600 26.322 0.005 Bottom 0.486 Min. Percent 0.600 26.322 0.006 Bottom 0.486 Min. Percent 0.600 26.322 0.007 Bottom 0.486 Min. Percent 0.600 26.322 0.008 Bottom 0.486 Min. Percent 0.600 26.322 0.010 Bottom 0.486 Min. Percent 0.600 26.322 0.011 Bottom 0.486 Min. Percent 0.600 26.322 0.013 Bottom 0.486 Min. Percent 0.600 26.322 0.014 Bottom 0.486 Min. Percent 0.600 26.322 0.016 Bottom 0.486 Min. Percent 0.600 26.322 0.018 Bottom 0.486 Min. Percent 0.600 26.322 0.019 Bottom 0.486 Min. Percent 0.600 26.322 0.021 McFarlane Residence Title Block Line 6 'Combined Footing Description : C925 S W427 Grade beam analysis tinder Hardy Panel Footing Flexure - Maximum Values for Load Combination Tension Side Too Too Tor) Too Too Tor) Top Too Too Tor) Too Too Top Too' Ton Tor) Too Too Too Too Too TOD Bottom Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnr. J Project Desc.: Project Notes As Req'd 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 Load Combination... Phi Vn Distance Load Combination...' Mu from left +1.40D -0.124 10.193 +1.40D -0.113 10.230 +1.40D -0.102 10.267 +1.40D -0.092 10.303 +1.40D -0.083 10.340 +1.40D -0.074 10.377 +1.40D -0.065 10.413 +1.40D -0.058 10.450 +1.40D -0.050 10.487 +1.40D -0.043 10.523 +1.40D -0.037 10.560 +1.40D -0.031 10.597 +1.40D -0.026 10.633 +1.40D -0.021 10.670 +1.40D -0.016 10.707 +1.40D -0.013 .10.743 +1.40D -0.009 10.780 +1.40D -0.006 10.817 +1.40D -0.004 10.853 +1.40D -0.002 10.890 +1.40D -0.001 10.927 +1.40D -0.000 10.963 +1.20D+0.50L+0.20S+E 0.000 11:000 One Way Shear Tension Side Too Too Tor) Too Too Tor) Top Too Too Tor) Too Too Top Too' Ton Tor) Too Too Too Too Too TOD Bottom Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnr. J Project Desc.: Project Notes As Req'd 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 0.486 Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 +1.40D 75.00 psi 8.08 psi 19.92 psi +1.20D+0.50L+0.20S+E 75.00 psi 14.25 psi 9.75 psi +0.90D+E+1.60H 75.00 psi 12.50 psi 5.50, psi Painted: 24 JUH2013. 2:08P6.1 File: Ilesi-fine-llenglFILES1C925lExcel Fileslc925.ec6 ENERCALC, INC. 19832011, Build:6.11.7.11, Ver.6.11.7.11 Governed Mu / PhiMn by Actual As Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent, 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent .0.600 Min. Percent 0.600 ' Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Min. Percent 0.600 Punching Shear Phi Vn vu @ Col #1 150.00 psi 1.76 psi 150.00 psi 2.24psi 150.00 psi 1.86psi RF902LA QUINTA NSTRUcTION & SAFETY DEPT. OVED Phi'Mn Mu / PhiMn 26.322 0.005 26.322 0.004 26.322 0.004 26.322 0.004 26.322 0.003 26.322 0.003 26.322 0.002 26.322 0.002 26.322 0.002 26.322 0.002 26.322 0.001' 26.322 0.001 26.322 0.001 26.322 0.001 26.322 0.001 26.322 0.000 26.322 0.000 26.322. 0.000 26.322 0.000 26.322 0.000 26:322 0.000 26.322 0.000 26.322 0.000 .< . k BATE _- BY -. vu @ Col #2 4.33 psi 2.98 psi 2.05 psi E S I/ F til E Inc. STRUCTURAL ENGINEERS Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 ' SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-OS) Page:' Date: 6/12/2013 Job #: C925 Client: Mr. & Mrs. McFarlane Plan #: La Ouinta. CA. 2$ WALL(S) @ REAR OF MBA: PLATE HT= 10 ft {WALL 1= 4.00 ft OPENING= o.00 ft Walil `-= PLATE HT= 10 ft {WALL 1=' 5.50 ft OPENING= o.oa ft Walll '-,'= 5.50 ft} WALL2= 6.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L6'21/31 LOAD =( 143.613 plf ( 15.0 ft / 2 + 0 ) = 1077 lbs. TOTAL WALL LENGTH= 11.50 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1077 lbs / 11.50 ft = 94 lbs/ft ANCHOR/STRAP? ANCHOR 94 lbs/ft ;OV.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A-R_'S n 71 'n/, I I An - UPLIFT: L (Wall)= 5.5 It LOAD= 515 lbs. O.T.M.= 515 RESISTING MOMENT = 0.9x[Bearfng Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 8.5 ft FDL= 24 psf RES -MOM= 5L45.5 lbs UPLIFT=(O.T.M.-R.M.)/L,,,a„ UPLIFT= 1 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 21 ft Provide A35's or HI's @ 48 inches O.C. V= 51 ft -lbs TrbW= 0 ft 29 WALL(S) @ REAR OF MBR CLOSET: PLATE HT= 10 ft {WALL 1= 4.00 ft OPENING= o.00 ft Walil `-= 4.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= 0.00 ft L6"10/31 LOAD =( 68.3871 plf ( 11.0 ft/2+ - 0 ) = 376 lbs. TOTAL WALL LENGTH= 4.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 376 lbs / 4.00 ft 94 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HIW RATIO (SDPWS-08 Table4.3.4 )= 118 lbs/ft GOV.FORCE= SEISMIC U S E An W/1/2" Dia.x 10" A.B.'S @ 72 "O/c "n/r AB72 UPLIFT: L (Wall)= 4.0 ft LOAD= 376 lbs. O.T.M.= 3761 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 14 psf x 10 ft= 140 lbs RDL= 28 psf TrbW= 6 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 2217.6 lbs UPLIFT=(O.T.M.-R.M.)/L„,,,, UPLIFT= 386 Ibs PROVIDE.SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Ill Length= 10 ft Provide A35's or H1's @ 48 inches O.C. V= 38 WALL(S) @ REAR OF LOGGIA PLATE HT= 9 ft {WALL 1= 4.00 ft OPENING= o.00 ft Walll 4.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft 1-4 LOAD =( 130 plf ( 37.0 ft/2+ 0 ) = 2405 lbs. TOTAL WALL LENGTH= 4.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 2405 Ibs / 4.00 ft 601 Ibs/ft ANCHOR/STRAP:? ANCHOR � CORRECTED PER HAN RATIO (SDPWS-08 Table4.3.4 )= 676 Ibs/ft ' '.FORCE= SEISMIC U S E / 14\ W/1/2" Dia.x 10" A -R -'S fol 17 "n/r ea,� UPLIFT: L (Wall)= 4.0 ft LOAD= 2405 Ibs. O.T.M.= 21645 ft-Ibs RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 14 psf x 9 ft= 126 Ibs RDL= 28 psf TrbW= 18 ft FDL= 24 psf TrbW= 0 ft RES -MOM= 4536 lbs UPLIFT=(O.T.M.-R.M.)/L,.,a„ UPLIFT= 4277 Ibs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 Ibs O.K Diaphragm Length= 16 ft Provide A35's or Hi's @ 32 inches O.C. V= 150 pif ,.` Page: E S I/ F M E Inc. Date: 6/12/2013 0 STRUCTURAL ENGINEERS Job #: C925 mClient: Mr. 8 Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-08) 31 WALL(S) @ FRONT OF MBR: PLATE HT= 16 ft {WALL 1= i8.00 ft OPENING= o.00 ft Walll = 18.00 ft) WALL2= o.00 ft WALL 3= moo ft WALL 4= o.00 ft L3 LOAD =( 202 plf ( 25.0 ft/2+ 0 ) = 2525 lbs. TOTAL WALL LENGTH= 18.00 ft L5 LOAD =( 151 plf ( 15.0 ft/2+ 0 ) = 1133 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ '0 ) = 0 lbs. L SHEAR = T. LOAD / L = 3658 lbs / 18.00 ft = 203 lbs/ft ANCHOR/STRAP? ANCHOR 203 lbs/ft GOV.FORCE= SEISMIC U S E A0 W/1/2" Dia.x 10" A.B.'S @ 44 "O/c AB44 UPLIFT: L (Wall)= 18.0 ft LOAD= 3658 lbs. O.T.M.= 58520 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D. L.XTrib.Wldth+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 10 psf x 16 ft= 160 lbs RDL= 28 psf TrbW= 7 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 51905 lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 368 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K 22 ft Provide A35's or HI's () 32 inches O.C. V= 166 olf WALL(S) @ FRONT OF MBA PLATE HT= 10 ft {WALL 1= 6.00 ft OPENING= o.00 ft WaIll >_' = 6.00 ft) WALL2= o.00 ft WALL 3= moo ft WALL 4= o.00 ft L6 LOAD =( 212 plf ( 15.0 ft/2+ 0 ) = 1590 lbs. TOTAL WALL LENGTH = 6.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 IDS. LOAD =( 0 plf (. 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = I590 lbs / 6.00 ft 265 lbs/ft ANCHOR/STRAP? ANCHOR 265 lbs/ft '.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 32 "o/c AB32 UPLIFT: L (Wall)= 6.0 ft LOAD= 1590 lbs. O.T.M.= 15900 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 10 ft= 140 lbs RDL= 28 psf TrbW= 8 t FDL= 24 psf TrbW= 0 ft RES.MOM= 5896.8 lbs UPLIFT=(O.T.M.-R.M.)/L,.,an UPLIFT= 1667 Ib5 PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K m Lenqth= 31 ft Provide A35's or Hi's @ 48 inches O.C. V= 51 U WALL(S) @ REAR OF DINING RM, KIT, DINING RM PATIO, AND GARAGE: PLATE HT= 10 ft ' {WALL 1= 4.00 ft OPENING= o.00 ft Walll c = 4.00 ft} WALL2= 5.75 ft WALL 3= 8.75 ft WALL 4= 8.00 ft SW#6 LOAD =( 4984 plf ( 0.0 ft / 2 + 1 ) = 4984 Ibbs. T�O��.IaWAL ENGTH = 26.50 ft L4+L7+L8 LOAD =( 189 plf ( 24.0 ft / 2 + 6_35 )--- X46 Fb8n8 ft and' 9" 1 hear panels L1 FLR+L2 FLR LOAD =( 319 plf ( 14.0 ft / 2 CB:� 5�) �� 090'1require i ps n HDU8. sw#7 LOAD =( 2024 plf ( 0.0 ft / z + C81:9y) - oi4�p�FlbsTY DEP L SHEAR = T. LOAD / L = 15566 lbs / 26.50 Btt�ILDING 557^lbs/ D ANCHOR/STRAP? ANCHOR CORRECTED PER HMl RATIO ``SDPWS-08 T� 3?4 /34"� 1055/ft GOV.FORCE= SEISMIC U S E 14 W/1/2" Dia.x 10" A.BA'S @ -,12-% rf'YORTRUCi I I I I I AB12 UPLIFT: L (Wall)= 4.0 ft LOAD= 2350 lbs. RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof 1)11�'T,rib Width+Floor D.L.xTr WALL WT= 14 �a I psf x 10 ft = 140 lbs RDL= 28 psf Trb�f.- RES.MOM= 5644.8 lbs UPLIFT=(O.T.M.-R.M.)/Lw, li UPLIFT= 4463 Ib5 PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs Diaphragm Length= 86 ft Provide A35's or HI's @ 28 inches O.C. O.T.M.= 23495 ft -lbs O.K V= 181 plf psf TrbW= 0 ft VERSION 2011.6 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-08) 34 WALL(S) @ FRONT OF KIT PLATE HT= 8 ft {WALL 1= 13.00 ft OPENING= o.oc ft Walli _= 13.00 ft} WALL2= o.00 Li FLR LOAD =( 319 plf ( 25.0 ft/2+ 0 ) _ L1 RF LOAD =( 256 plf ( 20.0 ft / 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft/2+ 0 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ L SHEAR = T. LOAD / L = 6548 lbs / 13.00 ft = ANCHOR/STRAP? ANCHOR 1162 lbs / 3.00 ft 387 GOV.FORCE= SEISMIC U S E 13 \ W/1/2" Dia.x 10" A.B.'S @ 16 Page: 57 Date: 6/12/2013 Job #: C925 Client: Mr. 8 Mrs. McFarlane Plan #: La Ouinta, CA. PLATE HT= SO ft ft WALL 3= o.00 ft WALL 4= 0.00 ft 3988 Ibs. TOTAL WALL LENGTH = 13.00 ft 2560 lbs. 0 lbs. 0 Ibs. 504 Ibs/ft 504 Ibs/ft UPLIFT: L (Wall)= 13.0 ft LOAD= 6548 Ibs. O.T.M.= 65475 ft-Ibs RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 10 psf x 10 ft = 100 Ibs RDL= 28 psf TrbW= 0 ft FDL= 24 psf TrbW= 9 It RES.MOM= 24032 Itis UPLIFT=(O.T.M.-R.M.)A..1l UPLIFT= 3188 Ibs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 Ibs O.K In Lenqth= 35 ft Provide A35's or H1's @ 28 inches O.C. V= 187 WALL(S) @ FRONT OF DINING RM PATIO: PLATE HT= 8 ft {WALL 1= 3.00 ft OPENING= o.00 ft Walll = 3.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L7 LOAD =( 101 plf ( 23.0 ft / 2 + 0 ) = 1162 Ibs. TOTAL WALL LENGTH = 3.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 1162 lbs / 3.00 ft 387 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER H/W RATIO (SDPWS-08 Table4.3.4 )= 516 Ibs/ft .FORCE= SEISMIC U S E 13 W/1/2" Dia.x 10" A.B.'S @ 24 "0/c ft AB24 UPLIFT: L (Wall)= 3.0 ft LOAD= 1162 Ibs. O.T.M.= 9292 ft-Ibs RESISTING MOMENT = 0.9x(Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 8 ft= 112 Ibs RDL= 28 psf Trbw= 3 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 793.8 Itis UPLIFT=(O.T.M.-R.M.)/L,,,,ii UPLIFT= 2833 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K = 18 ft Provide A35's or H1's Cup 48 inches O.C. V= 65 WALL(S) @ FRONT OF OFFICE: PLATE HT= 10 ft {WALL 1= 8.00 ft OPENING= o.00 ft Wall1 I= 8.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L1 RF LOAD =( 256 plf ( 12.0 ft/ 2 + 0 ) = 1536 lbs. TOTAL WALL LENGTH= 8.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 IDs. HOLDOWN AT ONE END ONLY LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 IDS. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 1536 lbs/ 8.00 ft 192 Ibs/ft ANCHOR/STRAP? ANCHOR 192 Ibs/ft '.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S @ 48 "O/c AB48 UPLIFT: L (Wall)= 8.0 ft - LOAD= 1536 Ibs. O.T.M.= 15360 ft-Ibs RESISTING MOMENT= 0.9x(Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 28 psf TrbW= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 7257.6 lbs UPLIFT=(O.T.M.-R.M.)/L..11 UPLIFT= 1013 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K Diaphragm Length= 36 ft Provide A35's or HI's @ 48 inches O.C. V= 43 plf VERSION 2011.6 Page: -�- E S I F M E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. j SHEAR WALL DESIGN o.00 ft Walll '-"= 4.00 ft) T8`14/25 LOAD =( 122.08 plf ( 13.5 ft/2+ (IBC 2009 / CBC 2010 / SDPWS-08) {WALL 1= s.00 ft OPENING= o.00 ft WaIll _= 37 WALL(S) @ FRONT OF 2 CAR GARAGE: ft WALL 3= o.00 ft WALL 4= moo ft PLATE HT= 10 It {WALL 1= 2o.00 ft OPENING= o.00 ft Walll 20.00 ft} WALL2= o.00 It WALL 3= o.00 ft WALL 4= o.00 ft L2 RF LOAD =( 213 plf ( 20.0 ft / 2 + 0 ) = 2130 lbs. TOTAL WALL LENGTH = 20.00 ft L2 FLR LOAD =( 197 plf ( 29.0 ft / 2 + 0 ) = . 2857 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 4987 lbs / 20.00 ft = 249 lbs/ft ANCHOR/STRAP? ANCHOR249 0 ) = - lbs/ft COV.FORCE= SEISMIC U S E ///,'O\\, W/1/2" Dia.x 10" A.B.'S @ 36 "O/c 16.00 AB36 UPLIFT: L (Wall)= 20.0 ft - LOAD= 4987 lbs. O.T.M.= 49865 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 3 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 40320 lbs UPLIFT=(O.T.M.-R.M.)/Lwa„ UPLIFT= 477 Ib6 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K = 22 ft Provide A35's or HI's @ 20 inches O.C. V= 227 38 WALL(S) @ LEFT SIDE OF TOWER: {WALL 1= 4.00 ft OPENING= o.00 ft Walll '-"= 4.00 ft) T8`14/25 LOAD =( 122.08 plf ( 13.5 ft/2+ PLATE HT= 14 ft {WALL 1= s.00 ft OPENING= o.00 ft WaIll _= s.00 ft} WALL2= e.00 ft WALL 3= o.00 ft WALL 4= moo ft T8 LOAD =( 218 plf ( 12.0 ft / 2 + 0 ) = 1308 lbs. TOTAL WALL LENGTH= 16.00 It LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1308 lbs / 16.00 ft 82 lbs/ft ANCHOR/STRAP? ANCHOR 82 lbs/ft GOV.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 8.0 ft LOAD= 654 lbs. O.T.M.= 915, RESISTING MOMENT = 0.9x[Bearing Wall Weight -FRoof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 14 psf x 14 ft= 196 lbs RDL= 28 psf TrbW= 4 ft FDL= 24 psf RES.MOM= 8870.4 lbs UPLIFT=(O.T.M.-R.M.)/L,,,,,, UPLIFT= 36 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs - O.K m Length= 22 ft Provide A35's or HI's @ 48 inches O.C. V= 59 Of 39 WALL(S) @ LEFT SIDE OF SINGLE CAR GARAGE: {WALL 1= 4.00 ft OPENING= o.00 ft Walll '-"= 4.00 ft) T8`14/25 LOAD =( 122.08 plf ( 13.5 ft/2+ LOAD =( 0 plf ( 0.0 ft / 2 + LOAD =( 0 plf ( 0.0 ft / 2 + LOAD =( 0 plf ( 0.0 ft / 2 + L SHEAR = T. LOAD / L = 824 lbs / 4.00 ANCHOR/STRAP? ANCHOR CORRECTED PER HPN RATIO (SO GOV.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S %Lt2- oo�ft WALL 3.�TooM _,sz4�bS�'pT �;�Ui1.)DING oat Sf1bs.E,- I ED ft FOR Czo6NSib�i�CT10N i-08 Tabte4.3.4 )= 258 lbs/ft 44 "o/C Inv I UPLIFT: L (Wall)= 4.0 ft LOAD=4,824 'lbs: O.T.M.= 8241 RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 8 ft FDL= 24 psf RES.MOM= 2620.8 lbs UPLIFT=(O.T.M.-R.M.)/L,,,a„ UPLIFT= 1405 IbS PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K Diaphragm Length= 14 ft Provide A35's or HI's @ 48 inches O.C. V= 59 plf ft -lbs TrbW= 0 It J ft 4= o.00 It -H = 4.00 ft ft -lbs TrbW= 0 ft VERSION 2011.6 Page: 151- E S I/ F ME Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. 8 Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. UPLIFT: L (Wall)= 3.0 ft LOAD= 735 lbs. O.T.M.= 7346 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width ]x(S.W. Length)' /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 3 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 907.2 lbs UPLIFT=(O.T.M.-R.M.)/L,van UPLIFT= 2146 IbS PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K ft Provide A35's or H1's @ 48 inches O.C. V= 73 Of WALL(S) @ RIGHT SIDE OF TOWER: SHEAR WALL DESIGN PLATE HT= 10 ft PLATE HT= 14 ft (IBC 2009 / CBC 2010 / SDPWS-08) o.00 ft Walll -'S= 8.00 ft} WALL2= o.00 40 WALLS) @ RIGHT SIDE OF SMALLER TOWER: T8 LOAD =( 218 PLATE HT= 10 ft {WALL 1= 3.00 ft OPENING= o.00 ft Walli -= 3.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T8"10/14 LOAD =( 86.4286 plf ( 0.0 ft / 2 + 8.5 ) = 735 lbs. TOTAL WALL LENGTH = 3.00 ft LOAD =( 0 plf ( 0.0 ft/2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 735 lbs / 3.00 ft = 245 lbs/ft ANCHOR/STRAP? ANCHOR. CORRECTED PER H/W RATIO (SDPWS-08 Table4.3.4 )= 408 lbs/ft ;OV.FORCE= SEISMIC U S E 12 W/1/2" Dia.x 10" A.B.'S @ 36 "O/C AB72 AB36 UPLIFT: L (Wall)= 3.0 ft LOAD= 735 lbs. O.T.M.= 7346 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width ]x(S.W. Length)' /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 3 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 907.2 lbs UPLIFT=(O.T.M.-R.M.)/L,van UPLIFT= 2146 IbS PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K ft Provide A35's or H1's @ 48 inches O.C. V= 73 Of WALL(S) @ RIGHT SIDE OF TOWER: PLATE HT= 10 ft PLATE HT= 14 ft {WALL 1= 8.00 ft OPENING= o.00 ft Walll -'S= 8.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T8 LOAD =( 218 plf ( 12.0 ft / 2 + 0 ) = 1308 lbs. TOTAL WALL LENGTH = 8.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1308 lbs / 8.00 ft 164 lbs/ft ANCHOR/STRAP? ANCHOR "o/c AB72 164 lbs/ft '.FORCE- SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S @ 56 "o/c AB56 UPLIFT: L (Wall)= 8.0 ft LOAD= 1308 lbs. O.T.M.= 18312 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 14 ft = 196 Ib5 RDL= 28 psf Trbw= 4 It FDL= 24 psf TrbW= 0 ft RES.MOM= 8870.4 lbs UPLIFT=(O.T.M.-R.M.)/L„,, , UPLIFT= 1180 Ib5 PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K = 22 ft Provide A35's or H1's @ 48 inches O.C. - V= 59 WALL(S) @ RIGHT SIDE OF SINGLE CAR GARAGE: PLATE HT= 10 ft {WALL 1= 6.00 ft OPENING= o.00 ft Walli ` = 6.00 ft} WALL2= 6.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T8'14/25 LOAD =( 122.08 pif ( 13.5 ft / 2 + 0 ) = 824 lbs. TOTAL WALL LENGTH = 12.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 824 lbs / 12.00 ft 69 lbs/ft ANCHOR/STRAP' ANCHOR 69 lbs/ft '.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 6.0 ft LOAD= 412 lbs. O.T.M.= 4120 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 10 ft= 140 lbs RDL= 28 psf TrbW= 2 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 3175.2 lbs UPLIFT=(O.T.M.-R.M.)A,,.1I UPLIFT= 158 IbS PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 20 ft Provide A35's or HI's @ 48 inches O.C. V= 41 plf VERSION 2011.6 Pager E S I/ F E Inc. Date: 6/12/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334 Plan #: La Quinta, CA. SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / 5DPWS-08) 43 WALL(S) @ REAR OF SMALLER TOWER: PLATE HT= 10 ft {WALL 1= 3.00 ft OPENING= o.00 ft Wall1 = 3.00 ft) WALL2= 3.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L8110/14 LOAD =( 86.4286 plf ( 8.0 ft / 2 + 0 ) = 346 lbs. TOTAL WALL LENGTH = 6.00 ft LOAD =( 0 plf ( 0.0 ft/ 2 +' 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 It / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 346 lbs / 6.00 ft = 58 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER H/W RATIO (SDPWS-08 Table4.3.4 )= 96 lbs/ft GOV.FORCE= SEISMIC U $ E 10 W/1/2" Dia.x 10" A.B.'S @ 72 "O/c A672 UPLIFT: L (Wall)= 3.0 ft LOAD= 173 lbs. O.T.M.= 1729 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D. L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 28 psf TrbW= 3 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 907.2 lbs UPLIFT=(O.T.M.-R.M.)/L,,,,;ii UPLIFT= 274 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 8 ft Provide A35's or H1'S @ 48 inches O.C. V= 43 plf OWALL(S) @ REAR OF TOWER: PLATE HT= 8 ft {WALL 1= 3.00 ft OPENING= o.o0, ft Wall1 I= 3.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L8 LOAD =( 120 plf ( 16.0 ft/2+ 0 ) = 960 Ib5. TOTAL WALL LENGTH= 3.00 ft L8"10/14 LOAD =( 86.4286 plf ( 8.0 ft / 2 + 0 ) = 346 lbs. LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 lbs: LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1306 lbs / 3.00 ft 435 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HMI RATIO (SDPWS-08 Table4.3.4 )= 580 lbs/ft GOV.FORCE= SEISMIC U S E 13 W/1/2" Dia.x 10" A.B.'S @ 20 "o/c Ag20 UPLIFT: L (Wall)= 3.0 ft LOAD= 1306 lbs. O.T.M.= 10446 ft -Itis RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length) /2 WALL UVr= 14 psf x 8 ft = 112 lbs RDL= 28 psf TrbW= 4 ft FDL= 24 psf TrbW= 0 ft RES.MOM= 907.2 lbs UPLIFT=(O.T.M.-R.M.)/L„aii UPLIFT= 3180 Ib5 PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 13 ft Provide A35's or Hi's @ 48 inches O.C. V= 100 pif 45 WALL(S) @ FRONT OF TOWER: PLATE HT= 14 ft {WALL 1= 9.00 ft OPENING= o.00 ft Wa111 9.ja-ftL)..WALL2--P-0-6 "'ft'� ALL Y . 1 Yo nR WALL 4= o.00 ft L8 LOAD =( 120 plf ( 36.0 ft / + .C1 L 26�(O lbs." TOT L WA L LENGTH = 9.00 ft LOAD=( U plf( 0.0 ft/ +EUI�oDIN- & Sti°FE�b� DEPT. ( plf ( . 0.0 ft / + O ) , lbs. LOAD =( 0 plf ( 0.0 ft / + � ►�)� R6V IED L SHEAR = T. LOAD / L = 2160 lbs / 9.00011 CONS Q1UVIRON ANCHOR/STRAP? ANCHOR 240 lbs/ft GOV.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" .B.'S @ 36 "o/c AB36 TIDATE -_---- B UPLIFT: L (Wall)= 9.0 ft (LOAD= 21 W 30240 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight' -Roof D. L.xTnb.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 14 ft = 196 Ihs RDL= 28 psf T,bw= 4 ft FDL= 24 psf Trbw= 0 ft RES.MOM= 11227 lbs UPLIFT=(O.T.M.-R.M.)/L..11 UPLIFT= 2113 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs OX Diaphragm Length= 13 ft Provide A35's or HI's @ 1. 32 inches O.C. V= 166 plf VERSION 2011.6 Page: (01 ESI / F M E Inc. Date: 6/12/20 STRUCTUR4L ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Plan #: 'Lot 334 1 2 STORY FOUNDATION DESIGN SOILS REPORT BY: SLADDEN ENGINEERING 70B NO: 544-13145 13-06-210 DATE: 06/18/2013 ALLOWABLE SOIL BEARING PRESSURE = 1500 psf SOIL SITE CLASSIFICATION = D SLAB DESIGN: USE 4" THICK SLAB W/# 3 BARS @ 18 "O.C. @ MIDDLE EACH WAY, OVER 2 " SAND / OVER 10 MIL VISQUEEN OVER 1 " SAND. CONTINUOUS FOOTING DESIGN: Required Min. Foundation Width = ( 252 ) / ( 1500 - 50) = 0.17 ft. EXTERIOR FOOTINGS: 1 -STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. 2 -STORY FOOTING: USE 15 in. wide x 18 in. deep with 1-#4 bar T/B cont. INTERIOR FOOTINGS: 1 -STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. 2 -STORY FOOTING: USE 15 in. wide x 18 in. deep with 1-#4 bar T/B cont. POINT LOAD CHECK: EXTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story) = 5500 lbs. Pmax (2 -Story) = 8750 INTERIOR: P max = Allowable x S x W/ 144 Ribs POST 4x min. 450 D Pmax ( 1 -Story) = 5500 lbs. Pmax ( 2 -Story) = 8750 lbs. S=(D+8")x2+4" VERSION: 1.4 0 Wt. L Roof : ( 48 ) ( 0 ) = 0 plf Wall : ( 14 ) ( 18 ) = 252 plf Floor : ( 64 ) ( 0 ) = 0 plf Deck : ( 74 ) ( 0 ) = 0 plf TOTAL LOAD = 252 plf Required Min. Foundation Width = ( 252 ) / ( 1500 - 50) = 0.17 ft. EXTERIOR FOOTINGS: 1 -STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. 2 -STORY FOOTING: USE 15 in. wide x 18 in. deep with 1-#4 bar T/B cont. INTERIOR FOOTINGS: 1 -STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. 2 -STORY FOOTING: USE 15 in. wide x 18 in. deep with 1-#4 bar T/B cont. POINT LOAD CHECK: EXTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story) = 5500 lbs. Pmax (2 -Story) = 8750 INTERIOR: P max = Allowable x S x W/ 144 Ribs POST 4x min. 450 D Pmax ( 1 -Story) = 5500 lbs. Pmax ( 2 -Story) = 8750 lbs. S=(D+8")x2+4" VERSION: 1.4 0 Page: �Q ESI/TME Inc. Date: 6/12/2013 T STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Plan #: Lot 334 PAD DESIGN SOILS REPORT BY: SLADDEN ENGINEERING ]OB NO: 544-13145 13-06-210 DATE: 6/18/2013 ALLOWABLE SOIL BEARING PRESSURE: 1500 psf OVERBURDEN WEIGHT = 50 psf SOIL SITE CLASSIFICATION = D Pad Desicln: DEPTH OF PAD = 12 inches Minumum Reinforcement %: 0.0014 Pad No: 1 : P = R ( BM4 ) = 13622 Ibs From BM#4L+ BM#7R Area = ( 13622 ) / ( 1500 - 50 ) 9.39 sq. ft., hence = 3.07 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.71 in =>As REQUIRED PER FT OF WIDTH= 0.20 in * Use pad 42 " square x 12 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in' Pad No: 2 : P= R( BM6) = 8442 Ibs FROM BM#6R+BM#11L Area = ( 8442 ) / ( 1500 - 50 ) 5.82 sq. ft., hence = 2.41 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.50 in' =>As TO USE PER FT OF WIDTH= 0.20 inZ * Use pad 30 " square x 12 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in' Pad No: 3 : P= R( B6L ) = 17892 Ibs FROM BM#6L+BM#11 R+BM#7L Area = ( 17892 ) / ( 1500 - .50 ) 12.3 sq. ft., hence = 3.51 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.81 in =>As TO USE PER FT OF WIDTH= 0.20 in' Use pad 48 " square x 12 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom _> s-IJ.SEDG I?--�-F�-F----V t T = 0.20 in' Pad No: 4 : P= R( B19 ) = 1 22e,11bs" rB;, Area = ( 16227 ) / ( 10ILDIf O(& SAFETY DEPT. 11.2 sq. ft., hen = 3.3-5 �rrrt`m "BE MIN. REQUIRED REINFORCEMENT = 0.71 inZ' F0KAsU�O� JETPE� frotWWIDTH� 0.20 in Z * Use pad 42 " square x 12 "dee w/# 4 Bars @ . 12 11o. c. E.W' @ bottom =>As USpPER FT OF WIDTH] 0.20 inZ Pad No: 5 : P= R( B19 ) = 26658,'NI Area = (26658 ) / ( L1500 18.4 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.91 inZ * Use pad 54 " square x 12 "deep, w/# R+BM#26R - 50 ) 4.29 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.20 in' 4 Bars @ 12 " o.c. E.W. @ bottom .=>As USED PER FT OF WIDTH= 0.20 in` VERSION: 2011.1 Page: r� 5 ESI / F M E Inc. Date: 8/29/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: McFarlane Residence @ The Hideaway Plan #: Lot 334 PAD DESIGN SOILS REPORT BY: SLADDEN ENGINEERING JOB NO: 544-13145 13-06-210 DATE: 6/18/2013 ALLOWABLE SOIL BEARING PRESSURE: 1500 psf OVERBURDEN WEIGHT = 50 psf SOIL SITE CLASSIFICATION = D Pad Design: DEPTH OF PAD = 18 inches Minumum Reinforcement %: 0.0014 Pad No: 6 : P = R( B26 ) = 14271 Area = ( 14271 ) / ( 150 10 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 1.06 in * Use pad 42 " square x 18 "deep, w/# Pad No: 7 : P = R( B27 ) = 11200 Area = ( 11200 ) / ( 1500 7.86 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.91 in * Use pad 36 " square x 18 "deep, w/# Pad No: 8 : P= R( B24 ) = 8501 Area = ( 8501 ) / ( 1500 5.97 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.76 in * Use pad 30 " square x 18 "deep, w/# Pad No: .9 : P= R( B141) = 6985 Area = ( 6985 ) / ( 1500 4.9 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.76 in * Use pad 30 " square x 18 "deep, w/# Pad No: 10 : P= R( - ) = 0 Area = ( 0 ) / ( 1500 0 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.60 in * Use pad 24 " square x 18 "deep, w/# Ibs From BM#26L 0 - 75 ) 3.16 ft. (minimum) =>As REQUIRED PER FT OF WIDTH= 0.30 in 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in lbs FROM BM#27L - 75 ) 2.8 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.30 in 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in Ibs FROM BM#24L 75 ) 2.44 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.30 in 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 inz Ibs FROM BM#14L - 75 ) 2.21 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.30 in' 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in Ibs NOT USED - 75 ) 0 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.30 in 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in` VERSION: 2011.1 0 AD 0i BUILDING ENERGY ANALYSIS REPORT PROJECT: McFarlane Residence Hideaway Lot #334 La Quinta, CA 92253 Project Designer: Stracts Architects. 550 S. Oleander Street Ppalm Springs, CA 92262 (760) 636-8951 Report Prepared by: Tim Scott Scott Design and Title 24, Inc, 77-085 Michigan Drive Palm Desert, Ca 92211 (760) 200-4780 Job Number: Date: 9/4/2013 The EnergyPro computer program has been used to perform the calculations summ authorized by the California Energy Commission for use with both the Residential This program developed by EnergySoft, LU User CITY OF LA CSU 0 NTA 1 BUILDING & SAFETY DEPT. APPROVED ed in thisloomrlIQW eport. T is pyo ram has a J Nonresid tial /(22008 Building nergy Efficiency and is 0 • • I TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 11 HVAC System Heating and Cooling Loads Summary 14 Room Load Summary 17 Room Heating Peak Loads 20 Room Cooling Peak Loads 23 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY IEnergyPro 5.1 by EnergySoft Job Number: ID: User Number: 6712 ' l py 44 ",'Electronically Filed by Tim Scott and nt at at 1C com 9 /20 Electronically Signed at CalCERTS.COm by Anton Marinkovich (Stract Inc:) 9/ O1 PERFORMANCE CERTIFICATE: Residential P rt 1 of 5 CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 Project Address Hideaway Lot #334 La Quinta California Energy Climate Zone CA Climate Zone 15 I Total Cond. Floor Area 3,190 Addition n/a ft of Stories 2 FIELD INSPECTION ENERGY CHECKLIST - El Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (f Features see Part 2 of 5 Status Roof Wood Framed Attic R-38 1,559 Radiant Barrier New Wall Wood Framed R-21 4,429 New Slab Unheated Slab -on -Grade None 2,507 Perim = 405' New Door Opaque Door None 22 New FENESTRATION:A : 'U- Exterior. Orientation. _.Area Factor SHGC Overhang Sidefins Shades Status Rear (N) 227.6 0.390 0.28 none none Bug Screen New Riglit(E) r 4418 O'390 028. none. ,,, none. ::Bug.Screen k New Front (S)P: 164.5 0 390 j 0 28 none # o' ' e Bug Screener''" New Left (lit -28 0 28 "' none one., - een , w ±`"New '!+yam ,. w•Rh• - rrry LA QUTAI VEL HVAC SYSTEMS Qty. Heating Min. Eff - Cooling Min. Eff Thermostat Status 1 Central -Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New - 2 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status HVAC Ducted Ducted Attic, Ceiling Ins, vented 8.0 New HVAC Ducted Ductedttlq Ceil�g 1- r s vegte_d 8--0� New HVAC Ducted Ducted t'�, d Ce 1 nglns,FentY ee� 0 U I N 8A I New WATER HEATING Qty. Type Gallons Min. BUILDING & SAFETY DEPT. Eff Distrlioogn, \ /rz n Status N `a:T Y tl 4 V.I• V 1 Large Gas 100 0.80 All Pines Ins) I New EnbrgyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-09-04714:16:36 ID:: Pae 1 of 8 Reg: 213-N0068055A-000000000-0000 Registration Date/Time: 2013/09/04 17:23:22 HERS Provider: CalCERTS, Inc ..Electronically Filed,by Tim Scott and Authenticated at.Ca10ERTS.com - 9/4/2013' Electronically Signed at CalCERTS.com by Anton Marinkovich (Stracts Inc.) 9/4/2013 PERFORMANCE CERTIFICATE: Residential Part 2 of 5).CF-1 R Project NameBuilding Type ® Single Family ❑ Addition Alone Date McFarlane Residence ❑ Multi 'Family ❑ Existing+ Addition/Alteration 9/4/2013 SPECIAL FEATURES .INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The, DHW System Bradford White. M=1-100S6BN is a non-NAECA large "storage gas water heater. Venfy DHW details. The HVAC System HVAC must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a separate thermostat. In addition the air flow requirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. , HIGH MASS Design - Verify Thermal Mass: 570.0 112 Covered Slab Floor, 3.500" thick at Master Bedroom HIGH MASS Design - Verify Thermal Mass: 280.0 ft Exposed Slab Floor, 3.500" thick at Master Bedroom The'HVAC System HVAC must serve only Sleeping,Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a separate thermostat. In addition the air flow requirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. HIGH MASS Design - Verify Thermal Mass: 480.0 ft' Covered Slab Floor, 3.500" thick at Great Kitchen Office HIGH MASS Design -Verify Thermal Mass: 1,177.0 ft2 Exposed Slab Floor, 3.500" thick at Great Kitchen Office The HVAC System HVAC must serve only Sleeping Areas. • The non -closable area between zones cannot exceed 40 sf and each zone must have a separate thermostat. In addition the airflow requirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. The Roof R-38 Roof Attic includes creditfor a Radiant Berner that is Continuous meeting eligibility and installation criteria as specified in Residential A endix RA4.2.2.} r - �„ IF 4 a,1 d ! >�� t t_ t 1 HERS REQUIRED �/ERIFICATION 'N ii items n his ction requir f a dues ing and/or verrf�cat n byia,certtified!HERSM6ter he inspector' must receive a corgi lefed CF:4'R'fOrrin each of-the.umeasur!.es listed=below for finat to be!' iven:' "° The HVAC System HVAC HERS Verified Refrigerant Charge or a Charge Indicator Display. .incorporates The HVACSystem HVAti incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specifiedicnten a. The HVAC System HVAC le "HERS Verified Refrigerant Charge ora Charge Indicator Display. The HVAC System HVAC incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct ' leakage meets the specified criteria. The HVAC System HVAC incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct. leakage meets,the specified criteria. . Cid F Q 11'4 1 E, "G o cnc FPT p v I i a .�..., . . FOR CONSTRUCTION Erie Pro 5.1 6 Ener Soft User Number: 6712 Run Code: 200=D9-04 4:1� ID: _ Page 2 of 8 Reg: 213-N0068055A-000000000-0000 Registration Date/Time:'2013/09/04 17:23:22, HERS Provider: CalCERTS, Inc' Electronically Filed by Tim Scott and Authenticated at..Ca10ERTS.com -.9/4/2013 Electronically Signed at CalCERTS.com by Anton Narinkovich.(Stracts Inc.) 9/4/2013 PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date McFarlane Residence ❑ Multi Family O Existing+ Addition/Alteration- 9/4/2013 ANNUAL ENERGY USE SUMMARY: Standard Proposed Margin TDV Space Heating 6.28' 5.98 - 0.30 Space Cooling 60.92 57.57 3.34 Fans 12.26 13.86 -1.59 Domestic Hot Water' 10.76 .7.08 3.69 Pumps 0.00` , 0.00 o.00 Totals 90.23` 84.48. 5.74 Percent Better Than Standard: 6.4, i BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (S) 190 deg Ext. Walls/Roof Wal Area Area Number of Dwelling Units: 1.00 (s) 992 Fuel Available at Site: Natural Gas (lam 1,582 128 Raised Floor Area: 0 (N) 1,258 228 Slab on Grade Area: 2,507 .. (E) ' i; 58.2 442 Average Ceiling Height:..,,'--.` 13.0 Root 1,556 0 Fenestration Average U-Facfor: 0.39 TOTAL: 962 :_...... Avera a SHG C° i:. _0.28 Fenestration/CFA Ratio:.. 30.2 REMARKS*~=. The HideawayIL; ZZ ye R W4 a 'i:•a: ....,�" a JaW1Y „yy. ', _.-': vdw. . 33 3rT of _ ?.�Rw F h1(.... - t - .. �.f :t -"c .. :. r:. ......... _. ; STATEMENOF COMPLIANCE This rtificate of cornpliancea�li'sts the building features and specifications needed • to comply with Title 24;-P,arts,.i:the Administrative Regulations and Part 6 the Efficiency Standards oftl et,California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete: Documentation Author Company Scott Design and Title 24, Inc, 9/4/2013 Address 77-085 Michigan Dnve Name Tim Scott City/State/Zip Palm Desert -Ca 92211 Phone'(760) 200-4780 Signed Date The individual with overall. design'.responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets; with the specifications; and with any other calculations submitted with this perm it, application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation_ installation-q�aallEy-and-bD lding lovelo a sealing require installer testing and certification and field verification by am fpprove VfERggt r. U 1 Designer or Owner (per Business & Profes-iorLTsf Oodd)iG & SAFETY DEPT. Company Stracts Architects f! PDV E Address 550 S' Oleander StreetName Anton annkovichONSTRUCTION lyri v City/State/zip Ppalm Springs, CA 92262 Phone 760) 636-8951 Signed License # Date DATE _---- �— EnemvPro 5. 1. by Energ ySoft User Number: 6712 RunCodft---'2013= 9-04714:16:36 ID: Page 3 of 8 Reg: 213-N0068055A-000000000-0000 Registration Date/Time: 2013/09/04 17:23:22 HERS Provider: CalCERTS, inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 9/4/2013 Electronicallv Sinned at CalCERTS.com by Anton Marinkovich (Stracts Inc.) 9/4/2013 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑Multi Family ❑Existing+ Addition/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor CavityExterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 850 0.025 R-38 0 0 New 4.2.1-A21 Master Bedroom Wall .144 0.069 R-21 10 90 New 4.3.1-A6 Master Bedroom Wall 525 0.069 R-21 100 90 New 4.3.1-A6 Master Bedroom Wall 180 0.069 R-21 190 90 New 4.3.1-A6 Master Bedroom Wall 265 0.069 R-21 280 90 New 4.3.1-A6 Master Bedroom Slab 570 0.730 None 0 180 New 4.4.7-A1 Master Bedroom Slab 280 0.730 None 0 180 New 4.4.7-A 1 Master Bedroom Roof 26 0.025 R-38 0 0 New 4.2.1-A21 Great Kitchen Office Wall 628 0,069,R-21 10 90 New 4.3.1-A6 Great Kitchen Office Wall 60 0.069 R-21 100 90 New 4.3.1-A6 Great Kitchen Office Wall 380 0.069 R-21 190 90 1 New 4.3.1-A6 Great Kitchen Office Door 22 1.450 None 190 90 New 4.5.1-A1 Great Kitchen Office Wall 633 0.069 R-21 280 90 New 4.3.1-A6 Great Kitchen Office Slab 480 0.730 None 0 180 New 4.4.7-A1 Great Kitchen Office Slab 1,177 0.730 None 0 180 New 4.4.7-A1 Great Kitchen Office Roof 683 0.025 R-38 0 0 New 14.2.1-A21 12nd Floor FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC2 Azm Status Glazing Type Location/Comments 1 Window 48.0:.: , 0.390 1 NFRC 0.28 NFRC 10 New Architectural Traditions Window Master Bedroom 2-•, Window 12.5 0. 3901 NFRC 0.28 NFRC 160 New Architectural Traditions Window Master Bedroom .`3 Window °- ;-V 12.5 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 4. Window 6.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 5 Window . ,_6.0 0.390 NERC _ ..y0.28. NFRC__._ _.._. _ 100 New . .Architectural,Traditioris Window Master Bedroom 6 Window' . ''x,15.0 0.390-NFRC,,oO fj.0.28 :NFRC .-,,100 New ; _ 14 Architectural Traditions 'Window Master Bedroom 7 Window, 6.3 0,390 ,NFRC 1 ' ' 0.28'NFRC r 100 New,.t .; Architectural lTraditions Window Master Bedroom 8 Window' 6.3'' 0.390, NFRC 0.28 NFR, C `i o ,100 New Architectural Traditions5.Window Master Bedroom 9 Window . 6?3 10.390 NFRC r 0.28 NFRC 100 New%,a. % Architectural Traditions Window Master,Bedroomft, , 10 Window �Af. J 6.3,'l 0.390 NFRC.._fl 0.28` NFRC.rr ;100 Wew, -A ArchitecturaPkTraditions Window Master Bedroom 11 ,' wnd6w*4 + %_12.5';, 0:390 NFRCx.- i�V0.28 NFRC. � 21:.1190 New Architectural,Traditions-Window Master Bedroom*i, 12 Window-, . 4.0 '0.390 NFRC"" r +0.28 NFRC'" -280 New Architectural Traditions Window Master Bedroom 13 Window 4.0 0.390 NFRC . 0.28 NFRC 280 New Architectural Traditions Window Master Bedroom 14. Window '.7.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Master Bedroom 15'• Window _ 20.6 0.390 NFRC 0.28 1 NFRC 10 New Architectural Traditions Windowl Great Kitchen Office 16 Window 21.6 t. 0.390 NFRC 0.28 1 NFRC 10 New Architectural Traditions Windowl Great Kitchen Office (1) Ll -Factor Type: . , 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Window Ove hang Left Fin Right Fin Exterior Shade Type SHGC H t T Wd Len H t LExt RExt Dist Len H t Dist Len H t 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76�-�- 11 Bug Screen 0.76 M IT u r A e m u fi W v i /"\ 12 Bug Screen 0.76 P� III f wo-, A P. 7i E PTY QFPT 13 Bug Screen 0.76 w ^� 14 Bug Screen 0.76 Ct y F F T O � TF F 15 JBug Screen 0.76f�i 'R 16 Bu Screen 0.76 _� DATE BY- EnemyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2W.3 --09-04T4".6:36 IDS y Page 4 of 8 Reg: 213-N0068055A-000000000-0000 Registration Date/Time: 2013/09/04 17:23:22 HERS Provider: Ca10ERTS, inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 9/4/2013 Electronically Signed at CalCERTS.com by Anton Marinkovich (Stracts Inc.) 9/4/2013 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface U Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 258 0.069 R-21 10 90 New 4.3.1-A6 2nd Floor Wall 555 0.069 R-21 100 90 New 4.3.1-A6 2nd Floor Wall 246 0.069 R-21 190 90 New 4.3.1-A6 2nd Floor Wall 556 0.069 R-21 280 90 New 4.3.1-A6 2nd Floor FENESTRATION SURFACE; DETAILS ID Type Area LI -Fa ctor SHGC2 Azm Status Glazing Type Location/Comments 17 Window 20.0; 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window Great Kitchen Office d 8:.,. Window 04.0 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window Great Kitchen Office 19 Window Y215.0 0.390 ',NERC 0.28 NERC 100 New Architectural Traditions Window Great Kitchen Office 20 Window 21.6 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Great Kitchen Office 21,E Window.- -- 68.0 0.390 NFRC._..:; �-_ , . 0.28_ NFRC-__ : _� 10,0 New..... Architectur4L raditiorrs W1ndo,w _Great Kitchen Office 22 ; Window 1 b'0 0.390 5NFRC,� 0.28` ;NFRC 100 New,' =' Architectural Traditions'W ndow "Great Kitchen Office lridow '",; 4.0 0.390 ;NFRC ^':. 0.28 iNFR,C ry. i� ,190. ;New Architectural;Traddions Window Great Kitchen Office Ni3 24 Window: 4.9-A " 0.390,E N FRC x' ,' 0.28 NERC u E;igO New E Architectural Traditions:WWindow Great Kitchen Office_,_.._ -z 25 Window �A?O X10:390 INFRC t 0.28 NFRC 090 New ", Architectural,Traditions,Window Great Kitchen Office € ; 26 Window 4 0; A ;0 390; NFRC 0.28; NFRC i X190 ?New; j " ArcFiitectural Traditions Window Great Kitchen4Oft1ce' =' 27 r: Mndow !r•. 4.0i ,,>O.'39O' .NFRC,., X0.28 NFRC ` ,•.,...190 New: ! N;, ArchitecturabTraditions Window, 'Great Kit6h6h'Office 28f- Window......:. 4.0 ,-.0:390 NFRC 0.28 NFRC- ; ..190 New . > . Architectural Traditions Window 'Great Kitchen Office 29 Window 15.0 0.390 NFRC 0:28 NFRC 190 New Architectural Traditions Window Great Kitchen Office ,,E30- Window''^32.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 3.1;'::n Window -_'I-._;:-..1.5'-'0' 0.390 'NFR. C 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 32 Window 20.0. . 0.390: NFRC 0.28 1 NFRC 280 New Architectural Traditions Wlndowl Great Kitchen Office (1) U -Factor Type: -11.6-A = Default Table from Standards, NFRC =Labeled Value 2 SHGC T e: ill 67B =: Default Table from Standards, NFRC =Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Ove hang Left Fin Right Fin H7qF7 Wd Len H t LExt REA Dist Len H t Dist Len H t 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 27 Bug Screen 0.76 Bug Screen 0.76 I e-, 4-7, 28 Bug Screen 0.76 29 Bug Screen 0.76 11 6i I11-QINJ(Ii & 61kt-1=1 IT UrZ 30 Bug Screen 0.76 Lw r --v, F.6 r-% r N% l . - 31 Bu Screen 0.76 B �A r- 1- -A� v it _ 32 IBug Screen 0.76 b UrlSIHU 1 IUN -0.1 Ene Pro 5.1 6 Ene Soft • User Number: 6712 RunCode: 2013x09 -04F14: f 8:38- It -Page 5 of 8 Reg: 213-N0068055A-000000000-0000 Registration Date/Time: 2013/09/04 17:23:22 HERS Provider: CalCERTS, Inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 9/4/2013 Electronically Signed at CalCERTS.com by Anton Marinkovich (Stracts Inc.) 9/4/2013 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface Type Area Ll- Insulation Joint Appendix Factor Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE.DETAILS ID Type Area I = LI -Factor SHGC2 Azm Status Glazing Type Location/Comments 33 Window 6.0 :'0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office .34- Window 18.4 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office 35 Window `" -;a,/ 12.5 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office 36 Window 12.5 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office 37N Window, ..._,„6.0 0.390 NFRC_ .._018,NFRC....____..__10 Newts; . _Architectural,Traditions window 2nd Floor 38 Window.: N48.01 0.390 NFRC ;d ,,"' 0.28` ;NFRC Newt 'h Architectural Traditions'Window 2nd Floor 39 Window_: _ 15.0 Q.,390 ,NFRC f -w.0.28 'NFRC a' :100 New' t , Architectural Traditions Window 2nd..Floor 40 Window 15.9:T0.39Q; NFRC ° 0.28 NFRC !,::x1.100 New.'. Architectural TraditionsyWindow 2nd'F,loor 41 Window 1.5?0 10.390 NFRC t 0.28 NFRC, ; - 100 Newt " Architectural.Traditions.Window 2nd Floor,,, 42 Window 0 )20.01-) 0.390 NFRC t 0.28' NF RC'r?t ;190 "New :e " Architectural, Traditions Window 2nd Floor]jllf( . 43 Windowig V %40.0' ;-:0.390 NFR,Cn %;e'0.28 NFRC 1 x.190 New f ''- Architectural FTraditions Window 2nd Floor- fir 44': Window 6.0 %0.390 NFRC-`• :m' 0.28 NFRC-`190 New r Architectural -Traditions Window 2nd Floor 45 Window'6.0 0.390 NFRC . ~'.6.0 --0.28 NFRC 280 New Architectural Traditions Window 2nd Floor .46.- Window 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window 2nd Floor 47 , Window' 20.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window 2nd Floor 48 Window 6.0 0. 390 NFRC 0.28 NFRC 280 New Architectural Traditions Windowi 2nd Floor (1) U -Factor Type: ` 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 1167B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Ove hanq Left Fin Ri ht Fin H t Wd Len H t LExt REA Dist Len H t Dist Len Hot 33 Bug Screen 0.76 34 Bug Screen 0.76 35 Bug Screen 0.76 36 1Bug Screen 0.76 37 Bug Screen 0.76 38 Bug Screen 0.76 39 Bug Screen 0.76 40 Bug Screen 0.76 41 Bug Screen 0.76 42 Bug Screen 0.76 43 Buo Screen 0.76 Bug Screen 0.76 y f- 1% ��ii 'Bu Screen 0.76 " , , , �. q CAPFBu r4647Screen 0.76 W L-� 9 ,---w- Bu Screen 0.76 ,%t. fD Q 1,� � � .�/ M�Bug Screen 0.76 it r R e-rCt C rlji-s i�v� �•.• EnergyPro 5.1 by Ener Soft User Number: 6712 RunCode: 20.13-09-04T14:16.3&Y-Page 6 of 8 Reg: 213-N0068055A-000000000-0000 Registration Date/Time: 2013/09/04 17:23:22 HERS Provider: CalCERTS, inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 9/4/2013 Electronically Signed at CalCERTS.com by Anton Marinkovich (Stracts inc.) 9/4/2013 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name McFarlane Residence Building Type m Single Family '❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area, Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURF.ACE,DETAILS ID T e Area ° U Factor SHGC2 Azm Status Glazing Type Location/Comments 49 Window 6.0f_'0.390; NFRC 0.28 NFRC 280 New Architectural Traditions Window 2nd Floor ' <:,r� �;�n i? '��,_ .: i� Y�`�: -_. Gk's �-`',t� :: , �c � : '*�?�i�..,. � ,.< a�s�=;..`"� .c� �•:, �#...: �;:. .f .'-'Y 4-s� . 9 0 ..mss ,e &n:i } - - .�, '.. ) ss.- "� ,fix ...y. is ] ±+F r+ ,:�`; -•;, —,�.a- ._ .. ... ,.. : .+i± (1) U -Factor Type: "_ 116-A --Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: ' 116.6 ="D"efault Table from Standards, NFRC = Labeled Value 1. EXTERIOR SHADING DETAILS Window Ove hanq Left Fin Ri ht Fin ID Exterior Shade Type SHGC H t Wd Len H t LExt RExt Dist . Len H t Dist Len H t 49 Bug Screen 0.76 I -X III nl It; R . ;AFF f:PT I (1 .FIN_ TSI I ^T P I I DATE BY EnergyPro 5.1 by Ener Soft User Number 6712 RunCode:120.13-09-04T-14;1.6-.36 ID: f Pae 7 of 8 ,Reg: 213-N0068055A'-000000000-0000 Registration Date/Time: 2013/09/04 17:23:22 HERS Provider: CalCERTS, Inc ` Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 9/4/2013 electronically Signed at CalCERTS.com by Anton Marinkovich (Stracts Inc.) 9/4/2013 CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5) CF -1 R Project Name McFarlane Residence Building Type © Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area(ft') New Existinq I Altered Removed Volume Year Built HVAC Master Bedroom 850 10,200 HVAC Great Kitchen Office 1,657 23,198 HVAC' 2nd Floor 683 8,196 t >y Totals 3,190 0 01 0 HVAC SYSTEMS _ System Name,aty! Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New, HVAC 2 ' Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVACCentrat,- urnace 80% AFUE SpldAirConditioner;_ 14-.WSEER., -Se165ck, New d; . .e ii fi 3 'A-� P .E- ` If o } ,�. .� �i'°p .`. ' Tom. .._� �,.,,..•^"- �"r..�"-'°?".�"'r HVAC DISTRIBUTION I' +`: : `._ lx . dC_ W "".' - "[ 6 � ,,1 ,yU " «r M.O.s �;, _. .-�_ atin_ S'�stem Name . 3 Hea { :�.� ►, � "�; DuctIted V. -Ducts,. Coolin _..: D' ct Locatio M R-Value Tested? Status HVAC„�,•, Ducted r ” ; ` Ducted Attic, Ceiling Ins, vented 8.0 m New HVAC_'_: Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New HVAC - Ducted Ducted Attic, Ceiling Ins, vented 8.0 d New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input (Btu h) Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Bradford White M -1-100S6 1 Large Gas All Pipes Ins 125,000 100 0.80 0.00% n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ff c o N ;Q - ,,,, F LA Q Pipe p �S stemZN nS� pTlength Pipe Diameter Insul. Thick. Qty. HP -CI Plenum Outside, Buneo 6 1. I_ �o� � , .. _ I I AID ' J_ do (�ON,;TgUCTION 0 I' ❑ DATE —� B Energypro 5.1 by Ener Soft User Number: 6712 RunCbde.-20t3-09-04T14,4,6.-36------ fD-- Page 8 of 8 Reg: 213-N0068055A-000000000-0000 Registration Date/Time: 2013/09/04 17:23:22 HERS Provider: CalCERTS, Inc • • PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 Project Address Hideaway Lot #334 La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 3,190 Addition n/a # of Stories 2 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity ( Features see Part 2 of 5 Status Roof Wood Framed Attic R-38 1,559 Radiant Barrier New Wall Wood Framed R-21 4,429 New Slab Unheated Slab -on -Grade None 2,507 Perim = 405' New Door Opaque Door None 22 New FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidefins Shades Status Rear (N) 227.6 0.390 0.28 none none Bug Screen New Right (E) 441.8 0.390 0.28 none none Bug Screen New Front (S) 164.5 0.390 0.28 none none Bug Screen New Left (W) 128.4 0.390 0.28 none none Bug Screen New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New 2 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC Ducted Ducted Attic, Ceiling Ins, vented 8.0 New HVAC Ducted Ducted Attic, Ceiling Ins, vented 8.0 New HVAC Ducted Ducted Attic, Ceiling Ins,w_en r-. r , ,8.0 , , ew WATER HEATING Ut I T Ur mull" I r Ot . Type Gallons Min. Eff Distr'i6'Utfona & SAFETY DEPT. Status 1 Large Gas 100 0.80 All Pipes Ins J' I' I" � U y I— U 4w FOR CONSTHUCYION � I DATE BY Ener Pro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-09-04T12:03r56-1-* - --'Page 3 of 29 • • 0 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name McFarlane Residence Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The DHW System Bradford White M-1-100S6BN is a non-NAECA large storage gas water heater. Verify DHW details. The HVAC System HVAC must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a separate thermostat. In addition the air flow requirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. HIGH MASS Design - Verify Thermal Mass: 570.0 ft2 Covered Slab Floor, 3.500" thick at Master Bedroom HIGH MASS Design - Verify Thermal Mass: 280.0 It Exposed Slab Floor, 3.500" thick at Master Bedroom The HVAC System HVAC must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a separate thermostat. In addition the air flow requirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. HIGH MASS Design - Verify Thermal Mass: 480.0 ft' Covered Slab Floor, 3.500" thick at Great Kitchen Office HIGH MASS Design - Verify Thermal Mass: 1,177.0 ft2 Exposed Slab Floor, 3.500" thick at Great Kitchen Office The HVAC System HVAC must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a separate thermostat. In addition the air flow requirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. The Roof R-38 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The HVAC System HVAC incorporates HERS Verified Refrigerant Charge ora Charge Indicator Display. The HVAC System HVAC incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The HVAC System HVAC incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The HVAC System HVAC incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. _C1 -TY OF LA QUINTA BUILDING & SAF -t I y ut - "'r, r--% 117-1 FOR CONSTRUCTION Ene Pro 5.1 6 y En erg Soft User Number: 6712 RunCode: 2013 -09 -6.4T12:03:56 ----JD:— Pae 4 of29 L� • • PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date McFarlane Residence 1 ❑ Multi Family ❑ Existing+ Addition/Alteration 9/4/2013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 6.28 5.98 0.30 Space Cooling 60.92 57.57 3.34 Fans 12.26 13.86 -1.59 Domestic Hot Water 10.76 7.08 3.69 Pumps 0.00 0.00 0.00 Totals 90.23 84.48 5.74 Percent Better Than Standard: 6.4% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (S) 190 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (S) 992 165 Fuel Available at Site: Natural Gas (IM 1,582 128 Raised Floor Area: , 0 (N) 1,258 228 Slab on Grade Area: 2,507 (E) 1,582 442 Average Ceiling Height: 13.0 Roof 1,559 0 Fenestration Average U -Factor: 0.39 TOTAL: 962 Average SHGC: 0.28 Fenestration/CFA Ratio: 30.2% REMARKS The Hideaway STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Scott Design and Title 24, Inc, 9/4/2013 Address 77-085 Michigan Drive Name Tim Scott City/State/ZipCity/State/Zip Palm Desert, Ca 92211 Phone (760) 200-4780 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation g0a-Q ,�a5d-lullding envelope sealing re uire Q, installer testing and certification and field verification by an approve HER, rater )� Ivl l BUILDIN{G-�& SAFETY DEPT. Designer or Owner (per Business & Professions Code) D Stracts Architects APPROVED Company FOR CONSTRUCTION Address 550 S. Oleander Street Name Anton Marinkovich City/State/Zip Ppa/m Springs, CA 92262 Phone (760) 636-8951 Signed License # Date v ATC _ EnerqvPro 5.1 by EnerqvSoft User Number: 6712 RunCode: 2013-09-04712:03:56 ID: Page 5 of 29 • 0 • CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface T e Area U- Insulation Joint Appendix I Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 850 0.025 R-38 0 0 New 4.2.1-A21 Master Bedroom Wall 144 0.069 R-21 10 90 New 4.3.1-A6 Master Bedroom Wall 525 0.069 R-21 100 90 New 4.3.1-A6 Master Bedroom Wall 180 0.069.R-21 190 90 New 4.3.1-A6 Master Bedroom Wall 265 0.069 R-21 280 90 New 4.3.1-A6 Master Bedroom Slab 570 0.730 None 0 180 New 4.4.7-A1 Master Bedroom Slab 280 0.730 None 0 180 New 4.4.7-A 1 Master Bedroom Roof 26 0.025 R-38 0 0 New 4.2.1-A21 Great Kitchen Office Wall 628 0.069 R-21 101 90 New 14.3.1-A6 Great Kitchen Office Wall 60 0.069.R-21 100 90 New 4.3.1-A6 Great Kitchen Office Wall 380 0.069 R-21 190 90 New 4.3.1-A6 Great Kitchen Office Door 22 1.450 None 190 90 New 4.5.1-A1 Great Kitchen Office Wall 633 0.069 R-21 280 90 New 4.3.1-A6 Great Kitchen Office Slab 480 0.730 None 0 180 New 4.4.7-A1 Great Kitchen Office Slab 1,177 a730 None 0 180 New 4.4.7-A1 Great Kitchen Office Roof 683 0.025 R-38 1 01 0 New 14.2.1-A21 12nd Floor FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 1 Window 48.0 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window Master Bedroom 2 Window 12.5 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 3 Window 12.5 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 4 Window 6.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 5 Window 6.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 6 Window 15.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 7 Window 6.3 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 8 Window 6.3 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 9 Window 6.3 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 10 Window 6.3 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Master Bedroom 11 Window 12.5 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Master Bedroom 12 Window 4.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Master Bedroom 13 Window 4.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Master Bedroom 14 Window 7.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Master Bedroom 15 Window 20.0 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window Great Kitchen Office 16 Window 21.6 0.390 NFRC 0. 8PVF-RCI 10 New Architectural Traditions Wndowl Great Kitchen Office (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hat Wd Ove hang Left Fin Ri ht Fin Len Hat LExt REA Dist Len I H t Dist Len H t 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 r--- _ 11 Bug Screen 0.76 1 P 1 t (-)V: i A (AJ I N IA 12 Bug Screen 0.76 13 Bug Screen 0.76 1 t�L%II-�ItN� `yryl ` 1 14 Bug Screen 0.76 A 000 i 15 Bug Screen 0.76 1 i � i/�T1�1A1 16 [Bug Screen 0.76 Ene Pro 5.1 by EnerqySoft User Number. 6712 RunCode: 2013.09-04T1 W.' 6 ID. Pa e 6 of 29 U • CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5) CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 258 0.069 R-21 10 90 New 4.3.1-A6 2nd Floor Wall 555 0.069 R-21 100 90 New 4.3.1-A6 2nd Floor Wall 246 0.069 R-21 190 90 New 4.3.1-A6 2nd Floor Wall 556 0.069 R-21 280 90 New 4.3.1-A6 2nd Floor FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 17 Window 20.0 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window Great Kitchen Office 18 Window 64.0 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window Great Kitchen Office 19 Window 215.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Great Kitchen Office 20 Window 21.6 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Great Kitchen Office 21 Window 68.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Great Kitchen Office 22 Window 15.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window Great Kitchen Office 23 Window 4.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 24 Window 4.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 25 Window 4.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 26 Window 4.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 27 Window 4.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 28 Window 4.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 29 Window 15.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 30 Window 32.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 31 Window 15.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window Great Kitchen Office 32 Window 20.0 0.390 1 NFRC 0.28 1 NFRC 280 lTe-w1 Architectural Traditions Wndowl Great Kitchen Office (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ove hang Left Fin Ri ht Fin Len Hclt LExt RExt Dist Len H t Dist Len H t 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 k r -11-7-N a 1% r- °. A 1 N I P R IN, a -r- A � 28 Bug Screen 0.76 I v 1 -.01 fir, k.34 V 11' f 1 29 Bug Screen 0.76 1 Ht J11 nwn. & SAFETYf YFPT 30 Bug Screen 0.76 1 - - r-. - , '--" % 17 - 31 JBug Screen 1 0.76 1 t -v I-' I"' r y �'J' V 32 IBug Screen 1 0.76 F- ^ N T ! Ene Pro 5.1 b Ene Soft User Number: 6712 RunCode: 2013-09=000:0 56 ID= Pae 7 of 29 • • CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑Addition Alone ❑ Multi Family 13Existing+ Addition/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface U- Area Factor Insulation Joint Appendix Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments -Type FENESTRATION SURFACE DETAILS ID Type Area LI -Factor' SHGC2 Azm Status Glazing Type Location/Comments 33 Window 6.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office 34 Window 18.4 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office 35 Window 12.5 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office 36 Window 12.5 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window Great Kitchen Office 37 Window 6.0 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window 2nd Floor 38 Window 48.0 0.390 NFRC 0.28 NFRC 10 New Architectural Traditions Window 2nd Floor 39 Window 15.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window 2nd Floor 40 Window 15.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window 2nd Floor 41 Window 15.0 0.390 NFRC 0.28 NFRC 100 New Architectural Traditions Window 2nd Floor 42 Window 20.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window 2nd Floor 43 Window 40.0 0.390 NFRC 0.28 NFRC 190 New Architectural Traditions Window 2nd Floor 44 Window 6.0 0.390 NFRC 0.28 NFRC 1901 New Architectural Traditions Window 2nd Floor 45 Window 6.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window 2nd Floor 46 Window 6.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window 2nd Floor 47 Window 20.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window 2nd Floor 48 Window 6.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Windowl 2nd Floor (1) U -Factor Type: 2 SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ove hang Left Fin Right in Len Hat LExt RExt Dist Len H t Dist Len Hat 33 Bug Screen 0.76 34 Bug Screen 0.76 35 Bug Screen 0.76 36 lBug Screen 0.76 37 Bug Screen 0.76 38 Buq Screen 0.76 39 Bug Screen 0.76 40 Bug Screen 0.76 41 Bug Screen 0.76 42 Bug Screen 0.76-- 43 Bug Screen 0.76 r%i f t oTA_ 1 44 Bug Screen 0.76 M M 1 Y U r +-J1_% `" 11 t' 45 Bug Screen 0.76 N ,,, r,:n1r' E1 Y I 46 Bug Screen 0.76 M r-�'" .� _ .. or -117 47 Bug Screen 0.76 48 Bu Screen 0.76 ",: , r tet TF, 1CYI N rv� Energypro 5.1 by EnergySoft User Number: 6712 RunCode: 2013.09-04712:03:.56 /D: Pa e 8 of 29 • • • CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name McFarlane Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 914/2013 OPAQUE SURFACE DETAILS Surface U Insulation Joint Appendix Type Area Factor Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 49 Window 6.0 0.390 NFRC 0.28 NFRC 280 New Architectural Traditions Window. 2nd Floor (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS Window Ove hanq Left Fin Right Fin ID Exterior Shade Type SHGC H t Wd Len H t I LExt RExt Dist Len I H t Dist Len H t 49 Bug Screen 0.76 -r .rip N A (JL)IIN I rA I N V Y Y ,-r,/ n r: :)T N RUIL.UIN a cx 0 -ti --- N Wi.rtr'1,xl FOR UU1'4� i M'3f_ r 1t. Ener Pro 5.1 by EnergySoft User Number: 6712 Run Code: 2013-09-04712:03:56 ID:v---P-a" e 9 of 29 • 0 0 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name McFarlane Residence Building Type © Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 9/4/2013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existin Altered Removed Volume Year Built HVAC Master Bedroom 850 10,200 HVAC Great Kitchen Office 1,657 23,198 HVAC 2nd Floor 683 8,196 Totals 1 3,1901 01 01 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC 2 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Coolinq Duct Location R -Value Ducts Tested? Status HVAC Ducted Ducted JAttic, Ceiling Ins, vented 8.0 0 New HVAC Ducted Ducted Attic, Ceiling Ins, vented 8.0 0 New HVAC Ducted Ducted Attic, Ceiling Ins, vented 8.0 El New WATER HEATING SYSTEMS S stem Name Ot . Type Distribution Rated Input Btuh Tank Cap. al Energy Standby Factor Loss or or RE Pilot Ext. Tank Insul. R- Value Status Bradford White M -1-100S6 1 Large Gas All Pipes Ins 125,000 100 0.80 0.00% n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft c 0 i� a — ---System, Name— Pipe — eeri `th_.6jaMFte Pipe Insul. Thick. Qty. HP Plenum Outside Buried ❑ 1 TV CAE tP JU-Iiii ❑ u. cAGc: F T .-- ❑ I IT -, —0 , vii -fir/ � ❑ IEQR GONSTRUCIKry EnergyPro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-09-04T1�2:03:56 ID: Pae 10 of 29 • 0 • MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name McFarlane Residence Date 1 9/4/2013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified LI -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. Al 18(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. :* 150(a): Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. 4150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§150(d): Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. 4150(f): Air retarding wrap is tested, labeled and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 e 1 A: Mason or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. '§150(e)113: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is -equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. -Space Conditioning, Water Heating and Plumbing System Measures: _§1 10-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. I "§113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release -valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACOA. 41500): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped =with insulation having an installed thermal resistance of R-12 or greater. §1500)113: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water `tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the -tank. '§150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of .-recirculating sections of hot water pipes are insulated per Standards Table 150-13. •§1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot -water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of. Standards Table 123-A. 150(' 3A: Insulation is protected from damage, including that due to sunlight, moisture,e ui - ment-rnaintenance=and-wind—w §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant'or issenclos.ed re^htirel'yn conditioned space. N '' d d 11 o f ter+ Y y v 15O(j)4: Solar water -heating systems and/or collectors are certified by the Solas R tin! I Iandl&e ificaf on Corr loratYF APPRU V EU I FOR CONSTRUCTION EnergyPro 5.1 by EnergySoR User Number: 6712 RunCode: 2013-09-04T403:156 ID: Page 11 of 29 e; DATE BY t 0 •MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1R Project Name Date McFarlane Residence 1 9/4/2013 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections' 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes :unless such tae is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. ••§150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar 'radiation that can cause degradation of the material. 150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction _.§114(b)1: .and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 . -Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more -than 20•wattsof`power perper linear foot -of illuminated cabinet. I STV nF of � l M BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION ( " EnergyPro 5.1 by EnergySoft User Number: 6712 Run Code: 2013.09-04T12:03 A56 ID: Page 112 of 29 IDATE BY • • C7 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date McFarlane Residence 1 9/4/2013 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less ..than 1000 square feet located on a residential site is not required to comply with 4150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters wl-aboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between :'the luminaire housing and ceiling. §150(k)l3: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable .requirements of Sections 130, 131, 134, and 146. §150(k)l6: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. CITY OF LA C)UI TA & SAFETYPT. BUILDING APosOVEE CI ION FOR EnergyPro 5.1 by EnergySoR User Number: 6712 RunCode: 2013-09-04T12:03,�56)ATE Page 43 of 29 • • • "HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name McFarlane Residence Date 9/4/2013 System Name HVAC Floor Area 850 ENGINEERING CHECKS SYSTEM LOAD Number of Systems COIL CFM Total Room Loads 507 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 S stem 89,000 10,077 912 232 13,117 Total Output Btuh4 89,000 o Output Btuh/s ft 104.7 475 501 ,Cooling System 0 0 Output per System 46,000 0 0 0 0 Total Output Btuh 46,000 2,480 912 -2,480 Total Output ons 3.8 475 501 Total Output Btuh/s ft 54.1 Total Output s ft/Ton 221.7 1 13,506 11,639 Air System CFM per System 1,600 HVAC EQUIPMENT SELECTION Airflow cfm 1,600 Carrier 24APA548 / 58CVX090 35,239 4,961 89,000 Airflow cfm/s ft 1.88 Total Adjusted System Output 1 35,2391 4,961 1 89,000 (Adjusted for Peak Design conditions) 1 TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM Airflow cfm/Ton 417.4 " Outside Air % 0.0% 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 70 OF 70 OF 122 OF 123 OF Heating Coil Supply Fan 123 OF 1,600 cfm ROOM 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112 / 78 OF 78 / 64 OF 58 / 56 OF 59157 OF Outside Air � 0 cfm Cooling Coil Supply Fan __ _, 59./ 57 OF 1,600 cfm _.1..1��*�.. - M CITY 4F&� �i �O+�i . BUILDING 78164 °F lam!1— PRQ\ 1ED 78164°F FOR CON'ti I huv t EnergyPro 5.1 by EnergySoR User Number: 6712 RunCode: 2013-09-04T12:03 ;.5 , ID: BY—Pa a 14 of 29 • • HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name McFarlane Residence Date 9/4/2013 System Name HVAC Floor Area 1,657 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 2 COIL COOLING CFM Sensible Total Room Loads 1,300 25,731 Return Vented Lighting 0 Return Air Ducts 1,212 Return Fan 0 Ventilation r 0 0 Supply Fan 4,960 Supply Air Ducts 1,212 TOTAL SYSTEM LOAD 33,116 PEAK COIL HTG. PEAK Heating System Latent CFM Sensible Output perS stem 89,000 1,589 568 32,041 Total Output Btuh 178,000 Output Btuh/s ft 107.4 1,223 Cooling System 0 Output perSystem 46,000 0 0 0 Total Output Btuh 92,000 1,589 -4,960 Total Output Tons 7.7 1,223 Total Output Btuh/s ft 55.5 Total Output s ft/Ton 216.1 29,528 Air System CFM perSystem 1,600 HVAC EQUIPMENT SELECTION Airflow cfm 3,200 Carrier 24APA548 / 58CVX090 70,720 9,679 178,000 Airflow cfm/s ft 1.93 Airflow cfm/Ton 417.4 Outside Air % 0.0% Total Adjusted System Output 70,720 9,679 1 178,000 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK r 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 1110 Outside Air 0 cfm 70 OF 70 OF 122 OF 123 OF Heating Coil Supply Fan 123 OF 3,200 cfm [ROOM, 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F Outside Air Ar 0 cfm 78/64°F 78/64°F 58/56°F 59/57°F Cooling Coil Supply Fan 59 / 5 OF 3,200 cfm CITY O F "" ...q .�_1 N.�T. 46.2 %� O+�CT BUILDING R�V�� /�, 78/6 OF !-'! P FOR COW5 I K u 1 EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-09-04T12:03: 6 .r ID: BYE—Page F5 of 29 0 17J L -j • HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name McFarlane Residence Date 9/4/2013 System Name HVAC Floor Area 683 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. CFM Sensible Latent CFM Total Room Loads 580 11,526 772 203 Return Vented Lighting 0 Return Air Ducts 543 Return Fan 0 Ventilation 0 0 0 0 Supply Fan 2,480 Supply Air Ducts 543 TOTAL SYSTEM LOAD 1 15,0921 7721 PEAK Heating System Sensible Output erS stem 89,000 11,498 Total Output Btuh 89,000 Output Btuh/s ft 130.3 439 Cooling System 0 Output perSystem 46,000 0 Total Output Btuh 46,000 -2,480 Total Output ons 3.8 439 Total Output Btuh/s ft 67.3 Total Output s ft/Ton 178.2 9,896 Air System CFM perSystem 1,600 HVAC EQUIPMENT SELECTION Airflow cfm 1,600 Carrier 24APA548 / 58CVX090 35,359 4,818 89,000 Airflow cfm/s ft 2.34 Airflow cfm/Ton 417.4 Outside Air % 0.0% Total Adjusted System Output 35,359 4,818 1 89,000 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK Aug 3P ml 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 10 Outside Air 0 cfm 70 OF 70 OF 122 OF 123 OF f C•� i Heating Coil Supply Fan 123 OF 1,600 cfm ROOM 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F Outside Air 0 cfm 78164 °F 78/64°F 58/56°F 59157°F � O Cooling Coil Supply Fan �'r `�g /�57 °F 1,600 cfm cl I i OF Q gUILDINGae z�i°�F {�'(5.i;t- O ` �.J 78/ 40F — - AP r�iCTRUCTION EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-09-04T12:0 .56)AT —{B� i7 a 16 of 29 • • C ROOM LOAD SUMMARY a � �91�2 23213,117 Project Name McFarlane Residence Date 9/4/2013 System Name HVAC Floor Area 850 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible Master Bedroom Master Bedroom 1 507 10,077 912 507 10,077 912 232 13,117 F r-drV OF LA1;UIi' i Total includes ventilation load for zonal s stems. �win C CSF- Db �. PAGE TOTAI BU ^ TOTAL &5'0-'7,r232I13,117 Ene Pro 5.1 b Ener Soft User Number: 6712 RunCode: 2013-09-04T12: 3:56 Pae 17 of 29 L/D: DATE---BY 5070�7-7� a � �91�2 23213,117 • • ROOM LOAD SUMMARY Project Name McFarlane Residence Date 9/4/2013 System Name HVAC Floor Area 1,657 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible Great Kitchen Office Great Kitchen Office 1 1,300 25,731 1,589 1,300 25,731 1,589 568 32,041 V y y i +�}' I I VI Y Y 1 1 / r --,i. .-. r T ' Total includes ventilation load for zonal systems. BO, U INu fir -' '�'-' PAGETOTA P, 300) p �25,731 V 589 568 32,041 TOTAL �_(h300(;0 2j57UC58N 568 32,041 EnerqvPro 5.1 by EnerqySoft User Number: 6712 Run Code: 2013-09-04T12:63:56 ID: Pa 18 of 29 UH I t _--- 1 • • • ROOM LOAD SUMMARY Project Name Date McFarlane Residence 9/4/2013 System Name Floor Area HVAC 683 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK I COIL HTG. PEAK Zone Name Room Name Mult. CFM I Sensible FLatent CFM I Sensible Latent I CFM I Sensible 2nd Floor 2nd Floor 1 5801 11,5261 772 5801 11,526 7721 2031 11,498 PAGE TOTA TOTAL load for zonal LDING & SA'I-t i Y II)tr i . r%r%r%f"%% iICl% r;580: OltI' 621 7 ?fi 20311 11,498 580 11,526 772 203 1 11,498 I EnemyPro 5.1 by EnemySoft User Number: 6712 RunCode: 2013-09-04712:03:56" --1D — Pap$ 19 of 29 1 • • • ROOM HEATING PEAK LOADS Project Name791412013 McFarlane Residence te ROOM INFORMATION DESIGN CONDITIONS Room Name Master Bedroom Floor Area 850.0 ft2 Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction 1.064 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 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = g4�L Btu/hr R-38 Roof Attic 850.0 0.0250 44 935 R-21 Wall 1,113.3 0.0690 44 3,380 Architectural Traditions Windows 152.7 0.3900 44 2,620 Slab -On -Grade perim = 105.0 0.7300 44 3,373 Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X Schedule Air Sensible Fraction through an interior surface X 850 X Area another room 12.00 X �Oa353 Height BAUILDING&jHroW Page Total 1/ 60 �FX1 10,308 IT - 2,1810 ED TOTAL HOURLY HEAT LOSS FOR ROOM I FOR CONS I tluk- l "a 13,111 EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-09-04712:03:56 I pA7fE ff — Page 20 of 29 • C] • ROOM HEATING PEAK LOADS Project Name McFarlane Residence Date 9/4/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Great Kitchen Office Floor Area 1,657.0 ft' Indoor Dry Bulb Temperature 70 OT Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area R-38 Roof Attic 26.0 R-21 Wall 1,701.0 Architectural Traditions Windows 600.6 Wood Door 22.4 Slab -On -Grade perim = 300.0 Items shown with an asterisk (') denote conduction through an interior surface Infiltration:[ 1.00 X 1.064 X 1,657 X Schedule Air Sensible Area Fraction 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 AT °F 0.0250 X 44 = 0.0690 X 44 = 0.3900 X 44 = 1.4500 X 44 = 0.7300 X 44 = 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 = another room Page Total 14.00 X X03' /"60] X` fl "#]j4 Height GA�CV;y OF CA -,&T— BUILDING & SAFEN B Btu/hr 29 5,164 10,306 1,429 9,636_ 26,564 \ -' 5,477 P � DE I ' TOTAL HOURLY HEAT LOSS FOR ROOM n1 -J yr "' n32,041 FOR CONS I huv'' J�lEnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-09-04712:03:56 ID: Page 210 29 DATE�� • CJ • ROOM HEATING PEAK LOADS Project Name McFarlane Residence Date 9/4/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name 2nd Floor Floor Area 683.0 ft2 Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction 1.064 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 AT OF X 44 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = 44�� Btu/hr R-38 Roof Attic 683.0 0.0250 751 R-21 Wall 1,615.0 0.0690 X 44 4,903 Architectural Traditions Windows 209.0 0.3900 X X 44 3,586 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 Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X Schedule Air Sensible Fraction through an interior surface X 683 X Area another room 12.00 X0.353'%�fiU�]+ Height ACH'-'T-NF Page Total _ r� " BUILDING &S APPROVED_ 9,241 �e* 1T A\ f t'�_�2 58 Y UCr 1. TOTAL HOURLY HEAT LOSS FOR ROOM r)NSTRUG I iW! 498 v. EnergyPro 5.1 by EnergySoft User Number: 6712 Run Code: 2013-09-04712:03:56 I ID: _ BY_ -Page 22-of'29 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date McFarlane Residence 9/4/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Master Bedroom Outdoor Dry Bulb Temperature 112 OF Floor Area 850.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 34 OF Opaque Surfaces R-38 Roof Attic R-21 Wall R-21 Wall R-21 Wall R-21 Wall I (N) (E) (S) Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 850.01 0.0250 56.0 144.0 0.0690 24.3 524.8 0.0690 32.6 179.5 0.0690 27.1 265.0 0.0690 32.4 18.2 6.0 34.2 0.0 18.2 6.0 34.2 0.0 18.2 15.0 J 0.0 18.2 6.3 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 N N N N N N N N N Orientation (N) (E) 1 5921 1 3,5391 Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = 0.0 18.2 48.0 20.2 0.0 18.2 12.5 34.2 0.0 18.2 12.5 34.2 0.0 18.2 6.0 34.2 0.0 18.2 6.0 34.2 0.0 18.2 15.0 34.2 0.0 18.2 6.3 34.2 0.0 18.2 6.3 0.0 18.2 6.3 Page Total Btu/hr 969 427 427 205 205 513 215 215 215 3,3941 Internal Gain Btu/hr 230 Occupants 1.0 Occupants X 230 Btuh/occ. = Equipment 0.0 Dwelling Unit X 16001 Btu = 0 Infiltration: Sensible X 1.16 X 46.51 X 34 = 1,956 Air Sensible CFM ELA °T I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM _ 10,0771 Latent Gain p � oo !! 1 r� tiPll-- Occupants u ex\1 (1I^ LA QV1 !, 10 Occupants X ! C290 Btuh/occ. T BUILDING & SAFETY DEC Infiltration: Sensible ELA X 1.16 X 46.51 X °W 0.00276 = AP P ROv Air Sensible CFM I FOR CONSTRUCTION • TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1 ! I - R -re - BY • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date McFarlane Residence 9/4/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Master Bedroom Outdoor Dry Bulb Temperature 112 OF Floor Area 850.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 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 o 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 (E) 0.0 X 18.2 + 6.3 X 34.2 = 215 N (S) 0.0 X 18.2 + 12.5 X 19.7 = 246 N (IM 0.0 X 18.2 + 4.0 X 33.1 = 132 N (tM 0.0 X 18.2 + 4.0 X 33.1 = 132 N (lM 0.0 X 18.2 + 7.0 X 33.1 = 232 X + X = X + X = X+ X = X + X = Page Total 958 Internal Gain Btu/hr Occupants 1.0 Occupants X 230 Btuh/occ. = 230 Equipment 0.0 Dwelling Unit X 1,600 Btu = 0 Infiltration: 1.064 X 1.16 X 46.51 X 34 = 1,956 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 10,077 Latent Gain QUI B u/hr 1 200 Occupants 10 Occupants X 10� tu�.oc� SAFFE N Infiltration: 4,771 X 1.16 X 46.51 X 0.0027 ZUILDING 712 Air Sensible CFM ELA OW APTI r NSTRUCON TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1912 ----1 EnerqyPro 5.1 by Ener Soft 84— User Number: 6712 Run Code: 2013-09-04 712:03:56 -r D: -a e -Y4 of 29 • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name McFarlane Residence ROOM INFORMATION DESIGN CONDITIONS Room Name Great Kitchen Office Outdoor Dry Bulb Temperature Floor Area 1,657.0 ft' Outdoor Wet Bulb Temperature Indoor Dry Bulb Temperature 78 OF Outdoor Dailv Range: ODaaue Surfaces R-38 Roof Attic R-21 Wall R-21 Wall R-21 Wall Wood Door R-21 Wall Orientation (S) Area X X X X X X X X X U -Factor X X X X X X X X X Cl -TD' = = = = = = = = 26.0 0.0250 56.0 628.4 0.0690 24.3 60.4 0.0690 32.6 379.6 0.0690 27.1 22.41 1.4500 27.1 632.6 0.0690 32.4 0.0 18.2 215.0 34.2 0.0 18.2 21.6 34.2 L= 18.2 68.0 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Funo¢tratinn N N N N N N N N N nriPntatinn (N) (N) (N) (N) (E) (E) (E) (E) (S) 9/4/2013 112 OF 78 OF 34 OF Btu/hr 36 1,055 136 710 881 1.414 1 4,2311 Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = = 0.0 18.2 20.0 20.2 0.0 18.2 21.6 20.2 0.0 18.2 20.0 20.2 0.0 18.2 64.0 20.2 0.0 18.2 215.0 34.2 0.0 18.2 21.6 34.2 0.0 18.2 68.0 34.2 0.0 18.2 15.0 34.2 0.0 18.2 4.0 19.71 Page Total Btu/hr 404 436 404 1,292 7,353 739 2,325 513 J79 13,5 Internal Gain Btu/hr 230 Occupants 1.0 Occupants X 230 Btuh/occ. = Equipment 0.0 Dwelling Unit X 1,600 Btu = 0 Infiltration: 1.064 )( 1.16 X 90.67 X 1 3,813 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 25,731 Latent Gain 1.0 Occupants X Infiltration: 4,771 X 1.16 X 90.67 X Air Sensible CFM ELA _J_[3.1lJP/O�� JIT' OF LA WILDING &SAF D r ®.PPR® - Btu/hr 200 1 • 1 1,3891 I TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1 r -rut r.(%6 I Mv" '"- 1 1,5891 DATE ------ • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name McFarlane Residence ROOM INFORMATION DESIGN CONDITIONS Room Name Great Kitchen Office Outdoor Dry Bulb Temperature Floor Area 1,657.0 ft' Outdoor Wet Bulb Temperature Indoor Dry Bulb Temperature 78 OF Outdoor Dailv Ranae: ue Surfaces Orientation 9/4/2013 112 OF 78 OF 34 OF Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = Btu/hr = = = = = = = = = Btu/hr 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 15.0 19.7 295 0.0 18.2 32.0 19.7 630 0.0 Page Total 15.0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration N N N N N N N N N Orientation (S) (S) (S) (S) (S) (S) (S) (S) (tM 0 Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = = Btu/hr 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 4.0 19.7 79 0.0 18.2 15.0 19.7 295 0.0 18.2 32.0 19.7 630 0.0 18.2 15.0 19.7 295 0.0 1 18.2 1 20.0 1 33.1 662 Page Total 2,27E Internal Gain Btu/hr 230 Occupants 1Ld Occupants X 230 Btuh/occ. = Equipment 0Dwelling Unit X 1,600 Btu = 0 Infiltration: 1.064 X 1.16 X 90.67 X 34 = 3,813 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 25,731 Latent Gain s�--� P�k3tu/,ir Occupants 1.0 Occupants X ,.►x-200Bt� occ.LA &SAFE i. Infiltration: 4,771 X 1.16 X 90.67 X 0.00276 � gtJ, DING ®�FDE Air Sensible CFM ELA AW A��al,c-TIQN • . TOTAL HOURLY LATENT HEAT GAIN FOR ROOM r� • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date McFarlane Residence 9/4/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Great Kitchen Office Outdoor Dry Bulb Temperature 112 OF Floor Area 1,657.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 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 o 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 (W 0.0 X 18.2 + 6.0 X 33.1 = 199 N (W) 0.0 X 18.2 + 18.4 X 33.1 = 609 N (M 0.0 X 18.2 + 12.5 X 33.1 = 414 N 0.0 x 18.2 + 12.5 X 33.1 = 414 X + X = X + X = X + X = X + X = X + X = Page Total 1,636 Internal Gain Btu/hr Occupants 1•0 Occupants X 230 Btuh/occ. = 230 Equipment 0.0 Dwelling Unit X 1,600 Btu = 0 Infiltration: 1.064 x 1.16 x 90.67 x 34 = 3,813 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 25,731 Latent Gain�� 1NE Nt1V/hr Occupants 1.0 Occupants x gU"o0'28tut/fie p,FE Infiltration: 4,771 x 1.16 X 90.67 X 0.00276 =�� UC�� 1,389 Air Sensible CFM ELA AW FOR Cp�STR TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1_!589 EnerovPro 5.1 by EneroySoft User Number: 6712 RunCode: 2013-09-04T12:03:5i JDr" �- Page 27 of 29 • • • RESIDENTIAL ROOM COOLING LOAD SUMMARY X X X X X X X X X Project Name X X X X X X X X X CLTD' Date McFarlane Residence 0.0250 56.0 9/4/2013 ROOM INFORMATION 24.3 DESIGN CONDITIONS 0.0690 Room Name 2nd Floor Outdoor Dry Bulb Temperature 112 OF Floor Area 683.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 34 OF Opaque Surfaces R-38 Roof Attic R-21 Wall R-21 Wall R-21 Wall 1 R-21 Wall I (E) (S) Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 683.0 0.0250 56.0 258.0 0.0690 24.3 555.0 0.0690 32.6 246.0 0.0690 27.1 556.0 0.0690 32.4 18.2 15.0 34.2 0.0 18.2 15.0 34.2 0.0 18.2 20.0 19.7 0.0 18.2 40.0 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded I Fanectratinn N N N N N N N N N Ariantatinn (N) (N) (E) (E) (E) (S) (S) (S) (►M Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = 0.0 18.2 6.0 20.2 0.0 18.2 48.0 20.2 0.0 18.2 15.0 34.2 0.0 18.2 15.0 34.2 0.0 18.2 15.0 34.2 0.0 18.2 20.0 19.7 0.0 18.2 40.0 19.7 0.0 18.2 6.0 19.7 0.0 L:::18.2 6.0 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM I 772 Page Total Btu/hr 433 1,247 460 1.242 Btu/hr 121 969 513 513 513 393 787 118 199 4,126 Internal Gain Btu/hr Occupants 1.0 Occupants X 230 Btuh/occ. = 230 Equipment 0.0 Dwelling Unit X 1,600 Btu = 0 Infiltration: 1.064 X 1.16 X 37.37 X 34 = 1,572 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 11,526 Latent Gain-77:1-r�r 1 0 Occupants X A ��I�� 1 y200 )Btuh/occ.pEPT. Btu/hr 200 Occupants V,I �3UILDING & SAFETY Infiltration: X 1.16 X 37.37 X 0.00276 = PROVED ' 572 Sensible Air Sensible CFM ELA AW I ,r'"6� CONSTRUCTION 1 FOR TOTAL HOURLY LATENT HEAT GAIN FOR ROOM I 772 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name791412013 te McFarlane Residence ROOM INFORMATION DESIGN CONDITIONS Room Name 2nd Floor Outdoor Dry Bulb Temperature 112 OF Floor Area 683.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 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 J 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 (149 0.0 X 18.2 + 6.0 X 33.1 = 199 N (VV) 0.0 X 18.2 + 20.0 X 33.1 = 662 N 0.0 X 18.2 + 6.0 X 33.1 = 199 N 0.0 X 18.2 + 6.0 X 33.1 = 199 X + X = X + X = X + X = X + X = X +1 X = Page Total 1,25s Internal Gain Btu/hr Occupants 1.0 Occupants X 230 Btuh/occ. = 230 Equipment 0.0 Dwelling Unit X 1,600 Btu = 0 Infiltration: 1.064 X 1.16 X 37.37 X 34 = 1,572 Air Sensible CFM ELA AT CITY OF LA QUIN-1 TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM rl III n INCA & CAF FTY 1"1952'6 P P ROV r Latent Gain !' Btu Occupants 1.0 Occupants X 200 Btuh/ocn� CONSTRPUTMEO Infiltration: 4,771 X 1.16 X 37.37 X 0.00276 = DATE BY 572 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 772 EneravPro 5.1 by EnerqvSoft User Number: 6712 Runcode: 2013-09-04 71 2:03:56 ID: Page 29 of 29 Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 97-201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766=8778 June 18, 2013 Project No. 544-13145 13-06-210 Mr. Ian McFarlane n0 c/o Stracts Inc. �UINTA C 9 M 51-350 Desert Club Drive 1 .� U) La Quinta, California 92253 �� SAFE( DEPT' O m gU1LC�INC & ��ED n -v Project: Proposed��Residence PPR c� 53-568 Via Bellagio FOR CONST UCT►ON r�rnr A C o _ Lot 334 -The Hideaway p Z wLa Quinta, California iZAA 3 D DATE M Z Subject: Geotechnical Update --i 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 ESS dated August 28,2002; File No. 07117-11, Report No. 01-07-718 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated October 12, 2003; Project No. 544-2199 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 at 53-568, Via Bellagio within the Hideaway Golf Club development in the City of La Quinta, California. It is our understanding that the proposed residence will be 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 Sladden 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. June 18, 2013 -2- Project No. 544-13145 13-06-210 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 300 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 and passive resistance along the sides of the footings. A friction coefficient of 0.50 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 2010 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. 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 Visque� uivalent. All laps within the membrane should be sealed and at least 2 in es.of--dean sand �i�o 1d be placed over �I ►V the membrane to promote uniform curing _o�tlre conGreq . O ogre Puce e en 'al for punctures, the membrane should be placed on a pad t urrfalellai �Y►as been,graded smooth 'thout any sharp CA protrusions. If a smooth surface can not be - idVed�by�grading, 'consr�'d'e ation sh uld be given to placing a 1 -inch thick leveling course of sand acJoJs� G*1 , f, QMr to p acement of the membrane. FOR G' i��+�� Y Based on our field observations and undersltapdig�oca-hg�g ZZ;;di ions, the soil profile type judged applicable to this site is SD, generally deser-ibex as stiff soil. The following presents additional coefficients and factors relevant to seismic mitigation for new construction based upon the 2010 California Building Code (CBC). Sladden Engineering June 18, 2013 -3- Project No. 544-13145 13-06-210 The seismic design category for a structure may be determined in accordance with Section 1613 of the 2010 CBC or ASCE7. According to the 2010 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2010 CBC Seismic Design Parameters are summarized below.. Occupancy Category (Table 1604.5): II Site Class (Table 1613.5.2): D Ss (Figure 1613.5.1):1.50g S1 (Figure 1613.5.1): 0.608 Fa (Table 1613.5.3(1)): 1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-36 (Fa X Ss}): 1.50g Sm1 (Equation 16-37 (Fv X Si)): 0.908 SDS (Equation 16-38 (2/3 X Sms)): 1.00g SD1 (Equation 16-39 (2/3 X Sm1}): 0.60g . Seismic Design Category: D In addition, we have sampled the surface soil on the subject lot to determine 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 sulfate content of 5800 ppm (0.580 percent) that corresponds with the "severe" exposure category in accordance with ACI 318-08, Table 3. Based upon this, special sulfate resistant concrete mix designs will be required. Structural concrete placed in contact with soil should have minimum compression strength of 4500 psi and a maximum water/cement ratio of 0.45. If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Frank D. Gorman Principal Engineer SER/jg Copies: 4/Stracts Inc. Q FRANK D. Fy GORMAN G, No.36496 m r Exp. 6130114 CIVIL ♦ ENGINEF,.BIAl6- AFEVJ 4F -PT. gtJtL APP �®R E ►ON FOR CANS gY pATE -� Sladden Engineering Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: June 21, 2013 Account No.: 544-13145 Customer: Mr. Ian McFarlane c/o Stracts Inc. Location: The Hideaway, 53-568 Via Bellagio, Lot 334, La Quinta Sulfate Series Analytical Report Soluble Sulfates Soluble Chloride per CA 417 per CA 422 PPM ppm 5800 1500 CITY OF LA QUINTA BUILDING & SAFETYDEPT. APPROVE FOR CONSTRUCTION DATE BY Sulfate 544-13145 062113 TABLE 19=A-2—REQUIREMENTS FOR SPECIAL EXPOSURE COMMONS TABLE 19-A-3—REQUIREMENTS-FOR CONCRETE EXPOSED TO SULFATE -CONTAINING -SOLUTIONS MAXIMUM MINIMUM.!'r, NORMAD-WEIGHT AND . WATER-CEMENITTIOUSUGNTWEIGHT. LIGHTWEIGHT AGGREGATE MATERIALS' RAT1d;'8Y.:- AGGREGATE CONCRETE, EXPOSURE CONDITION .WEIGHT; NORMAL -WEIGHT AGGREGATECONCRETE .' x 0.00689.10rMPB Concrete intended to have low permeability when exposed to water 0.50 4 000 Concrete exposed to freezing and thawing in a moist condition or to deicing chemicals alghband .'•Ughtwelght' SULFATE �SO4i) IN SOIL, P PERCENTAGE BY 0.45 4,500 For corrosion protection for reinforced concrete -Aggrb7ale• . Concrete,. pslt EXPOSURE exposed to chlorides from deicing chemicals, salts or SULFATE (SO4) IN WATER, ppm' CEMENTTYPE brackish viaEcr, or—spray—from these *sources 0.40 x G.006893or MPa. Negligible 0.00-0.10 5,000 TABLE 19-A-3—REQUIREMENTS-FOR CONCRETE EXPOSED TO SULFATE -CONTAINING -SOLUTIONS ca al--ccine, wub urarcnars ratio or nigherstrength mhkberequiredrforlow PF -ibility"or orprotection against corrosion'of embedded items or freezing and thawin (Tabl'e I e�As2)� f♦�d`� V L- kE_ zScawatcr /•��QQ ('(('��nn�� TRUCTION ?Pozzolan that has been determined by test or service record to i Prove stF.fQ'resisFQc'c en used in concrete con- Wriing Typc V cement. 2-264 DATE — BY NORMAL -WEIGHT LIGHTWEIGHT AGGREGATE AGGREGATE CONCRETE Maxlmum`Watar- r",'Normal- .. WATER- SOLUBLE SULFATE Camentltlous Mdtartala Retlo,by'. alghband .'•Ughtwelght' SULFATE �SO4i) IN SOIL, P PERCENTAGE BY Wel h4 Norval Welght= -Aggrb7ale• . Concrete,. pslt EXPOSURE WEIGHT SULFATE (SO4) IN WATER, ppm' CEMENTTYPE Aggregate Concretal x G.006893or MPa. Negligible 0.00-0.10 0-150 ModcratcZ. 0.10-0.20 ISO 1,500 II, IP(MS), IS '030• 4,000 (MS) Severe 0.20 2.00 4500-10,000 -074?` A sem, .4500 G Very severe Oyer 2.00 Ovcr 10,000 0 4--445 i�J iaC v4a �iiol� p° ' I WING &SAF ETY 6 -PT. tA I-;.,_....,._-_� __.:.:_..-- ._ , ca al--ccine, wub urarcnars ratio or nigherstrength mhkberequiredrforlow PF -ibility"or orprotection against corrosion'of embedded items or freezing and thawin (Tabl'e I e�As2)� f♦�d`� V L- kE_ zScawatcr /•��QQ ('(('��nn�� TRUCTION ?Pozzolan that has been determined by test or service record to i Prove stF.fQ'resisFQc'c en used in concrete con- Wriing Typc V cement. 2-264 DATE — BY 5q --13i,15 13-0b - 216 LA QUINTA Please verify that soils reports contain all of the above information. In addition, to assure continuity between the investigation/reporting stage and the execution stage, please use the following checklist to verify that the conclusions and recommendations in the report cover all the required elements. Only then. can we be assured that the construction documents address all of the site soil conditions. La Quinta Geotechnical Report Checklist 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 measure(s) noted, or; (b) the criterion is considered insignificant and explicitly so stated. Y s No Criterion ® Foundation criteria based upon bearing capacity of natural or compacted soil. Ez 771 ® Foundation criteria to mitigate the effects of expansive soils. U Foundation criteria based upon bearing capacity. -of natural or --compacted soil. ® Foundation criteria to mitigate the effects of liquefaction. ® Foundation criteria. to mitigate the effects of seismically induced differential settlement. ® Foundation criteria to mitigate the effects of long-term differential settlement. �' � �,ry C�lJI�T® Foundation criteria to mitiga#e hgJ e�ctR0,pf&vgac��s� e gth. ® Foundation criteria to mitigatexpected0t FOR C© gUeStial settlement. Any "No" answers to the -above checklist dhould be noted as specific re, uired corrections. I DATE BY ' ffi-i Page: 1 of -0 VESI / F M E Inc. Date: 8/29/2013 STRUCTURAL ENGINEERS Job #: C 9 2 5 Client: Mr.&Mrs. McFarlane Project Name: " McFarlane Residence @ The Tradition - Lot 334 " Plan #: La Quinta, California PROJECT: " McFarlane Residence @ The Tradition - Lot 334 " DATE Aug. 29, 2013 Mr. & Mrs. Mc Farlane PROJECT NO. C 9 2 5 La Quinta, California. File No. PlanCk01.xls Architect : Stracts, Inc. PLAN CHECK BY: John W. Thompson, P.E. Plan o.: 13-961 Tel: (760) 834-8860 Plan a -899/1.6/2013 1st. PLAN CHECK STRUCTURAL CORRECTIONS. SEP 0 ITEM REPLY 1 Latest Soils Report to be provided by developer. N OF 5.10)3 . OF D �QUIN7-A N7-Ao 2 Note is not required for Contractor Responsibility, since special inspec if if�b ' QP4g6 pr wind resistance element are not required for this project. ��Y / 3. Refer to revised framing plan for size and spacing of stair stringers. 4 See following sheets for guardrail analysis and revised plans for guardrail details. 5 Beam #11 is located between Dining Rm and Loggia. See revised. framing plan for beam designation. 6 Overstrength factor has been added to BM#15. See following sheets for analysis. 7 Overstrength factor has been added to BM#24. See following sheets for beam analysis and refer to framing plan for holdown straps. 8 See revised structural plans for shear wall #12. 9 See following sheets for grade beam analysis for shear wall #19 and #20. 10 Shear Wall #20: Lateral load is transfer to wall through drag struct per Detail D/SD1 with MSTI48 strap. See framing plan. 11 Shear wall #30 has been changed to shear panel #15. 12 Refer to following sheets for floor joist table and deck joist analysis. 13&14 ESI/FME, INC. to stamp roof truss calcs wit -shop-drawitag-stamp. �IT 0 LA QIJINTA 15 Redline set: Items not addressed above are ad re e A ow' SGN sheet: Soil info has been `chang,11. U & SAFETY DEPT. S-1 sheet: pad has been addei I under 91VIC1,1405ee re Ised-foundation p an. S-2 sheet: Garage- Details ha a bee �cld�` N i-�.�nN0,TTRUCTION Office- Shear transfer detal h s'h`een` i de MBR- Strap length called o at tall H/S 16 See revised structural plans for signature. DATE 2 BY F/, glnq� ESI/ ' Fl�ESSIOA;,ATSL Fti Stru l eers� G2 By a.0 7 0 LLI C3 CIV SEP G 3 2013 Copies to: Anton Marinkovich STRACTS, INC. 550 S Orleander Rd Palm Springs, CA. 92264 P (760) 636-8951 F (760) 459-3468 Antonna.stracts. com Page: IR ES I �/ FM E Inc. Date: 8/28/2013 STRUCTURAL ENGINEERS Job #; C925 Client: Mr. & Mrs McFarlane Project flame: McFarlane Residence @ The Hideaway - Lot 334 Plan #: - P= 200 Ibs M= 8400 in. Ib. 4 T = M/7" = 1200 Ibs ✓• 5/8"0 M.B. CAP=(1070) 1.33=1423# 200 Ibs. WROUGHT IRON HANDRAIL BY OTHERS WROUGHT IRON BALUSTER V I BASE PLATE BY OTHERS 2x6 PLATE i CS WRAP OVER PLATES AND DOWN 4x6 POST EXTEND IN EA. SIDE OF POST BETWEEN M=L JOIST 1y4"' 5/8"0 M.B.'s SIMP. CS16 WRAP AROUND 1y4" TOP OF WALL AND SIDE OF POST i 234" NTA �OF�-4 �\� --�--.� �CiT6NPQST�' BUILDING SFE7 Y DEP �, �� FOR CONSTRUCTION ,Y GUARD RAIL DESIGN . 1 Page: ESI / F M E Inc. Dater 8/28/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs AkFar/ane Project Name:• McFarlane Residence @ The Hideaway - Lot 334 Plan #: C P= 200 Ibs o 200 Ibs. - e M= 8400 in. Ib. T = M/5.5" = 1527 IbsWROUGHT IRON HANDRAIL BY OTHERS WROUGHT IRON BALUSTER Use CS16 @ 32" ox. a BASE PLATE BY OTHERS • CS WRAP OVER 2x6 PLATES PLATES AND DOWN EA. SIDE OF STUD TIMBERSTRAND BLK. @ STRAP SIMP. CS16 WRAP AROUND TIMBERSTRAND RIM TOP OF WALL @ 32" o.c. ' CS16 16" ONTO STUD EA SIDE ESI FME V1 - GUARDRAIL DESIGN , Page: ESI / F M E Inc. Date: 08/28/2013 STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: "MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334" Plan #: LA QUINTA, CA. A, 0, i� �p OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) OLEFT SIDE OF BR#3 COVERED DECK Length of Wall = 3.0 ft Plate Height = 9.0 ft Shear Value From Line 1. is = 307 x1.4= 429.8 plf QE=Total Shear*Length/11= 429.8 x 3.0 = 1289 lbs. QE T=C=QExh/L= 3868 lbs h SECTION 12.14.3.2.1 and ASCE 7-05 TABLE 12.2-1 Footnote g T SDS = ( FROM LATERAL SHEET) = 1.25 S = SNOW LOAD = 0 lbs <> D = DEAD LOAD = 504 Itis R = RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LD = 360 lbs F = LOADS DUE TO FLUIDS W1 DEF.PRESSURE = 0 Itis L = LIVE LOAD = 0 lbs BASIC LOAD COMBINATIONS 74 )x( 1 + 0 )_ Eq.5: (1.0+0.14SDS)D+H+F+0.7K2QE = 7362 Itis <=GOVERNS Eq.6: (1.0+0.105SDS)D+H+F+0.525S2QE+0.75L+0.75(Lr or S or R) = 5917 Itis Eq.8: (0.6-0.14SDS)D+H+0.72QE = 6984 Itis DESIGN BEAM WITH A DOWN FORCE OF 7362 lbs 15 FLUSH BEAM OVER DINING RM UNDER SW#1: Member Span = 13.0 ft P1= 7362 lbs for OVERSTRENGTH ANALYSIS CWL1= 2.5 ft P2= 574 lbs from BEAM ABOVE TOTAL PSF TRIBUTARY (ft) ROOF = ( 54 )x( .3 + 1 )_ WALL = ( 14 )x( 5 + 0 )_ FLOOR = ( 64 )x( 0 + 0 )_ DECK = ( 74 )x( 1 + 0 )_ SELF WEIGHT = TOTAL LOAD = @L2= 11.0 ft PLF 216 63 0 98.42 15.6 393.0 PLF MEMBER SIZE= ( 1 ) 5.25 x 9.5 ALTERNATE BEAM = DESIGN: Size Factor, CI = 1.00 (If d>12, CI= (12/d)(")] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Mmax = 24138.30 ft -Ib= 289.66 in -K . R1= 8589 lbs R2= 4456 Ibs Sreq =Mmax/(Fb*Cd)= 52.02 in' Areq = 1.5*Vmax/(Fv*Cd)= 22.3 int Dead Load 28 psf =_> 112 plf 14 psf =_> 63 plf 24 psf =_> 0 plf T� 34 f5� psf =_> 45.22 plf C I 1 i 1- p"s '� a -d �� plf TOTAL D.L _ �M'23 8� PL n I url ➢SL/VJ�NoWNR CTION n= 0.136 LVL d= 9.T00 in. n= 0.092 LSL b= 5.I5 in. fE E= BY-2..0.0-1c1o6 psi Cd= 1.2'1.6 = 1.92 5pmvided= 79.0 ins O.K. Apmvided= 49.9 int O.K. VER: 201 Page: 5 E S I/ F M E Inc. Date: 08/28/2013 v STRUCTURAL ENGINEERS Job #: C925 Client: Mr. & Mrs. McFarlane Project Name: "MCFARLANE RESIDENCE @ THE HIDEAWAY - LOT 334" Plan #: LA QUINTA, CA. OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) 09 SHEAR WALL IN FRONT OF BA#2: Length of Wall = 8.0 ft Plate Height = 9.0 ft Shear Value From Line 9 is = 253 x1.4= 354.2 .plf QE=Total Shear*Length/p 354.2 x 8.0 = 2834 lbs (E T=C=QExh/L= 3188 lbs h SECTION 12.14.3.2.1 and ASCE 7-05 TABLE 12.2-1 Footnote g - 2.5 ' T Sig = ( FROM LATERAL SHEET ) = 1.25 S = SNOW LOAD = 0 lbs -L D = DEAD LOAD = 0 lbs R = RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LD = 0 lbs F = LOADS DUE TO FLUIDS WI DEF.PRESSURE = 0 lbs L = LIVE LOAD = 0 lbs BASIC LOAD COMBINATIONS Eq.S: (1.0+0.14Sos)D+H+F+0.7r1QE = 5579 lbs -GOVERNS Eq.6: (1.0+0.105SDs)D+H+F+0.525!?QE+0.75L+0.75(Lr or S or R) = 4184 lbs Eq.B: (0.6-0.14SDG)D+H+0.7L2QE = 5579 lbs DESIGN BEAM WITH A DOWN FORCE OF 5579 lbs 24 NOT USED L2 P2 L1 P1 . Member Span = 13.0 ft P1= 5579 lbs for OVERSTRENGTH ANALYSIS CRL1= 2.5 ft w P2= 0 lbs from(AL2= 0.0 ft �. TOTAL • PSF TRIBUTARY (ft) PLF R Dead Load R2 ROOF = ( 54 )x( 0 + 0 )= 0 VQ 8 psf =_> 0 plf WALL = ( 14 .)x( 0 + 0 )= 0 V 14 psf =_> 0 plf FLOOR =J 64 )x( 0' + 0 )_ / 24 psf =_> 0 plf DECK = ( 74 )x( 0 + 0 )= 34 psf =_> 0 O plf SELF WEIGHT 1 -1 .59-p =_, 5- plf TOTAL LOAD 15.6 LF I rw d- �TQTA! D,t�z 15-6A PLF MEMBER SIZE - 1 . - i ) x �..+... •.: II 5lr'M'r iF�(-nG T. ALTERNATE BEAM �.� DESIGN: !r1 n= IT114 i PSUVQ6xSAWNVy ' L- l.J Size Factor, CI = 1.00 [If d>12, ,� (12/ n=0013 LONSTR JCTIC�N 9. 00 in. - Repetitive Member, -> No -> Cr= 1 n= 0.092' LSL b= 5. 5 In. Fb= 2900 x Cf x Cr= 2900 psi Fv= 2 0 psi E= 2.00 x106 psi Mmax = 3159 . 3 ft -Ib= 139.13 in -K HATE BY Vmax= Rmax-(w*d)= 4595 lbs R1= 4607 lbs R2= 1174 lbs Cd= 1.2'1.6 = 1.92 Sreq =Mmax/(Fb*Cd)= 24.99 inl Sprovlded= 79.0 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 12.4 int Aprovided= 49.9 int O.K. VER: 2( McFarlane Residence @ The Hideaway Lot 334 Title : McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnr: Project Desc.: Project Notes Title Block Line 6 F,;r,;ed: 21DD <LIG K 13 11:37M.,1 Wood Beam File:llesi-fine-llenglFiles\C9251Excel Rles1c925.ec6 ENERCALC, INC. 19832011, Build:6.11.7.11, Ver.6.113.11 r.rrr•r o. Description : BM#24: FLUSH BEAM OVER GARAGE UNDER SW#9 DESIGN FOR OVERSTRENGTH Material Properties 'Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1850 psi Itbend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 930 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 830 ksi Beam Bracing :Completely Unbraced Ft 1100 psi Density 32.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.20, L = 0.150 k/ft, Extent = 0.0 > 16.0 ft, Tributary Width =1.0 ft, (UNIFORM FLOOR LOAD) Uniform Load: D = 0.20, Lr = 0.050, Tributary Width = 1.0 fl, (EXT WALL AND LOWER ROOF LOAD) Point Load: D = 2.40, Lr = 0.80, L = 0.60 ka( ..15.0 It, (POINT LOAD FROM BM#23) Point Load: D =1.70, Lr = 1.0 k (a, 16.50 ft, (POINT LOAD FROM ROOF ABOVE) Point Load: E = 5.60 k (@ 7.50 ft, (FROM SW#9 WITH OVERSTRENGTH) DESIGN SUMMARY. Maximum Bending Stress Ratio = 0.833 1 Maximum Shear Stress Ratio Section used for this span 5.125x21 Section used for this span fb : Actual = 1,878.50psi fv : Actual FB: Allowable = 2,253.78psi Fv : Allowable Load Combination +1.140D+0.70E+H Load Combination Location of maximum on span = 11.025ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.252 in Ratio = 1073 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.912 in Ratio = 296 M U ax pward Total Deflection 0.000 in Ratio= 0 <1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FIV C r C mC t +D+i+H 0.939 1.000 1.000 1.000 Length = 22.50 ft 1 0.708 0.388 1.000 0.939 1.000 1.000 1.000 +D+Lr+H 0.939 1.000 1.000 1.000 Length = 22.50 ft 1 0.716 0.414 1.000 0.939 1.000 1.000 1.000 +D+0.750Lr+0.750L+H 0.939 1.000 1.000 1.000 Length = 22.50 It 1 0.782 0.441 1.000 0.939 1.000 1.000 1.000 +D+0.750L+0.750S+H 0.939 1.000 1.000 1.000 Length = 22.50 ft 1 0.673 0.372 1.000 0.939 1.000 1.000 1.000 +1.140D+0.70E+H 0.939 1.000 1.000 1.000 DeSinn r: 0.444 :1 5.125x21. j = 117.78 psi 265.00 psi +1.140D+0.70E+H 0.000 It Span # 1 80 CITY OF LA QUINTA BUILDING & SAFETY DEPT. Summayof-MMoomeeWVa1al'ue"s) ` v ESDmary of Shear Mactual Ff�design CFb Si wRUC�aT� N fv desi 5y0.008•E 1,595.46 2,253.7Av 7.38 102.8 `50'68 7'6'14'69 2;253:78�7'874T09'71 55.30 1,761.67 2,253.78 47.59 1,516.03 2,253.78 Values Fv-allow 265.00 265.00 8.38 116.74 265.00 7.07 98.50 265.00 CITY OF LA QUINTA BUILDING & SAFETY DEPT. ABOVE® FOR CONSTRUCTION McFarlane Residence @ The Hideaway Title: McFarlane Residence @ The Hideaway Lot 334ob'# C925 ` Lot 33,4 Dsgnr: Project Desc.: %�A;7 * "� Project / Notes Title Block Line 6 RintEd 20 ALr ; 20l3. 11:37AIA Wood Beam File: 11esi-fine-llenglFiles1C9251ExcelFiles1c925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver:6.11.7.11 Description : BM#24: FLUSH BEAM OVER GARAGE UNDER SW#9 DESIGN FOR OVERSTRENGTH Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Maclual fb-design Fb-allow Vactual fv-design Fv-allow, Length = 22.50 ft 1 0.833 0.444 1.000 0.939 1.000 1.000 1.000 58.97 1,878.50 2,253.78 8.45 117.78 265.00 +D+0.750Lr+0.750L+0.450W+H 0.939 1.000 1.000 1.000 Length = 22.50 ft 1 0.782 0.441 1.000 0.939 1.000 1.000 1.000 55.30 1,761.67 2,253.78 8.38 116.74 265.00 +D+0.750L+0.750S+0.450W+H 0.939 1.000 1.000 1.000 Length = 22.50 ft 1 0.673 0.372 1.000 0.939 1.000 1.000 1.000 47.59 1,516.03 2,253.78 7.07 98.50 265.00 +D+0.750L+0.750S+0.5250E+H 0.939 1.000 1.000 1.000 Length = 22.50 It 1 0.813 0.431 1.000 0.939 .1.000 1.000 1.000 57.48 1,831.20 2,253.78 8.20 114.30 265.00 +0.60D+0.70E+0.60H 0.939 1.000 1.000 1.000 ' Length = 22.50 ft 1 0.549 0.299 1.000 0.939 1.000 1.000 1.000 38.87 1,238.24 2,253.78 5.69 79.24 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span D+L+E 1 0.9116 11.138 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.316 10.201 D Only 5.836 6.505 L Only 1.747 1.253 Lr Only 1.096 1.829 L+Lr 2.843 3.083 E Only 3.733 1.867 D+Lr 6.932 8.334 D+L 7.583 7.759 D+L+Lr 8.679 9.588 D+E 9.570 8.372 D+L+E 11.316 9.625 D+Lr+E 10.666 10.201 CITY OF LA QUINTA BUILDING & SAFETY DEPT. ABOVE® FOR CONSTRUCTION McFarlane Residence @ The Hideaway, It Lot 334 Allowable pressure increase per foot ksf Title Block Line 6 ft Combined Footing As 0 � Description : C925 SW#19: Grade beam analysis under shear wall General Information (A value of Zero immilie5 no 6ntit) Material Properties Adjusted Allowable Soil Bearing fc : Concrete 28 day strength 4.5 ksi fy : Rebar Yield 40 ksi Ec : Concrete Elastic Modulus 3122 ksi Concrete Density 145 pcf :Phi Values Flexure : 0.9 Shear : 0.75 Soil Information Footing Width = Allowable Soil Bearing 1.5 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf Top Bars 3.0 - 5 0.930 .Coefficient of Soil/Concrete Friction 0.3 = 3 in Title : McFarlane Residence @ The Hideaway Lot 334ob # C925 Dsgnr: Project Desc.: Project Notes Rinted: 24 AL IG 2613. 11:39AIA File: llesi-fine-llenglFiles1C9251Excel Files1c925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11. Ver:6.11.7.11 Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7-05 Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? . No' Min Steel % Bending Reinf (based on 'd') 0.0014 Min Allow % Temp Reinf (based on thick) 0.0018 Min. Overturning Safety Factor Min. Sliding Safety Factor 1 :1 Soil Bearing Increase Footing base depth below soil surface It Increases based on footing Depth .... Allowable pressure increase per foot ksf when base of footing is below ft Increases based on footing Width .. . As Allowable pressure increase per foot when maximum length or width is greater than - ksf ft Maximum. Allowed Bearing Pressure 10 ksf (A value of Zero immilie5 no 6ntit) - Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and in12 ' depth & width increases as specified by user.) 11.0 ft ' Dimensions & Reinforcing Distance Left of Column #1 1 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 4.0 ft Sq. Dim. = 12 12 in Bars left of Col #1 Count Size # Actual Req'd Distance Right of Column#2 = 6.0 ft Height = in Bottom Bars 3.0 5 0.9300.25'92 in12 ' Total Footing Length = 11.0 ft ' Top Bars 3.0 5 0:930• 0.2592 inA2 Bars Btwn Cols Footing Width = 1 It -Bottom Bars 3.0 5 0.930 0.3509 inA2 Footing Thickness = 12 in Top Bars 3.0 - 5 0.930 0.2592 inA2 Rebar Center to Concrete Edge @ Top = 3 in Bars Right of Col #2 Bottom Bars 3.0 5 0.930 0.3482 in"2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 3.0 5 0.930 0.2592 in^2 Applied Loads Applied @ Left Column D Lr • L . S W E' H Axial Load Downward = 2.70 0.5 -5.30 k Moment (+CW). = k -ft Shear (+X) _ k Applied @ Right Column Axial Load Downward = 1.0 5.30 k Moment (-CW) = k -ft Shear (+X) _ k Overburden = 0.05 CITY OF LA QUINTA BUILDING & SAFETY DEP _ -O -'+OR GONSTRUCTIO.N .1• 11•.0- ! DATE --- BY ' i w . McFarlane Residence @ The Hideaway Title : McFarlane Residence @ The Hideaway Lot 334ob # C925 Lot 334 Dsgnr: Project Desc.: Project Notes Title Block Line 6 Prrr.a 2@AUG 20,31 :39ANl Combined Footing File: Ilesi-fine-llenglFilesIC9251ExcelFiles1c925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver:6.11.7.11 Description : C925 SW#19: Grade beam analysis under shear wall DESIGN SUMMARY ' - m Ratio Item Distance Applied. Capacity Governing Load Combination 0.6D+0.7E PASS 0.8930 Soil Bearing +1.20D+0.50Lr+1.60L+1.60H 1.340 ksf 1.50 ksf +D+Lr+H -0.003 PASS. 1.324 Overturning -0.002 37.10 k -ft 49.139 k -ft 0.6D+0.7E 0.147 PASS No Sliding Sliding 0.183 0.0 k 1.724 k No Sliding +1.20D+0.50Lr+1.60L+1.60H PASS 1.945 Uplift +1.20D+0.50Lr+1.60L+1.60H 3.710 k 7.217 k 0.6D+0.7E 0.039 PASS. 0.2599 1 -way Shear - Col #1 0.051 26.147 psi 100.62 psi +0.90D+E+0.90H 0.403 PASS 0.4745 1 -way Shear - Col #2 0.440 47.750 psi 100.62 psi +0.90D+E+0.90H +1.20D+0.50Lr+1.60L+1.60H PASS 0.01919 2 -way Punching - Col #1 +1.20D+0.50Lr+1.60L+1.60H 3.862 psi 201.25 psi +0.90D+E+0.90H 0.147 PASS 0.02320 2 -way Punching - Col #2 0.157 4.668 psi 201.25 psi +0.90D+E+0.90H 0.660 PASS 0.000127 Flexure - Left of Col #1 - Top -0.003039 k -ft 23.979 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.004090 Flexure - Left of Col #1 - Bottom 0.09807 k -ft 23.979 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1120 Flexure - Between Cols - Top -2.686 k -ft 23.979 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.3883 Flexure - Between Cols - Bottom 9.312 k -ft 23.979 k -ft +0.90D+E+0.90H PA'S 0.08655 Flexure - Right of Col #2 -.Top -2.075 k -ft 23.979 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.3854 Flexure - Right of Col #2 - Bottom 9.243 k -ft 23.979 k -ft +0.90D+E+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+Lr+H 6.35 k -2.348 in 1.34 ksf 0.00 ksf 1.50 ksf 0.893 +D+0.750Lr+0.750L+H 6.22 k -2.305 in 1.30 ksf 0.00 ksf 1.50 ksf 0.864 +D+0.70E+H 5.85 k 0.375 in 0.42 ksf 0.64 ksf 2.00 ksf 0.321 +D+0.750Lr+0.750L+0.450W+H 6.22 k -2.305 in 1.30 ksf 0.00 ksf 1.50 ksf 0.864 +D+0.750L+0.750S+0.5250E+H 5.85 k -0.260 in 0.61 ksf 0.46 ksf 2.00 ksf 0.304 +0.60D+0.70E+0.60H 3.51 k 2.067 in 0.00 ksf 0.68 ksf 1.50 ksf 0.453 Overturning Stability Load Combination... D D+Lr 0.6D+0.7E Sliding Stability Load Combination... Moments about Left Edge k -ft Overturning Resisting Ratio 0.00 0.00 999.000 0.00 0.00 999.000 3.71 30.25 8.153 Sliding Force D 0.00 k D+Lr 0.00 k 0.6D+0.7E 0.00 k Footing Flexure - Maximum Values for Load Combination Tension Side 0 Too Top Top Bottom - Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Moments about Right Edge k -ft Overturning Resisting 0.00 0.00 0.00 0.00 37.10 49.14 Resisting Force Sliding SafetyRatio 1.72 k 999 1.87 k 999 1.03 k 999 Governed As Req'd by Actual As Phi*Mn 0.000 0 0.000 0.000 .2C ITkin. CejFn r LA G)WA NTA .259 _ Miry Ppr�e t 0.930 23 .2�gUIL�in�' " I SAFEo(996DEP123 .259 Mi�ernt'll t 23 .259 Min. Percent 0930D 23 .259 FCMinl P�er-ceNSTRIJUNON 23 .259 Min. Percent 0.930 23 259 Min. Percent 0.930 23 259TE Min. Percent BY_0.930 23 25"9 -Min -Percent- 0:93023 0.259 Min. Percent Distance Load Combination... Mu from left 0.6D+0.7E 0.000 0.000 +1.20D+0.50Lr+1.60L+1.60H -0.002 0.037 +1.20D+0.50Lr+1.60L+1.60H -0.003 0.073 +1.20D+0.50Lr+1.60L+1.60H -0.002 0.110 +1.20D+0.50Lr+1.60L+1.60H 0.001 0.147 +1.20D+0.50Lr+1.60L+1.60H 0.005 0.183 +1.20D+0.50Lr+1.60L+1.60H 0.011 0.220 +1.20D+0.50Lr+1.60L+1.60H 0.018 0:257 +1.20D+0.50Lr+1.60L+1.60H 0.028. 0.293 +1.20D+0.50Lr+1.60L+1.60H 0.039 0.330 +1.20D+0.50Lr+1.60L+1.60H 0.051 0.367 +1.20D+0.50Lr+1.60L+1.60H 0.065 0.403 +1.20D+0.50Lr+1.60L+1.60H 0.081 0.440 +1.20D+0.50Lr+1.60L+1.60H 0.098 0.477 +1.20D+0.50Lr+1.60L+1.60H 0.117 0.513 +1.20D+0.50Lr+1.60L+1.60H 0.133 0.550 +1.20D+0.50Lr+1:60L+1.60H 0.147 0.587 +1.20D+0.50Lr+1.60L+1.60H 0.157 0.623 +1.20D+0.50Lr+1.60L+1.60H -0.164 0.660 Tension Side 0 Too Top Top Bottom - Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Moments about Right Edge k -ft Overturning Resisting 0.00 0.00 0.00 0.00 37.10 49.14 Resisting Force Sliding SafetyRatio 1.72 k 999 1.87 k 999 1.03 k 999 Governed As Req'd by Actual As Phi*Mn 0.000 0 0.000 0.000 .2C ITkin. CejFn r LA G)WA NTA .259 _ Miry Ppr�e t 0.930 23 .2�gUIL�in�' " I SAFEo(996DEP123 .259 Mi�ernt'll t 23 .259 Min. Percent 0930D 23 .259 FCMinl P�er-ceNSTRIJUNON 23 .259 Min. Percent 0.930 23 259 Min. Percent 0.930 23 259TE Min. Percent BY_0.930 23 25"9 -Min -Percent- 0:93023 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 0.930 23.979 Ratio 999.000 999.000 1.324 Mu I PhiMn 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.005 0.006 0.006 0.007 0.007 McFarlane Residence @ The Hideaway Title: McFarlane Residence @ The Hideaway Lot 33dob # C925 v Ldt 334 Dsgnr: Project Desc.: q Project Notes Title Block Line 6 Nimed:29AVG 2013.11:DAIA Combined'Footing File: llesi-fine-llenglFilesIC9251ExcelFiles\c925.ec6 g ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 . Description : C925 SW419: Grade beam analysis under shear wall Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +0.90D+E+0.90H 0.298 10.083 Bottom 0.259 Min. Percent 0.930 23.979 0.012 +0.90D+E+0.90H 0.274 10.120 Bottom 0.259 Min. Percent 0.930 23.979 0.011 +0.90D+E+0.90H 0.251 10.157 Bottom 0.259 Min. Percent 0.930 23.979 0.010 +0.90D+E+0.90H 0.229 10.193 Bottom 0.259 Min. Percent 0.930 23.979 0.010 +0.90D+E+0.90H 0.208 10.230 Bottom 0.259 Min. Percent 0.930 23.979 0.009 +0.90D+E+0.90H 0.188 10.267 Bottom 0.259 Min. Percent 0.930 23.979 0.008 +0.90D+E+0.90H 0.170 10.303 Bottom 0.259 Min. Percent 0.930 23.979 0.007 +0.90D+E+0.90H 0.152 10.340 Bottom 0.259 Min. Percent 0.930 23.979 0.006 +0.90D+E+0.90H 0.135 10.377 Bottom 0.259 Min. Percent 0.930 23.979 0.006 +0.90D+E+0.90H 0.118 10.413 Bottom 0.259 Min. Percent 0.930 23.979 0.005 +0.90D+E+0.90H 0.103 10.450 Bottom 0.259 Min. Percent 0.930 23.979 0.004 +0.90D+E+0.90H 0.089 10.487 Bottom 0.259 Min. Percent 0.930 23.979 0.004 +0.90D+E+0.90H 0.076 10.523 Bottom 0.259 Min. Percent 0.930 23.979 0.003 +0.90D+E+0.90H 0.064 10.560 Bottom 0.259 Min. Percent 0.930 23.979 0.003 +0.90D+E-490H 0.053 10.597 Bottom 0.259 Min. Percent • 0.930 23.979 0.002 +0.901)+E+0.90H 0.043 10.633 Bottom 0.259 Min. Percent 0.930 23.979 0.002 +0.90D+E+0.90H 0.034 10.670 Bottom 0.259 Min. Percent 0.930 • 23.979 0.001 +0.90D+E+0.90H 0.026 10.707 Bottom 0.259 Min. Percent 0.930 23.979 0.001 +0.90D+E+0.90H 0.019 10.743 Bottom 0.259 Min. Percent 0.930 23.979 0.001. +0.90D+E+0.90H 0.014 10.780 Bottom 0.259 Min. Percent 0.930 23.979 0.001 +1.20D+0.50Lr+1.60L+1.60H -0.010 10.817 Too 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+0.50Lr+1.60L+1.60H -0.007 10.853 Too 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+0.50Lr+1.60L+1.60H -0.005 10.890 Too 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+0.50Lr+1.60L+1.60H -0.003 10.927 Too 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+0.50Lr+1.60L+1.60H -0.001 10.963 Too 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+0.50Lr+1.60L+1.60H 0.000 11.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col.#2 +1.20D+0.50Lr+1.60L+1.60H 100.62 psi 8.10 psi 39.34 psi 201.25 psi 1.66psi 3.12 psi +1.20D+1.60Lr+0.50L+1.60H 100.62 psi 9.83 psi 44.91 psi 201.25 psi 2.00psi 3.73 psi +1.20D+1.60Lr+0.50W+1.60H 100.62 psi 9.83 psi 44.91 psi 201.25 psi 2.00psi 3.73 psi +1.20D+0.50Lr+0.50L+W+1.60H 100.62 psi 8.10 psi 39.34 psi 201.25 psi 1.66psi 3.12 psi +1.20D+0.50L+0.20S+E+1.60H 100.62 psi 24.28 psi 39.30 psi 201.25 psi 3.48psi 3.96 psi +0.90D+E+0.90H 100.62 psi 26.15 psi 47.75 psi 201.25 psi 3.86psi 4.67 psi CiiY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY McFarlane Residence @ The Hideaway Title: McFarlane Residence @ The Hideaway Lot 334ob # CO25 L'dt 334 Dsgnr. Project Desc.: Project Notes ,Title Block Line 6 Distance Left of Column #1 = P:1:: d: 2DALK32013; 11:41ArA. Combined Footing 7.50 ft Sq. Dim. = 12 12 in File: llesi-fine-llenglFilesIC9251ExcelFiles\c925.ec6 4.0 ft Height = in Total Footing Length = ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 1 ft Footing ThicknesE = 12 in 0.930 Description : C925ry SW#20: Grade beam analysis under shear wall 3.0 5 General Information 0.3713 in"2 Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties 0.2592 in"2 Analysis/Design Settings 5 fc : Concrete 28 day strength 4.50 ksi Calculate footing weight as dead load ? Yes fy : Rebar Yield. 40 ksi Calculate Pedestal weight as dead load ? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'd') 0.0014 Concrete Density 145 pcf• Min Allow % Temp Reinf (based on thick) 0.0018 :Phi Values Flexure : 0.9 Min. Overturning Safety Factor 1 :1 Shear : 0.75 Min. Sliding Safety Factor 1 :1 Soil Information Allowable Soil Bearing 1.5 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth .... :...:.......: Allowable pressure increase per foot ksf Coefficient of Soil/Concrete Friction 0.3 when base of footing is below Increases based on footing Width ... It Allowable•pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf A value of zero implies no lino;) Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column #1 = 1.0 ft Pedestal dimensions... : Col #1 Col #2 Between Columns = 7.50 ft Sq. Dim. = 12 12 in Distance Right of Column #2 = . 4.0 ft Height = in Total Footing Length = 12.50 ft Footing Width = 1 ft Footing ThicknesE = 12 in Rebar Center to Concrete Edge @ Top = 3 in Rebar Center to Concrete Edge @ Bottom = 3 in Applied Loads Applied @ Left Column D Lr L Axial Load Downward = 4.20 0.50 Moment (+CW) _ Shear (+X) _ Applied @ Right Column. Axial Load Downward = 3.0 Moment (+CW) _ Shear (-+-X) _ Overburden = 0.050 Bars left of Col #1 Bottom Bars Top Bars Bars.Btwn Cols Bottom Bars Top Bars Bars Right of Col #2 Bottom Bars Top Bars S W E H -5.480 k k -ft k 5.480 k k -ft k. . C A 4!=g;;;; BU ILDING & SAFETY D l .FOR CONSTRUCTION DATE BY_ As As. Count Size # Actual Req'd 3.0 5 0.930 0.2592 in12 3.0 5 0.930 0.2592 in12 3.0 5 0.930 0.3713 in"2 3.0 5 0.930 0.2592 in"2 3.0 5 0.930 0.3312 in^2 3.0 5 '0.930 0.2592 in"2 S W E H -5.480 k k -ft k 5.480 k k -ft k. . C A 4!=g;;;; BU ILDING & SAFETY D l .FOR CONSTRUCTION DATE BY_ McFarlane Residence @ The Hideaway Lot 334 Title Block Line 6 Combined Footing Description : C925 SW#20: Grade beam analysis under shear wall DESIGN SUMMARY PASS PASS PASS PASS PASS PASS PASS PASS Ratio 0.9980 1.375 No Sliding 2.508 0.2160 0.7947 0.01942 0.03138 PASS .0000760 PASS 0.005989 PASS 0.2608 PASS 0.4106 PASS 0.005373 PASS 0.3670 Soil Bearing Item Soil Bearing Overturning Sliding Uplift 1 -way Shear - Col #1 1 -way Shear - Col #2 2 -way Punching - Col #1 2 -way Punching - Col #2 Flexure - Left of Col #1 - Top Flexure - Left of Col #1 Bottom Flexure - Between Cols - Top Flexure - Between Cols - Bottom Flexure - Right of Col #2 - Top Flexure - Right of Col #2 - Bottom Load Combination... +D+Lr+H +D+0.750Lr+0.750L+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+0.60H Overturning Stability Applied 1.497 ksf 44.114 k -ft 0.0 k 3.836 k 21..736 psi 79.961 psi 3.908 psi 6.315 psi -0.001828 k -ft 0.1436 k -ft -6.253 k -ft 9.845 k -ft -0.1288 k -ft 8.80 k -ft Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 E Dsgnr: Project Desc.: Project Notes Printed 24 Al G 2013, 11:41 WA File: k1esi-1`ine-1kenglFiles1C9251Excel Fileslc925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 Capacity Eccentricity Total Bearing from Ftg CL 10.14 k -1.768 in 10.01 k -1.725 in 9.64 k 1.398 in 10.01 k -1.725 in 9.64 k 0.651 in 5.78 k 3.388 in Title: McFarlane Residence @ The Hideaway Lot 334ob # C925 E Dsgnr: Project Desc.: Project Notes Printed 24 Al G 2013, 11:41 WA File: k1esi-1`ine-1kenglFiles1C9251Excel Fileslc925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 Capacity Governing Load Combination 1.50 ksf +D+Lr+H Mu 60.665 k -ft 0.6D+0.7E 0.000 2.861 k No Sliding -0.002 9.619 k 0.6D+0.7E -0.001 100.62 psi +1.20D+1.60Lr+0.50L+1.60H 0.002 100.62 psi +0.90D+E+0.90H 0.008 201.25 psi +1.20D+1.60Lr+0.50L+1.60H 0.016 201.25 psi +1.20D+1.60Lr+0.50L+1.60H 0.027 23.979 k -ft +1.20D+0.50Lr+1.60L+1.60H 0.040 23.979 k -ft +1.20D+0.50Lr+1.60L+1.60H 0.056 23.979 k -ft +1.20D+1.60Lr+0.50L+1.60H 0.074 23.979 k -ft +0.90D+E+0.90H 0.095 23.979 k -ft +1.20D+1.60Lr-450L+1.60H 0.118 23.979 k -ft +0.90D+E+0.90H 0.144 Actual Soil Bearing Stress Actual I Allow @ Left Edge @ Right Edge Allowable Ratio 1.50 ksf 0.12 ksf 1.50 ksf 0.998 1.46 ksf 0.14 ksf 1.50 ksf 0.975 0.26 ksf 1.29 ksf 2.00 ksf 0.645 1.46 ksf 0.14 ksf 1.50 ksf 0.975 0.53 ksf . 1.01 ksf 2.00 ksf 0.507 0.00 ksf 1.34 ksf 1.50 ksf 0.896 Moments about Left Edge k -ft Load Combination... Overturning Resisting Ratio D 0.00 0.00 999.000 D+Lr 0.00 0.00 999.000 0.6D+0.7E 3.84 59.57 15.528 Sliding Stability Load Combination... Sliding Force D 0.00 k D+Lr 0.00 k 0.6D+0.7E 0.00 k Footing Flexure - Maximum Values for Load Combination Distance Load Combination... Mu from left 0.6D+0.7E 0.000 0.000 +1.20D+0.50Lr+1.60L+1.60H -0.002 0.042 +1.20D+0.50Lr+1.60L+1.60H -0.001 0.083 +1.20D+0.50Lr+1.60L+1.60H 0.002 0.125 +1.20D+0.50Lr+1.60L+1.60H 0.008 0.167 +1.20D+0.50Lr+1.60L+1.60H 0.016 0.208 +1.20D+0.50Lr+1.60L+1.60H 0.027 0.250 +1.20D+0.50Lr+1.60L+1.60H 0.040 0.292 +1.20D+0.50Lr+1.60L+1.60H 0.056 0.333 +1.20D+0.50Lr+1.60L+1.60H 0.074 0.375 +1.20D+0.50Lr+1.60L+1.60H 0.095 0.417 +1.20D+0.50Lr+1.60L+1.60H 0.118 0.458 +1.20D+0.50Lr+1.60L+1.60H 0.144 0.500 +1.20D+0.50Lr+1.60L+1.60H 0.167 0.542 +1.20D+0.50Lr+1.60L+1.60H 0.184 0.583 +1.20D+0.50Lr+1.60L+1.60H 0.194 0.625 +1.20D+0.50Lr+1.60L+1.60H 0.198- 0.667 +1.20D+0.50Lr+1.60L+1.60H 0.195 0.708 +1..20D+0.50Lr+1.60L+1.60H 0.185 0.750 Tension Side 0 Top Too Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Moments about Right Edge k -ft Overturning Resisting 0.00 0.00 0.00 0.00 44.11 60.66 Resisting Force Sliding SafetyRatio 2.86 k 999 3.01 k 999 1.72 k 999 Governed As Req'd by Actual As Phi*Mn 0.000 0 0.000 0.000 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 930 2-3.979 0L012S9TE 2 9-MI�'Peyce'nt �0.93Q�'�"a21.979 Mi 1�. Percent,A Q 0=930 23.979 Mi�. Poerceni� Crvl'iR3;r�erit�AFETor9 o EPT•23197s Min: Percent ` / 01990 231979 f 'y ori` C) �Mln. Percent 0:930 23 79 QM�n!Pe?cep#�TRU�p.930)N 2379 Min. ercent 0.930 23.979 Min. Percent 0.930 23.979 Min. Percent gY 0.930_23-.979 -Min-Percent- .0 93g,_.�28.479 in-Perceffir . 0.930 23.979 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent 0.930 23.979 0.259 Min. Percent - 0.930 23.979 Ratio 999.000 999.000 1.375 Mu I PhiMn 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.002 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.008 0.008 0.008 0.'008 McFarlane Residence @ The Hideaway . Title: 'McFarlane Residence @ The Hideaway Lot 334ob # C925 Lat 33,4 Dsgnr: qne ,p AF 6� Project Desc.: Project Notes : - Title Block Line 6 . Printed: 2J AUG 2013; 1:414A i Combined Footing File: llesi-fine-llenglFiles1C9251ExcelFileslc925.ec6 ENERCALC, INC. 1983-2011, Build:6.11.7.11, Ver.6.11.7.11 Description : C925 SW#20: Grade beam analysis under shear wall Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu I PhiMn +0.90D+E+0.90H 0.844 11.458 Bottom 0.259 Min. Percent 0.930 23.979 '0.035 +0.90D+E+0.90H 0.778 11.500 Bottom 0.259 Min. Percent 0.930 23.979 0.032 +0.90D+E+0.90H 0.714 11.542 Bottom 0.259 .' Min. Percent 0.930 23.979 0.030 +0.90D+E+0.90H . 0.653 11.583 Bottom 0.259 Min. Percent 0.930 23.979 > 0.027 +0.90D+E+0.90H 0.595 11.625 Bottom 0.259 Min. Percent 0.930 23.979 0.025 +0.90D+E+0.90H 0.539 11.667 Bottom 0.259 Min. Percent 0.930 23.979 0.022 +0.90D+E+0.90H 0.486 11.708 Bottom 0.259 Min. Percent 0.930 23.979 0.020 +0.90D+E+0.90H 0.436 11.750 Bottom 0.259 Min. Percent 0.930 23.979 0.018 +0.90D+E+0.90H 0.388 11.792 Bottom 0.259 Min. Percent 0.930 23.979 0.016 +0.90D+E+0.90H 0.343 " 11.833 Bottom 0.259 Min. Percent 0.930 23.979 0.014 +0.90D+E+0.90H 0.301 11.875 Bottom 0.259 Min. Percent 0.930 23.979 0.013 +0.90D+E+0.90H . 0.261 11.917 Bottom 0.259 Min. Percent 0.930 23.979 0.011 +0.90D+E+0.90H 0.224 11.958 Bottom 0.259 Min. Percent 0.930 23.979 0.009 +0.90D+E+0.90H 0.190 12.000 Bottom 0.259 Min. Percent 0.930 23.979 0.008 +0.90D+E+0.90H 0.159 12.042 Bottom 0.259 Mid. Percent 0.930 23.979 0.007 +0.90D+E+0.90H 0.130 12.083 =. Bottom 0.259 Min. Percent 0.930 23.979 0.005 +0.90D+E+0.90H 0.104 12.125 'Bottom 0.259 Min. Percent 0.930 23.979 0.004 +0.90D+E+0.90H 0.081 12.167 Bottom 0.259 Min. Percent 0.930 23.979' 0.003 +0.90D+E+0.90H'. 0.061 12.208 Bottom 0.259 .. .Min. Percent 0.930 23.979 0.003 +0.90D+E+0.90H 0.044 12.250 ' Bottom 0.259 Min. Percent 0.930 23.979 0.002 +0.90D+E+0.90H 0.029 12.292 Bottom 0.259 Min. Percent 0.930 23.979 0.001 +0.90D+E+0.90H . 0.018 12.333 Bottom 0.259 Min. Percent 0.930 23.979 0.001 +0.90D+E+0.90H 0.009 12.375 Bottom 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+1.60Lr+0.50L+1.60H -0.004 12.417 Too 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+1.60Lr+0.50L+1..60H -0.002 12.458 Too 0.259 Min. Percent 0.930 23.979 0.000 +1.20D+1.60Lr+0.50L+1.60H 0.000 12.500 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 +1.20D+0.50Lr+1.60L+1.60H 100.62 psi 19.45 psi 33.11 psi 201.25 psi 3.50psi 5.60 psi +1.20D+1.60Lr+0.50L+1.60H 100.62 psi 21.74 psi 36.44 psi 201.25 Psi 3.91 psi. 6.31 psi +1.20D+1.60Lr+0.50W+1.60H 100.62 psi 21.74 psi 36.44 psi 201.25 psi 3.91 psi 6.31 psi +1.20D+0.50Lr+0.50L+W+1.60H 100.62 psi 19.45 psi 33.11 psi 201.25 psi 3.50psi 5.60 psi +1.20D+0.50L+0.20S+E+1.60H 100.62 psi 5.36 psi 74.54 psi 201.25 psi 0.87psi 3.29 psi +0.90D+E+0.90H 100.62 psi 13.44 psi 79.96 psi 201.25 psi 2.13psi 4.59 psi CITY OF LA QUINTA BUILDING &.SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY . . ' �t 0, /TZ� *« Floor -100% (PLF) FLOOR LOAD TABLE 11 u,m iuwi wau vame comms. How to Use This Table 1. Calculate actual total and live load in pounds per linear foot (plf). 2. Select appropriate Joist Clear Span. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total and live loads. PSF to PLF Conversions O. Load in Pounds Pers uare Foot (PSF) C. Spa;; 20 25 30` 35 40 -45 50 Load in Pounds Per Linear Foot (PLF) Joist Clear Span 60 12" 20 25 30 35 40 45 5055 60 16" 27 34 40 47 54 60 67 74 80 19.2' 12' 40 14' 88 96 16' 1 18' 50 1 20' 110 22' Y4' . Depth TJIm Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480. Total load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load 110 190 140 152 85 127 56 99 38 1 76 9Y2" 210 210 161 169 99 141 65 119 45 90 230 236 175 190 108 158 71 133 49 99 110 190 152 127 92 109 63 95 45 76 210 210 169 141 106 121 74 106 53 92 117/1' 230 236 190 * 158 116 136 80 119 58 102 43 83 360 241 1 * 1 193 162 136 139 95 121 69 108 51 97 39 18 560 294 236 197 * 169 138 148 101 132 1 76 119 58 108 45 1 91 110 190 152 * 127 109 91 95 66 85 210 210 * 169 141 121 * 106 76 94 57 85 14' 230 236 190 158 136 115 119 83 106 62 95 47 81 360 241 193 162 139 * 121 98 108 73 97 56 88 44 81 560 * 294 236 197 169 148 * 132 107 119 83 108 65 99 210 210 169 141 121 106 94 76 85 58 1 77 16' 230 236 190 158 * 136 119 106 83 95 64 87 50 78 360 241 193 162 139 121 108 97 75 88 59 81 560 * 294 236 197 169 148 132 119 108 86 99 11 u,m iuwi wau vame comms. How to Use This Table 1. Calculate actual total and live load in pounds per linear foot (plf). 2. Select appropriate Joist Clear Span. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total and live loads. PSF to PLF Conversions O. Load in Pounds Pers uare Foot (PSF) C. Spa;; 20 25 30` 35 40 -45 50 Load in Pounds Per Linear Foot (PLF) 55 60 12" 20 25 30 35 40 45 5055 60 16" 27 34 40 47 54 60 67 74 80 19.2' 32 40 48 56 64 72 80 88 96 24" 40 50 60 70 80 90 100 110 120 00 NOT walk an joists until braced. IN/URYAUYRESM DO NOT stack building materials on unsheathed joists. Stack only over beams or walls. 00 NOT walk on joists that are tying flat General Notes ■ Table is based on: — Uniform loads. — No composite action provided by sheathing. — More restrictive of simple or continuous span. ■ Total Load limits joist deflection to L/240. ■ Live Load is based on joist deflection of L/480. ■ If a live load deflection limit of L/360 is desired, multiply value in Live Load column by 1.33. The resulting live load shall not exceed the Total Load shown. WARNING NOTES: Lack of proper bracing during construction can result in serious accidents. Observe the following guidelines. 1. All blocking, hangers, rim boards, and rim joists atjbe,end4upportrofthe•17 v joists must be completegrinstafled and"Operly Bailed. 2. Lateral strength, like a braced end wall or ap OsUng-dgck, rq" ge,esteblEhed t the ends of the bay. This can also be accomplished by a temporary ar,permanent deck (sheathing) fastened to the first 4 feet 4f joists at -the end of W bay. 3. Safety bracing of 1x4 (minimum) must be naff0d W braced end Y0.6'r sheathe area (as in note 2) and to each joist. Without this bracing, buckling sideways or rollover is highly probaae under light construction loads—such as a worker or on layer of unnailed sheathing., j HY 4. Sheathing must be completelyattachedi7mh7J(f joist before additional loads can be placed on the system. 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. 6. The flanges must remain straight within a tolerance of W from true alignment. Level Trus Joist* TJI• Joist Specifier's Guide TJ -4000 February 2009 r ,�. C1. i-e•� 4 �i.2 t TORTE' M E M 6 E R RE-PDRT Level, McFarlane: Deck Joist over Garage ® . 1 piece(s) 9 1/2" TIRD 230 @ 16" OC Overall Length: 8' 7" o- -. _.. --- ._ .._..- -- - --- - .._._......-- -- - --- .-..-------- 5'6" ------5.6.. _ 2, 6„ 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions,are horizontal. Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 520 @ 5' 11 1/4" 2410 (3.50") Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) 1 Shear (lbs) 267 @ 5' 9 1/2" 1463 Passed (18%) 1.00 1.0 D + 1.0 L (AII Spans) Moment (Ft -lbs) -299 @ 5' 11 1/4" 3330 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.010 @ 3' 1 3/8" 0.141 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Deft. (in) 0.016 @ 8' 7" 1 0.200 1 Passed (L/999+) - 1.0 D + 1.0 L (Alt Spans) T3 -Pro'" Rating 67 40 Passed uenecuon cricena: LL (L/gau) ana I L (L/JOU). Overhang deflection criteria: LL (21-1480) and TL (0.2"). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 3 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deckhas not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is gl6ed and nailed down. Additional considerations for the TJ -Pro'" Rating include: None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. [5- PASSED s PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors support Model Seat Length Top Nails Face Nails . .Member Nails Accessories 1 -Face Mount Hanger IUS2.37/9.5 2.00" N/A 8-10d x 1.1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments I - Uniform(PSF) 0 to 8' 7" 16" 24.0 40.0 Residential - Living Areas Weyerhaeuser Notes (zi) SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current,Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Ooerato - Soft.:2rc Opcnto; .._.I'll:• HI>,._.._....___..__.___._ LSIiF CIT{ OFLA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY - FV -1'C i 8/3012013 10:22:04 AM :._..___..__._.._...__...---.-.-.__ Forte v4.0, Design Engine: V5.6.1.203 I ;. C925 TJI DE5/GN.4te i Page 1 of 1 Bearing Length Loads to Supports (lbs) iSupports Total Available Required Dead FlVer Total - Accessories 1 - Hanger on 9 1/2" PSL beam 3.50" Hangers 1.75" 80 166/-18 246/-18 See note I 2 - Beam - OF 3.50" 3.50" 1 3.50" 195 325 520 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. [5- PASSED s PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors support Model Seat Length Top Nails Face Nails . .Member Nails Accessories 1 -Face Mount Hanger IUS2.37/9.5 2.00" N/A 8-10d x 1.1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments I - Uniform(PSF) 0 to 8' 7" 16" 24.0 40.0 Residential - Living Areas Weyerhaeuser Notes (zi) SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current,Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Ooerato - Soft.:2rc Opcnto; .._.I'll:• HI>,._.._....___..__.___._ LSIiF CIT{ OFLA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY - FV -1'C i 8/3012013 10:22:04 AM :._..___..__._.._...__...---.-.-.__ Forte v4.0, Design Engine: V5.6.1.203 I ;. C925 TJI DE5/GN.4te i Page 1 of 1 A C4—, /r,4 49 *0 VI ''ABER PEIP0 RI T Level, McFarlane: F.J. over PowderRm 1 piece(s) 11 7/8" TJI@ 230 @ 16" OC Overall Length: 20' 10 1/2" n---- --- ------ ---- 0 k3 v 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1360 @ 5' 5 1/4" 2410 (3.50") Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 720 @ 5' 7" 1821 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) I Moment (Ft -lbs) -1898 @ 5' 5 1/4" 4215 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.111 @ 13' 8 7/8" 0.379 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Den. (in) 0.176 @ 13' 9 1/16" 1 0.505 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ -Pro"' Rating 47 40 Passed None • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 4 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -278 Its uplift'at support 1. Strapping or other restraint may be required. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layei of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ -Pro'" Rating include: None �--------__-------_� ----.- Bearing Length --_- —_Loads to Supports (lbs) Supports Total Available Required Dead Floor Total Accessories Live 1 - Hanger on 11 7/8" PSL beam 3.50" Hanger' 1.75" -47 144/-206 144/-253 See note' 2 - Stud wall - DF 3.50" 3.50" 3.50" 510 850 1360 None 3 - Hanger on 11 7/8" PSL beam ISO" — Hanger] 1.75" 1 205— 344 549 —1 See note r l(e PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD - ^• 1-911 o, nic I um, Dcdnny unnension is equal to me wrgm oh the material that is supporting the hanger . • ' See Connector grid below for additional information and/or requirements. Connector: Sim son Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories _- -:_7 1 - Face Mount Hanger U3510/14 2.00" N/A 14-10d x 1-1/2 6-10d x 1-1/2 Web Stiffeners 3 -Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90 (1.00) Comments 1 - Unlform(PSF) 0 to 20' 10 1/2" t 16" 1 24.0 1 40.0 1 Residential - Livir Areas weyernaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literatur _fq (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Us circumvent the need for a design professional as determined by the authoriy having jurisdiction. The designer of record b assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities arehr forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software __.._...__..__...._.....__..__..... -... ...... .......... ...... _...... ...... ._._._._........... - ._....._ ... 1 INITIATIVE D tans. — remism t intended� tq- EP•T • is respohi 'ble- �,`dtsus'taIna ble D P ra l �E lON gY DATE 813012013 10:19:08 AM Forte V4.0, Design Engine: V5.6.1.203 C925 TX DESIGN.4te Page i o; 1 / 1 9`-/c�,4 ',FORTE, MEMBER REPt3F.T Level, Deck Joist over Dining P,m 1 piece(s) 9 1/2" T3I@ 230 @ 16" OC Overall Length: 17' 10 1/2" + + -- ----—.-------------- — 0 M 0 All locations are measured froln the outside face of left support (or left cantilever end). All dimensions are horizontal. 4' Design Results Actual @ Location Allowed Result LDF I Load: Cootbination'(Pattern) Member Reaction (lbs) 1394 @ 13'5 1/4" 2410 (3.50") Passed (58%) 1.001 1.0 D + 1.0 L (All Spans) j Shear (lbs) 721 @ 13' 3 1/2" 1463 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -1694 @ 13' 5 1/4" 3330 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.106 @ 6'2 1/16" 0.331 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load DeFl. (in) Tj-Pro'" Rating49 0.194 @ 6' 1 15/16" 0.441 40 Passed (L/820) Passed 1.0 D + 1.0 L (Alt Spans) -- Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 1/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -308 lbs uplift at support 3. Strapping or other restraint may be required. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ -Pro'" Rating include: None Supports Total Bearing Length Available Required Loads to Supports (Ib4) Dead FL°Ver. Total Accessories 1 - Stud wall - DF 3.50" 3.50" 1.75" 250 297/-2 1 547/-2 Blocking 2 - Stud wall - DF 3.50" 3.50" 3.50" 640 753 1 1393 Blocking 3 - Hanger on 9 1/2_DF beam_ 3.50" Hanger[ 1.75" -81 120/-199 1 120/-280 See note • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • � See Connector grid below for additional information and/or requirements. 17 o -r—/7 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson *Strop -Tie Connectors Support Model Seat Length Top Nails Face Nails " Member Nails .::: "Accessories" 3 •Face Mount Hanger U3510/14 2.00" N/A 14-10d x 1.1/2 6-30d x 1-1/2 Web Stiffeners Dead FloorLive- .. Loads Location Spacing (0.90) (1.00) Comments I - Unifonn(PSF) 0 to 17' 10 1/2" 16" 34.0 40.0 1 Residential - Living Areas Weyerhaeuser Notes lZ� SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. iii Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is oWnten circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record builder -or, mer i5�[es�q,onsible t I'NTA assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilitie are t irdlpaftyac,@rtihea tp-sustai 6e forestry standards. �� Q C ^ CC DEPT • The product application, input design loads, dimensions and support information have been provided by Forte So are Oeeratdr LING & S � :E ��'� v t FOR CONSTRUCTION BY DATE Fo,-i:c Sc!tv:arc Oacrator ! Jnt; Natcs I 13;317/2013 10:14:09 AtVi __.._._.._... -- ---------- . orie v4.0, Desig!; Engine: V5.6.1.203 Sul 0925 TX DESIGN to ...... ........... .._.._.....: Page 1 of 1 0 1 A tiet`� ah,: O ri Q ®r, o 0 1 A tiet`� ah,: VIII _ Th�ign �ed 1_Dlnpusput _ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF 918BTR; 2x6 OF SS T2 BC: 2x6 OF SS WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 23-06-00 HIP SETBACK 8.00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 8' - TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 81- 0.0' TO 151 - TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 151- 6.0' TO 23'- BC'UNIF LL( O.0)+DL( 85.0)= 85.0 PLF 0'- 0.0' TO 23' - TC CONC LL( 373.3)+OL( 429.3)= 802.7 LBS @ 81- 0.0' TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 15'- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 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 1 row(s) throughout 2x4 webs. 7-11-11 7-06-10 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -4) 24 2-10=(0) 10208 3.10=( 0) 980 2- 3=(-10612) 0 10-11=(0) 13742 10- 4=( 0) 1044 3- 4=(-11306) 0 11-12=(0) 13742 10. 5=(-2902) 0 0.0' V 4- 5=(-10980) 0 12- 8=(0) 10208 11- 5=( 0) 440 6:0' V 5- 6=(-10980) 0 5.12=(-2902) 0 6.0' V 6- 7=(-11306) 0 6.12=( 0) 1044 6.0' V 7- 8=(-10612) 0 12. 7=( 0) 980 8. 9=( -4) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 3385V -641 64H 5.50' 1.81 OF ( 625) 23'- 6.0' 01 3385V -641 64H 5.50' 1.81 OF ( 625) BRG @ 0'- 0.0' 1.81 DF/ 2.79 HFI 2.65 SPF BRG @ 23'- 6.0' 1.81 DF/ 2.79 HFI 2.65 SPF VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL = -0.205' @ 11'- 9.0' Allowed = 0.753' MAX DL CREEP DEFL = -0.579' @ 11'- 9.0' Allowed = 1.129' MAX TL CREEP DEFL = -0.784' @ 11'- 9.0' Allowed = 1.129' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.579' MAX HORIZ. LL DEFL = 0.035' @ 23'- 0.5' MAX HORIZ. TL DEFL = 0.101' @ 23'- 0.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers 7-11-11 which is non -concurrent with other live loads. 4-03-03 3-08-08 3.09.05 3-09-05 3-08-08 4-03-03 t2 I T 802.70# 802.70# 12 3.00 v a 3.00 M -2x4 co 0 rn O v N ,�: O O < M -3x12 <PL:10-00-12 L 6-11-04 L_ I. M -4x16 M -3x10 M -4x16 10 11 12 b ""0. 2a- M -2x4 M -3x10 =MHS -a; .k1:01,SP_ 4 1-00 03 0 D � 23.06 c� M 4-09-12 M -2x4 d. O M -3x12 0 L 6-11-04 1-00 JOB NAME: McFarlane Resid bice C)H ld�arma Lot 334 - Al Scale: 0.2693 A WARNINGS: O Q GENERAL NOTES, unless se noted 1. BuiMer and re ion contradors}roul adt0�d o .e14G neral Notes 1. This design is based only upon upon me parameters shown and is for an individual Truss: end Wamin fore constmc on•commen building component. Applicability of design parameters and proper 2. 2x4 cempre ion web bracing must be installe he e lul n +, incorporation of component is the responsibility of the building designer. 3. Additional to po ary bracing to insure stabile y ren ,c n radion 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM is the res po Hail ly of the erector. Additional perm rent b cing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 8/26/2013 Ire ove .11 s G re is the res nsibili in" net. 3, 2x Impact bridging or lateral bracing required where shown ++ 4. No load ho i o any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5640197 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. TRANS I D : 377393 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,shipment and installation of components. necessary. P Po 7. Design assumes adequate drainage is provided. S. This design is famished subject to the limitations set forth by 8. Plates shall be locacatedd on on Doth faces of truss, and placed so their center IIII III III I III I II VIII I III II IIII IIII TPIIVYfCA in SCSI, copies of which will be famished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF R18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 0.0' 12.8' Connector plateprefix designators: C1CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 00 0 0 0 0 v cx C) u;f0 1 CD < TRUSS SPAN 23'- 0.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: 8C UNIF LL+DL= 10.0 PSF 0'- '0.0' TO 23'- 0.5' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06-03 4-09-07 4-08-12 12 3.00 r--- 3-06-10 3-06-10 4-08-12 M -4x10 M -6x8 This design prepared from computer input by <PL:10-00-12 8-09-12 5-01-04 23-00-08 JOB NAME: McFarlane Residence - Hideaway Lot 334 - A2 Truss: /nAc. DES. BY: AM DATE: 8/26/2013 SEQ.: 5640198 TRANS ID: 377393 9-01-08 Scale: 0.2888 WARNINGS: SPATES FABRICATORS (MC) 1. Builder and erection contractor should be advised of all General Notes CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 and Warnings before construction commences. I. 2=(-3573) 0 1. 8=(0) 3369 2. 8=(-266) 76 2. 2x4 compression web bracing must be installed where shown +, 2. 3=(-3308) 0 8- 9=(0) 3228 8- 3=( 0) 390 3. Additional temporary bracing to insure stability during construction 3- 4=(•3171) 0 9. 6=(0) 3633 8. 4=(-221) 122 is the responsibility of the erector. Additional permanent bracing of W Y 9 4- 5=(-3395) 0 4. 9=( 0) 435 the overall structure is the responsibility of the building designer. 5. 6=(-3822) 0 9- 5=(-407) 29 4. No load should be applied to any component until after all bracing and 6. 7=( -5) 24 {� BEARING iAX VERT MAX HORZ BRG REOUIRED BRIG LENGTH �. Q- LOCATIONS EA TIONS REACTIONS SIZE INCHES (SPECIES) UJ 0'- 0 c 20 �' I 1382V -65/ 71H 5.50' 1.47 OF ( 625) I 1476V -65/ 71H 5.50' 1.57 OF ( 625) U � _ Q BRG @ 0'- 0.0' 1.47 DF/ 2.27 HF/ 2.17 SPF BRG @ 23'- 0.5' 1.57 DF/ 2.43 HF/ 2:32 SPF T AL DEFLECTION LIMITS: LL=L/360, TL=L/240 W DEFL = -0.139' @ 13'- 0.5' Allowed = 0.738' MAX DLC EE DEFL = •0.385' @ 13'-. 0.5' Allowed = 1.106' MAX TL C EE DEFL = •0.524' @ 13'- 0.5' Allowed = 1.106' p6 Z RECOMMEN ED CAMBER (BASED ON DL DEFL)= 0.385' LL 0 TPUWTCA in SCSI, copies of which win be furnished upon requestlines ® z L) Qin <O U_ m M X HORIZ. LL DEFL = 0.034' @ 22'- 7.0' M X HORIZ. TL DEFL = 0.097' @ 22'- 7.0' : 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, LL1 interior zone, load duration factor=1.6, Truss designed for wind loads Q in the plane of the truss only. 9-11-11 Des gn checked for a 300 lb concentrated top chord load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 5-02-15 12 a 3.00 <PL:10-00-12 8-09-12 5-01-04 23-00-08 JOB NAME: McFarlane Residence - Hideaway Lot 334 - A2 Truss: /nAc. DES. BY: AM DATE: 8/26/2013 SEQ.: 5640198 TRANS ID: 377393 9-01-08 Scale: 0.2888 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 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of W Y 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 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 noncorrosive 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 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 TPUWTCA in SCSI, copies of which win be furnished upon requestlines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) 1-00 v o 0 0 Q-WESS/0\ EXR 3/31/15 glupl d, SNIG �Q gTFOF cA1.\F��a "11111M = M LUMBER SPECIFICATIONS TC: 2x4 OF k1&BTR BC: 2x4 OF NI&BTR WEBS: 2x4 OF k1&BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC MON. FOR ALL -FLAT -TOP CHORD AREAS -NOT -SHEATHED ** For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,GN18 Ior no prefix) =CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek MT series TRUSS SPAN 22'- 7.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 22'- 7.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04-03 1-10-10 5-02-07 5-01-12 2-05-05 12 3.00 M -4x10 M -2x4 0 0 0 cx v 0 <1 M-3x7y U1 0.25" m '71 r 5x 0j(S) L I _ 0 n 9 1--- - <PL:10-00-12 9.071 7J t 7 ` 3-05-04 � 90-� 22-07 Z � r r% r- _ Th�ign ed mpui_put AT SPES FABRI 0 S (MC 10-04-03 4-07-01 5-02-07 12 a 3.00 M -6x8 M -2x4 J v 0 8 6 0 -M-3x4 M -3x7 c) 9-06 L JOB NAME: McFarlane CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 334 - A3 400 WARNINGS: t J 2- 3=�-3098` 0 7- 8=�0� 3226 7- 3= 368 96 Truss: 3. 4=�-29581 0 8- 6= 0 3679 7- 4= -251 230 2. Design assumes the top and bottom chards to be laterally braced at 2' o.c. and al 10' o.c. respectively unless braced throughout their length by 4- 5= -3136 0 is the msponsi of the erectohFtldilional pe plPnen6 a ng of �11�f( the overell sI. ur is the responsibility of the b�u�in a ig er. 4- 8= 0 414 4. No load should pis to any cemponem until�8e no and fasteners are mp&e and at no time should any Ion s grea r than 5. 6= -3619 0 8- 5= -450) 108 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' 0/ 1367V -2260/ 2260H 5.50' 1.46 F 625 22'- 7.0' 0/ 1342V -2260/ 2260H 3.00' 1.43 OF 1 625 BRG @ 0'- 0.0' 1.46 DF/ 2.25 HF/ 2.15 SPF BRG @ 22'- 7.0' 1.43 OF/ 2.21 HF/ 2.11 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 lines coincide with joint center lines. MAX LL DEFL = -0.117' @ 12'- 2.5' Allowed = 0.729' II MAX DL CREEP DEFL = -0.332' @ 12'- 2.5' Allowed = 1.094' VIII MAX TL CREEP DEFL = -0.449' @ 12'- 2.5' Allowed = 1.094' III IIIITPI/VJfCA RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.332' MAX HORIZ. LL DEFL = 0.032' @ 22'- 4.0' MAX HORIZ. TL DEFL = 0.092' @ 22'- 4.0' COND. Wind: 85 mph, h=15ft 2: 2260.00 L TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat. Exp.C,_ MWFRS, MiTek USA, Inc./CofnpuTfus Software 7.6.4-SP5(1 L) -E interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 10-04-03 4-07-01 5-02-07 12 a 3.00 M -6x8 M -2x4 J v 0 8 6 0 -M-3x4 M -3x7 c) 9-06 L JOB NAME: McFarlane Resid nye - �NIde v� Lot 334 - A3 Scale: 0.2894 WARNINGS: t J GENERAL NOTES, unless se noted: A a�� 1. Builder and er ctio centreUor shoativi tl.of °31L,Gen rat Nates 1. This design is based only upon the parameters shown and is for an individual upon Truss: antl Warnings fo a construct men sr --r 2. 2x4 compressi n D bredng m�ie' 1 IedwlSerLr'show t. building component. Applicability of design parameters antl proper incorporation of component is the responsibility of the building designer. DES. BY - AM 3. Additional tem ora bracing to irrrf;;➢➢tte stability �'ji jr nglnorr� than ility 2. Design assumes the top and bottom chards to be laterally braced at 2' o.c. and al 10' o.c. respectively unless braced throughout their length by DATE: 9/3/2013 is the msponsi of the erectohFtldilional pe plPnen6 a ng of �11�f( the overell sI. ur is the responsibility of the b�u�in a ig er. continuous sheathing such as plywood sheathing(TC) and/or drywall(eC). 3. 2x Impact bridging or lateral bracing required where shown i SEQ. : 5647118 4. No load should pis to any cemponem until�8e no and fasteners are mp&e and at no time should any Ion s grea r than 4. Installation of truss is the responsibility of the respective centrector. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377982 design loads apoliedto an COe and are for *dry condition' of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus he n ro over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. 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 in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. III II II II I VIII VIII I III I III III IIIITPI/VJfCA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CofnpuTfus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR -1988 (MTek) EXP. 3/31/15 ENG\ �P �gTFOF CALlifQ�� 111 M M � LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. -- For hanger specs. - See approved plans Connector plate prefix designators: C,CN C18,CN18 �or no prefix) Series Inc M,M26HS,M1BHS, 16 = MiTek MT series N O O C`3 TRUSS SPAN 22'- 7.0' LOAD DURATION INCREASE 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF AODL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 22'- 7.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - Th�ign mWed f_Dlnpuiput M SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 i•2=1-3628) 0 1-6=�O� 3426 2.6= -4631 0 2-3=5(•32421)) 0 6.7= 0 2395 6-3= 0 892 3-4= •3294 0 7-5= 0 3515 3-7= 0 956 4.5= -3711 0 7.4= -516 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES 01- 0.0' 0/ 1367V -68/ 641 5.50' 1.46 F 625 22'- 7.0' 0/ 1342V •68/ 64H 3.00' 1.43 OF ' 625 BRG @ 0'- 0.0' 1.46 DF/ 2.25 HF/ 2.15 SPF BRG @ 22'- 7.0' 1.43 DF/ 2.21 HF/ 2.11 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = •0.111' @ 111• 3.5' Allowed = 0.729' MAX DL CREEP DEFL = -0.326' @ 11'- 3.5' Allowed = 1.094' MAX TL CREEP DEFL = •0.437' @ 11'- 3.5' Allowed = 1.094' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.326' MAX HORIZ. LL DEFL = 0.030' @ 22'- 4.0' MAX HORIZ. TL DEFL = 0.087' @ 22'- 4.0' Wind: 85 mph, h=15ft TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat. Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 11-03.08 11,-03-08 5-11.07 5-04-01 5-04-01 5-11-07 12 12 3.00 o M -4x6 a 3.00 4.0" 3 f -a M -2x4 // // \ N \\ M -2x4 O O 1 fFl -T17 < M -3x7 0 C) -s`' S" M -3x4 7-08-1131 Z fo 96 r 1 7=01-06 7-08.13 <PL:10-00-12 1� 40 5;> 22-07 c<m� JOB NAME : McFarlane Resi e' ce -=' °=d�u �l Lot 334 - A4 All Scale: 0.3144 WARNINGS: Z GENERAL NOTES, unless otherwise noted: is for individual Truss: A 1. Builder and d on contractor should bead SAtl �6al�l Ge oral Notes and Waming be ore construction commences^( }� 1. This design is based only upon the parameters shown and an building component. Applicability of design parameters and proper 2. 2x4 compres ion eb bracing must be install4d wit re she n +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM 3.Atltlitional to por ry Dredng to insure stabilit ,const action 2' o.c. and at 10' o.c. respectively unless braced throughout their length by - is lite respon i i' ,01 tDe a edtorAE one permanent bracing of 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2013 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. SEQ. : 56471 19 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, TRANS I D : 3 77982 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. P Do is prose, 7. Design assumesadequateon 8. This design is famished subject to the limitations set forth by face a 8. Plates shall be located on both faces of truss, and placed So their center both TPI/WfCA in BCS(, copies of which will be furnished upon request.lines coincide with Joint center lines. (III I I I I III I (III I II (III I I III 9. Digits indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 7 O u7 M -3x8 5 0 ®I IIII ThMign =red 1 OMPUMPut l��l�ll SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 23-11-08 HIP SETBACK 8.00.00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGOF/Cq=1.00 TC: 2x4 OF k18BTR; LOAD DURATION. INCREASE = 1.25 (Non -Rep) 1- 2=(-10896) 0 1- 9=(0) 10484 2- 9=( 0) 956 2x6 OF SS T2 2. 3=(-11614) 0 9-10=(0) 14260 9. 3=( 0) 1074 BC: 2x6 OF SS LOADING 3- 4=(-11280) 0 10-11=(0) 14260 9- 4=(-3118) 0 WEBS: 2x4 OF N18BTR TC UNIF LL( 40.0)+DL( 46.0)= 86.0•PLF 0'- 0.0' TO 8'- 0.0' V 4. 5=(-11276) 0 11. 7=(0) 10468 10. 4=( 0) 466 TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0' TO 15'- 11.5' V 5- 6=(•11608) 0 4.11=(-3134) 0 TC LATERAL' SUPPORT <= 1210C. UON. 'TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 15'- 11.5' TO 23'- 11.5' V 6. 7=(-10882) 0 5.11=( 0) 1070 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+OL( 85.0)= 85.0 PLF 0'- - 0.0' TO 23'- 11.5' V 7- 8=( • -4) 24 11- 6=( 0) 1022 TC CONC LL( 373.3)+DL( -429.3)= 802.7 LBS @ 8'-- 0.0' - NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 15'- 11.5' BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' OI 3364V -58/ 64H 5.50' 1.79 OF ( 625) REOUIREMENTS OF CBC 2010 NOT BEING MET. 23'- 11.5' OI 3458V -581 64H 5.50' 1.84 OF ( 625) OVERHANGS: 0.0' 12.8' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BRG @ 0'- 0.0' 1.79 DF/ 2.77 HF/ 2.64 SPF Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 23'- 11.5' 1.84 OF/ 2.85 HF/ 2.71 SPF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360; TL=L/240 Join together 2 ply with 3'x.131 DIA GUN nails staggered at: MAX LL DEFL = -0.219' @ 11'- 11.8' Allowed = 0.768' 9' oc in 1 row(s) throughout 2x4 top chords, MAX OL CREEP DEFL = -0.618' @ 11'- 11.8' Allowed = 1.152' 9- oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.836' @ 11'- 11.8' Allowed = '1.152' 9' oc in 2 row(s) throughout 2x6 bottom chords, RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.618- 9- oc in 1 rows) throughout 2x4 webs: ' MAX HORIZ. LL DEFL = 0.037' @ 23'- 6.0' MAX HORIZ. TL DEFL = 0.107' @ 23'- 6.0' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Designchecked for a 300 lb concentrated top chord live 10 ad oar IBC 2009 due to maintenance workers c'x 0 N 7 1 cl)�_ • - a 3.00 M -4x16 M -3x10 M -4x16 a 2x4M-2x4 6 v GO _ - - _ 6 0 9 .®. 10 - 11 - o o < M -3x12 (�fI fA• 10 �= ' 0.25' M -3x10 M -3x12 0 0.�_ = MHS-10x10(S) 1-00 6-11-040T G 5100-08 5-00-08 E <PL:14-05-04 23-11-08 03 � ® D M JOB NAME: McFarlane Resid nce5mieWLot 334 - A6 Scale: 0.3035 WARNINGS: [� GENERAL NOTES, unless otherwise noted: A 1 Builder and a dio contractor s d dviseepf all, Gen ral Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings efo a wrist uclio mmences'i---Ilnnn 2. 2x4 Compressi n w b bredng mull be installetd�r sh building component. Applicability of design parameters and proper i incorporation of Component is the responsibility of the building designer. bottom to be laterally braced ___ DES. BY: AM 3. Additional tem re bred ng to insure stability do g ion _ 'lit _2. Design assumes the lop and chords at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the res nsi f the erector. Atld.1.0nal eiman€€��ffbra of Po y P 0 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 8/26/2013 the overea sl u urePs the responsibility of the buil tli a'r. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 5640201 4. No load should mueda-tvre0 un i after all bracing and fasteners are Complete and at no time should any loads greater 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 : 377393 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. 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 of truss, and placed so their center ' TPIANfCA in SCSI, espies of which will be furnished upon request. lines coincide with joint center lines. III II VIII II I VIII IIII I I I I II III III 111111111 9. Digits indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) h 1-00 LUMBER SPECIFICATIONS TC: 2x4 OF p18BTR EC: 2x4 DF H18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT < 1210C. UON. BC LATERAL SUPPORT <= 12'OC. LON. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC MON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 0.0' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 23'- 11.5' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 23'- 11.5' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-11-11 4-00-02 5-02-15 4-08-12 4-06.13 12 3.00 C: -- M -WO M -7x8 3 4 M -2x4 co0 0 0 ci 9 C) < M -3x8 0.25" M -3x4 9-03 <PL:14-05-04 _Ju '"i - o�90 � cn cn 5-06-12 23-11-08 4-02-01 Th�ign Med f_ompu�put _ SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-4026) 0 1- 8=(0) 3830 2- 8=(-401) 47 2- 3=(-3607) 0 8- 9=(0) 3447 8- 3=( 0) 434 3. 4=(-3459) 0 9- 6=(0) 3825 8. 4=(-171) 196 4- 5=(-3618) 0 4. 9=( 0) 431 5. 6=(-4021) 0 9- 5=(-388) 41 6- 7=( -5) 24 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1437V -65/ 71H 5.50' 1.53 OF ( 625) 23'- 11.5' Of 1531V -651 71H 5.50' 1.63 DF ( 625) ERG @ 0'- 0.0' 1.53 DF/ 2.36 HF/ 2.25 SPF ERG @ 23'- 11.5' 1.63 DF/ 2.52 HFI 2.40 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.164' @ 13'- 11.5' Allowed = 0.768' MAX OL CREEP DEFL = -0.451' @ 13'- 11.5' Allowed = 1.152' MAX TL CREEP DEFL = -0.615' @ 13'- 11.5' Allowed = 1.152' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.451' MAX HORIZ. LL DEFL = 0.038' @ 23'- 6.0' MAX HORIZ. TL DEFL = 0.109' @ 23'- 6.0' Wind: 85mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 366 lb concentrated top chord live load per IBC 2009 due to maintenance workers 9-11-11 which is non -concurrent with other live loads. 5-02-15 12 -m 3.00 M -2x4 9-01-08 JOB NAME: McFarlane Resi ecce �Gige 'y Lot 334 - A7 Scale: 0.2894 A WARNINGS: � GENERAL NOTES, unless upon the para 1. Builder a ger cion contractor P3511, adJJsejl•ofrell eneral Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Wam s fore constraeti eR as. `� building component. Applicability of design parameters and proper 2. 2x4 wrap sst n web brad u ns d where s own +. incorporation of component is the responsibility of the building designer. 3. Addaional a rary bman n u laBBit� d struaion 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM s the res ns ilii of the a 8r. Additio a r nl c of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by Y rjT a n9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 8/26/2013 the overal st ure is the responsibility optan � b ' signer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5640202 4. No load s u be applied to any componen at �afl r I bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners re mpdete an at no lime shou n s realer than 5. Design assumes trusses are to be used in a non -corrosive environment, design loa s b applied to any component. and are for -dry condition* of use. TRANS I D : 377393 S. CompuT a &as ea bilily for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 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 II I II III I I I II I I III I III III TPIANfCA in SCSI, copies of which will he furnished upon request. lines coincide inawith joint center lines. 9. Digits o de size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) CD CD M -3x8 C. 1-00 Q'OFESS/O\ tj EVVXP./3!31!15 '(N ENG'N3 a\P F OF cAlfi 1111 1111ll M "' M LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 12'OC. LION. OVERHANGS: 0.0' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 0 TRUSS SPAN 23'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 23'- 11.5' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-11-12 6-06-05 5-05-07 5-05-07 3.00 o 12 M -4x6 4.0" 3 1`-f M -2x4 o < M -3x8 m C ... w< � 25" ox9OiS . 8-114- 02 n 91-1 � 0 <PL:14-05-04 Z Do po 03 :u > 7-03-03 23-11-08 M -3x5 11-11-12 Tt> sign =red �ompu�put _ SPATES FABRICATORS (MC) CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=(-4051) 0 1. 7=(0) 3853 2- 7=(-590) 0 2- 3=(-3588) 0 7- 8=(0) 2608 7- 3=( 0) 1047 3. 4=(-3583) 0 8. 5=(0) 3846 3. 8=( O) 1041 4. 5=(-4044) 0 8- 4=(-5e4) o 5- 6=( -5) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1437V -701 75H 5.50' 1.53 OF ( 625) 23'- 11.5' O/ 1531V -701 75H 5.50' 1.63 OF ( 625) BRG @ 0'- 0.0' 1.53 DFI 2.36 HF/ 2.25 SPF BRG @ 23'- 11.5' 1.63 DF/ 2.52 HF/ 2.40 SPF VERTICAL DEFLECTION LIMITS: LL=LI360, TL=L/240 MAX LL DEFL = -0.136' @ 11'- 11.8' Allowed = 0.768' MAX DL CREEP DEFL = -0.401' @ 11'- 11.8' Allowed = 1.152' MAX TL CREEP DEFL = -0.537' @ 11'- 11.8' Allowed = 1.152' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.401' MAX HORIZ. LL DEFL = 0.034' @ 23'- 6.0' MAX HORIZ. TL DEFL = 0.101' @ 23'- 6.0' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 6-06-05 12 a 3.00 M -2x4 1 v 0 M -3x8 0 L 8-04-02 1-00 JOB NAME: McFarlane R fide K -Rd away Lot 334 - A8 Scale: 0.2769 8 W NI GS: �_ 1. So erect' tra ordd ed of all General Notes be GENERAL NOTES, unless othe w se noted 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Truss: gs m nc incorporation of component is the responsibility of the building designer. - 2.ession bracing s br'f�fn3 II d where shown +, 3.temporary bracing to�rre'steli during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM the bracing 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 8/26/2013 onsibility of eract0l�dtl liplal rtnanent of structure is the respons bit' th building designer. I(i6df continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown4.ould be applied to any component mill after all bracing and 4, installation of truss is the responsibility of the respective contractor. SEQ. : 5640203 timrrshould any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377393 design loads be applied to any component. and are for "dry Condition" of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over antl assumes no responsibility for the necessary. febdcotien, handling, shipment and installation of components. 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 TPI/WTCA in SCSI, Copies of which will be furnished upon request. lines Coincide with joint Center lines. IIIIII II III I III I II I II II II IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) r11111l M " = LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 0.0' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 01 0 co 0 0 0 < I IM -3x8 w = M M = � M TRUSS SPAN 23'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 23'- 11.5' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-11-12 6-06-05 5-05-07 5-05-07 3.00 � 12 M -4X6 4.0" M -2x4 7 d>&P-5; Ms 5X1 (S� C) � n C� M -3x5 11-11-12 M -2x4 Th�ign �ed IOmpu�put SPATES FABRICATORS (MC CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-4051) 0 1- 7=(0) 4306 2- 7=(-590) 0 2- 3=(-3588) 0 7- 8=(0) 3174 7- 3=( 0) 1047 3- 4=(-3583) 0 8- 5=(0) 4303 3- 8=( 0) 1041 4- 5=(-4044) 0 8- 4=(-584) 0 5- 6=( -5) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1437V -2880/ 2880H 5.50' 1.53 OF ( 625) 23'- 11.5' 0/ 1531V -28801 2880H 5.50' 1.63 OF ( 625) Scale: 0.2769 BRG @ 0'- 0.0' 1.53 DF/ 2.36 HF/ 2.25 SPF GENERAL NOTES, unless otherwise rated 1. This design is base,' only upon the parameters shown and Is for an individual BAG @ 23'- 11.5' 1.63 DF/ 2.52 HF/ 2.40 SPF building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 2. 2x4 compres ion eb bracing must be installegd n +. 2. Design assumes the lop and bottom chords to be laterally braced at MAX LL DEFL = -0.136' @ 11'- 11.8' Allowed = 0.768' 7 o.t. and 8110' o.C. respectively unless braced throughout their length by MAX DL CREEP DEFL = -0.401' @ 11'- 11.8' Allowed = 1.152' continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). MAX TL CREEP DEFL = -0.537' @ 11'- 11.8' Allowed = 1.152' 3. 2x Impact bridging or lateral bracing required where shown ++ RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.401' 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. MAX HORIZ. LL DEFL = 0.042' @ 0'- 5.5' fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non-comosive environment, MAX HORIZ. TL DEFL = -0.109' @ 0'- 5.5' design loads be applied to any component. for and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if COND. 2: 2880.00 LBS DAG LOAD. necessary. Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 7, Design assumes adequate drainage is provided. Enclosed, Cat.2, Exp.C, MWFRS, 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and place,' so their center interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord lines coincide with joint center lines. live load per IBC 2009 due to maintenance workers II II I I which is non -concurrent with other live loads. II 6-06-05 II I I II 12 a 3.00 v `o M -3x8 0 1-00 ,o?,OFESS/p\ .� 9 EXP./3/31/15 Q- ST GSC ENG \TFOF CA1.1FG�/ 8-04-02 z - ¢o 7.03-03 8-04-02 <PL:14-05-04 103 0 D 23-11-08 JOB NAME: McFarlane I n< Resid rice �+da Lot 334 - A9 Scale: 0.2769 WARNINGS: � mr-11 1. Builder and red on contracto�ttlroultl be adol� otell eral Notes GENERAL NOTES, unless otherwise rated 1. This design is base,' only upon the parameters shown and Is for an individual Truss: A antl Warning be ore construction commences. J+Into building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. 2x4 compres ion eb bracing must be installegd n +. 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY: AM 3. Additional to po ry bredng to insure stability during cons pion 7 o.t. and 8110' o.C. respectively unless braced throughout their length by s the respon ibili of the a actor. Add' o eerreaenr ng Of continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 8/26/2013 the overall st pans iility 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. SEQ. : 5640204 fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non-comosive environment, TRANS I D : 377393 design loads be applied to any component. for 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 the necessary. fabrication, handling, shipment and installation of components. 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 place,' so their center TPI/VVrCA in BCSI, copies of which will be fumished upon request, lines coincide with joint center lines. III II II I I III II I I I II I I II IIII 8. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E f0. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) v `o M -3x8 0 1-00 ,o?,OFESS/p\ .� 9 EXP./3/31/15 Q- ST GSC ENG \TFOF CA1.1FG�/ �� 111 w w w LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR SC: 2x4 OF R1&BTR WEBS: 2x4 OF 01&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series w rw w w tw ■w Cow Cow w NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. CONDITION REFER TO TRUSS SPAN 13'- 5.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-04-15 _ Tt> ign redolnpumput w SPATES FABRICATORS (MC CO D. 2: 1345.00 LBS D G LO D. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 6-00-09 M -2x4 ` M -3x4 M -2x4 M -3x6 c') D Fn 71 J — —" -03-03 6-02-05 1-00 <PL:11 0)-12* O 13-05-08 OT Z -T1 n CO JOB NAME: McFarlane ReSidence=®FlrR1,4-- ay Lot 334 - A10 Scale: 0.5633 �OQEtOFESS/pyo WARNIN S: —4 GENERAL NOTES, unlessotherwisenoted: �� P'. JO N Al 0 1 Build Jr or tl erection co ct f s ul adw6ed all General Notes 1. This design is based Doty upon the parameters shown and is for an individual S Truss: and rn ngs before s lio co Ces building component. Applicability of design parameters and proper C7 2. 2x4 rap ession web bfSatng must D fah re shown *. Incorporation of component is the responsibility of the building Designer. r�6f "� 2. Design assumes the top and bottom chords to be laterally braced at 3. Addit nal temporary Ir g to insure6 biljly 6d Construction 2' o.c, and at 10' o.c. respectively unless braced throughout their length by DES. BY : AM is the es nsibility of the erector. Addil' n m am bracing of Lr p � DATE 8/26/2013 continuous sheathing such as plywood shealhing(TC) and/or drywall(BC). NO. 0806 O6 the o rat structure is the responsibili f lh it ng designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No to d s ould be applied to any Compone until er all bracing and 4. Installation of truss is the responsibility of the respective Contractor. EXP. 3/31/15 - SEQ.: 5640205 (este rs are iomplele e i I e ds greater than 5. Design assumes trusses are to be used in a non -corrosive environment, v desgn loads be applied to any Component. and are for -dry condition- of use.TRANS I 0 : 377393 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary. /� v fabrication, handling. shipment and installation of Components. 7. Design assumes adequate drainage is provided. S EN GAN Q 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 III II I I I III I I III I III IIII I III TPI/VJTCA in BCSI, Copies of which will be furnished upon request. lines coincide with joint center lines. c c �\\ 9 o . Digitscoincide indicate size of plate to inches. qT` �F L`AL`` O MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic Connector plate design values see ESR -1311, ESR -1988 (MiTek) III LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF #19 BTR WEBS: 2x4 OF H188TR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12 -OC. UON. OVERHANGS: 12.8' 2.0' For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series co 0 m 0 M V C; O O M M M M M M M M M TRUSS SPAN 13'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 13'- 4.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-04-03 12 a nn r> 5-11-13 BEARING LOCATIONS 0'- 0.0' 13'- 4.0' M -2x4 M T1_ 6-01-09 1-00 <PL:11-00- 2 O 13-04 QD D�® JOB NAME: McFarlane Residence c: dal Lot 334 - All Scale: 0.4129 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and re 'on contracto sh tl b adod dl'a. T oral Notes 1. This design Is based only upon the parameters shown and is for an individual and Wamin b ore construct' co menc . L building component. Applicability of design parameters and proper Truss :, incorporation of component is the responsibility of the building designer. 2. 2x4 compre ion web bracing be instal hg o n +. 2. Design assumes the top and bottom chords to be laterally braced at Al 1 3. Additional le po ary bracing to insure stability rin ruction 2' o.c. and at 1o' o.c. respectively unless braced throughout their length by DES. BY: AM is the respo !bit y of the erector. Additional a cing of continuous sheathing such as plywood sheathing(TC) antl/ordrywall(BC). DATE 8/26/2013 the overall s ct re is the responsibility of the buil node ner. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load sho b applied to an cora a racing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5640206 fasteners are a no ime shoo d 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. TRANS I D : 377393 5. CompuTrus has no control over and assumes no responsibility for the 8. necessa assumes full bearing at all supports shown. Shim or wedge if 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 IIIIII IIII III I I III IIII III I VIII IIII IIII TPI/WfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits oincidindicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This n pr fr pute t by _ SPATRICAMC) N _ CBC201O/1BC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-6=(0) 1557 6.3=( 0) 416 2.3=(-1675) 0 6.7=(0) 1541 3-7=(-1627) 0 3.4=( -70) 75 7-4=( -310) 0 4.5=( -10) 1 MAX VERT MAX HORZ BAG REOUIRED BAG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 907V -81/ 75H 5.50' 0.97 OF ( 625) 0/ 798V -81/ 75H 2.00' 0.85 OF ( 625) BAG @ 0'- 0.0' 0.97 OF/ 1.49 HF/ 1.42 SPF BAG @ 13'- 4.0' 0.85 DF/- 1.31 HF/ 1.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.030' @ 7'- 2.5' Allowed = 0.424' MAX OL CREEP DEFL = -0.090' @ 7'- 2.5' Allowed = 0.635' MAX TL CREEP DEFL = -0.120' @ 7'- 2.5' Allowed = 0.635' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.090' MAX HORIZ. LL DEFL = 0.008' @ 13'- 0.5' MAX HORIZ. TL DEFL = 0.025' @ 13'- 0.5'. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord dive load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 0-02 Q9�QFi_1 'ql EXP. 3/31/15 \Sr G2 ENG�N�� Q TF OF CAUFG�/ VIII SPATES FABRISe(M�ompu�put LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 2.0' Connector plate prefix designators: C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N O M V (7 O O TRUSS SPAN 13'- 4.0' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 13'- 4.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-04-03 12 5-11-13 M -2x4 BEARING LOCATIONS 0'- 0.0' 13'- 4.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-6=(-1164) 3246 6.3=( 0) 416 2.3=(-2562) 420 6-7=(-1180) 3231 3.7=(-1796) 0 3-4=( -733) 723 7-4=( .310) 60 4.5=( -11) 9 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 919V -2880/ 2880H 5.50' 0.98 OF ( 625) 0/ 905V -2880/ 2880H 2.00' 0.97 OF ( 625) BRG @ 0'- 0.0' 0.98 DF/ 1.51 HF/ 1.44 SPF BRG @ 13'- 4.0' 0.97 DF/ 1.49 HF/ 1.42 SPF VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL = 0.073' @ 7'- 2.5' Allowed = 0.424' MAX DL CREEP DEFL = -0.090' @ 7'- 2.5' Allowed = 0.635' MAX TL DEFL = -0.133' @ 7'- 2.5' Allowed = 0.635' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.090' MAX HORIZ. LL DEFL = 0.035' @ 0'- 5.5' MAX HORIZ. TL DEFL = -0.052' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer Shall verify that this parameter fits with the intended use of this component. GOND. 2: 2880.00 LBS DRAG LOAD. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.., Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. O M to P'�OFESSIp\ EXP. 3/31/15 \_NSA TF OF CA1.WO --1 l_ - m -11 , E 7-02-07X -U Z 6-01-09 1.00 <PL:11-00-120 ,T1 3-04 0-02 ZM Qo 03 105 JOB NAME: McFarlane Residence H0.01wa �� 1 t 334 - Al2 Scale: 0.3869 Al 2 WARNINGS: 1. Builtler antl erection - nI cl it should bQa ad of alfv3neral:Not s Warnings befo wmmZn��es`� GENERAL NOTES, unless otherwise para 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters antl proper Truss: end a ns uclian 2. 2x4 compression web racing must be insialletl where h n +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM 3. Adtlitional temporary acing to insure stability during N is is the erector. Additional QJ 2' O.C. and at 10' o.c. respectively unless braced throughout their length by responsibility of a permanenhtuhn" r is the building'desig continuous sheathing such as plywood shealhing(TC) and/Or drywall(BC). ++ DATE: 8/26/2013 the overall sWdure a responsibility of rt r. 4. No bad should be app ed Ib any component until after all bracingen 3. 2x Impact bridging or lateral bracing required where shown 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5640207 fasteners are co ie 6nd-sim04ime:shauld'anrro'MS*U?rat-dr-than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377393 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition' of use. S. Design assumes full bearing at alt supports shown. Shim of wedge if bbrtcetion, handling,shipment and installation of components. 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 TPIANTCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center lines. III II II I II I I I III III 111111111111111 MiTek USA, Inc./CompuTrus Software 7.6.4 SPS(1 L) -E B. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-6=(-1164) 3246 6.3=( 0) 416 2.3=(-2562) 420 6-7=(-1180) 3231 3.7=(-1796) 0 3-4=( -733) 723 7-4=( .310) 60 4.5=( -11) 9 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 919V -2880/ 2880H 5.50' 0.98 OF ( 625) 0/ 905V -2880/ 2880H 2.00' 0.97 OF ( 625) BRG @ 0'- 0.0' 0.98 DF/ 1.51 HF/ 1.44 SPF BRG @ 13'- 4.0' 0.97 DF/ 1.49 HF/ 1.42 SPF VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL = 0.073' @ 7'- 2.5' Allowed = 0.424' MAX DL CREEP DEFL = -0.090' @ 7'- 2.5' Allowed = 0.635' MAX TL DEFL = -0.133' @ 7'- 2.5' Allowed = 0.635' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.090' MAX HORIZ. LL DEFL = 0.035' @ 0'- 5.5' MAX HORIZ. TL DEFL = -0.052' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer Shall verify that this parameter fits with the intended use of this component. GOND. 2: 2880.00 LBS DRAG LOAD. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.., Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. O M to P'�OFESSIp\ EXP. 3/31/15 \_NSA TF OF CA1.WO IIIi i i i i i i ii i i i i i Th Aian a IC fM Wrnput�ut LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF IYIBBTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 0.0' For hanger. specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS;M18HS,M16 = MiTek MT series 6-11-03 12 3.00 C--- TRUSS SPAN 12'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-13 CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-5=(0) 1189 5-3=( 0) 242 2-3=(-1291) 0 5-6=(0) 1183 3-6=(-1249) 0 3-4=( -157) 144 6-4=( -200) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 731V -500/ 500H 5.50' 0.78 OF ( 625) 12'- 6.0' 0/ 604V -500/ 500H 2.00' 0.64 OF ( 625) BRG @ 0'- 0.0' 0.78 DF/ 1.20 HF/ 1.15 SPF BRG @ 12'- 6.0' 0.64 DF/ 0.99 HF/ 0.95 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.025' @ 6'- 9.5' Allowed = 0.396' MAX DL CREEP DEFL = -0.057' @ 6'- 9.5' Allowed = 0.594' MAX TL CREEP DEFL = -0.082' @ 6'- 9.5' Allowed = 0.594' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.057' MAX HORIZ. LL DEFL = 0.007' @ 12'- 2.5' MAX HORIZ. TL DEFL = 0.018' @ 12'- 2.5' COND. 2: 500.00 LBS DRAG LOAD. Wind: 85 mph, h=15ft, TCOL=13.8,BCDL=4.2, ASCE 7-05, -�( Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads M -2x4 in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance, workers which is non -concurrent with other live loads. un 0 V3 � i M „ -_ 1-00 <PL:11 00 1 O -n Z 90 < _T' JOB NAME: McFarlane Resi ehce nde Truss: DES. BY: AM DATE: 8/26/2013 SEQ.: 5640208 TRANS ID: 377393 12-06 Lot 334 - A13 WARNINGS: 1��q1 1. Builder and Lbfore ontracldwhoblddle aed of neral Notes and WaminconsWc ran commen 2. 2x4 compre bracing must be instali�whel44h wn3. Additional 1bracing to insure stabi Qurfri .von (ruction is the respf the erector. Additional pe plidnt b acing of the overalls the responsibility of the building de igner. 4. No load shr&Mto.aay.compommPumllRReM racing 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/WfCA in BCSI, copies of whirh will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4SP5(1 L) -E 5-08-09 Scale: 0.4532 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 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 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,9,0 Fi ES1 'Ql L r" No.(�0806 ^' Ec/XP. 3/31,115 gIW 13 1ST G2 SNG1 �9 P \TF OF CALIF IIII i _ ThMign �ed f�mpul_put SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF 2100F; 2x6 OF SS T2 BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT - 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. NOTE 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 18-11-08 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'• 0.0' TO 8'- 0.0' V TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 81- 0.0' TO 10'- 11.5' V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 10'- 11.5' TO 18'- 11.5' V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0' TO 181- 11.5' V TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 81- 0.0' TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 10'- 11.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, 9' oc in 1 row(s) throughout 2x4 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. BEARING LOCATIONS 0'- 0.0' 18'- 11.5' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -4) 24 2- 7=(0) 6776 7. 3=( 0) 332 2- 3=(-7052) 0 7- 8=(0) 6756 7. 4=(-118) 154 3- 4=(-6776) 0 8- 5=(0) 6772 4- 8=( 0) 328 4- 5=(-7048) 0 5. 6=( -4) 24 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 2230V -66/ 66H 5.50' 1.19 OF ( 625) 0/ 2230V -66/ 66H 5.50' 1.19 OF ( 625) BRG @ 0'- 0.0' 1.19 DF/ 1.84 HF/ 1.75 SPF BRG @ 18'- 11.5' 1.19 DF/ 1.83 HF/ 1.75 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.159' @ 10'- 11.5' Allowed = 0.601' MAX DL CREEP DEFL = -0.335' @ 10'- 11.5' Allowed = 0.902' MAX TL CREEP DEFL = -0.494' @ 10'- 11.5' Allowed = 0.902' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.335' MAX HORIZ. LL DEFL = 0.031' @ 18'- 6.0' MAX HORIZ. TL DEFL = 0.078' @ 18'- 6.0' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers 7-11 11 3 00 02 7-11.11 which is non -concurrent with other live loads. 7-11-11 3-10-13 7-01 12 802.70# 802.10# 12 3.00 C--- a 3.00 OD 0 0 v N c O C) < M -3x7 0 M -n 7 01 1.00 <PL;14-00-12 Q M -4x10 00 _ t M -8x8 T2 B M -2x4 4-11-04 t 5 � 18-11-08 :n Y"' -,I( v lcn O M -3x7 c L 6-11-04 1-00 JOB McFarlane Resi of ce Lot 334 - A14 .NAME: Scale: 0.3220 Al 4 WARNINGS:Ln J 1. Builder and contractors o_ b a d G neral Notes Wamin 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 Truss: and constmotiw+ cora n SCS., 2. 2x4 compreb bredngte i talltdwlP �h n +� incorporation of component is the responsibility of the building designer. AM 3. Additional t bracing t ure stabil TqurrPij n Irudion 2. Design assumes the top antlbonom chords to De lateralty Orated at 2' o.c. and at to' o.c, respectivelyunless braced throughout their length by DES. BY: is the respoof the ere larAdditiona ��QP b cing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 8/26/2013 the overall is the responsibility of the it ' 6e ner. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load shpplietl to any componen un it a II racing and 4. Installation of buss a the responsibility of the respective contractor. SEO.: 5640209 fasteners aete and at no time shoult? any I ads gr ater than 5. Design assumes trusses are to be used in a non -corrosive environment, ID: 377393 design loadlied to an com 5. CompuT usover an assumes no responsibility for the and am for -dry condition" of use.TRANS 6. Design assumes full bearing at all supports shown. Shim or wedge'( fabrication, handling, shipment and installation of components. necessary. 7. Design assumes is provided. 6. This design is furnished subject to the limitations set forth by face 8. Plates shall be located on both faces of truss, and placed so their center cae d one both TPIIWTCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center lines. oincidindicate linesDigits VIII II I I III I I III I 111111111111111 VIII II III I IIII 9. size of platen inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR•131 t, ESR -1988 (MiTek) III ! iM -02 U Z ThMign �ed f�mpui_put SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 18'- 11.5' 18 CBC201O/IBC2OO9 MAX MEMBER FORCES 41YR/GDF/Cq=1.00 TC: 2x4 OF 1918BTR LOAD DURATION INCREASE = 1.25 Z -n 1- 2=( -5) 24 2- 8=(0) 2444 3- 8=(-439) 0 BC: 2x4 OF H18BTR SPACED 24.0' O.C. CO � 0 > 2. 3=(•2586) 0 8. 9=(0) 1673 8- 4=( 0) 591 WEBS: 2x4 OF H18BTR 3- 4=(-2241) 0 9- 6=(0) 2444 4. 9=( 0) 591 LOADING JOB NAME: McFarlane 4- 5=(-2241) 0 9- 5=(-439) 0 TC LATERAL SUPPORT <= 12'OC. LION. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2586) 0 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -5) 24 Al TOTAL LOAD = 50.0 PSF 11 General Notes OVERHANGS: 12.8' 12.8' Truss: 2. 2x4 co re Sion web D must b 1116 a shown +. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HOflZ BRG REQUIRED BRG LENGTH Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. 2. Design assumes the lop and bosom chords be laterally braced at LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc mnstruation c 7 o.c. and el 10' o.c. respectively unless braced throughout their length by 01- 0.0' 0/ 1037V -63/ 63H 5.50' 1.11 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 18',- 11.5' 0/ 1037V _ -63/ 63H 5.50' 1.11 OF ( 625) 4. No Ina should be applied to any component until aft fasteners are me a AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 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 : 377393 design loads be applied to any component, has for the and are for 'dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if BRG @ 01- 0.0' '1.11 DF/ 1.71 HF/ 1.63 SPF 5. CompuTrus no control over and assumes no responsibility necessary. BRG @ 18'- 11.5' 1.11 DF/ 1.71 HF/ 1.63 SPF 7. Design assumes adequate drainage isprovided.truss, S. This design is famished subject to the limitations set forth by VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.079' @ 9'- 5.8' Allowed = 0.601' MAX DL CREEP DEFL = -0.176' @ 9'- 5.8' Allowed = 0.902' MAX TL CREEP DEFL = -0.255' @ 9'- 5.8' Allowed = 0.902' lines coincide with joint center lines. co III RECOMMENDED CAMBER (BASED ON DL DEFL= 0.176' VIII IIII VIII MAX HORIZ. LL DEFL = 0.020' @ 18'- 6.0' IIII IIII INTPI MAX HORIZ. TL DEFL = 0.051' @ 18'- 6.0' 9. Digitsinindicate sae of plate to inches. Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss designed for wind loads in the plane of the truss only. 9-05-12 Design checked for a 300 lb concentrated top chord 9-05-12 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 5-03-05 4-02-07 4-02-07 5-03-05 12 12 3.00 M -4x5 v 3.00 4 4.0," M -2x4 M -2x4 0 N e7 O 9 O < M -3x5 q C�IM-r3 `)(A M -3x4 M -3x5 M F I. I QG I. L 1-00 0 -02 U Z 5-07-03 6-08-02 1 00 <PL:14 00 12 go 18 11-08 Z -n CO � 0 > JOB NAME: McFarlane Res Bence c< @ 1(V y Lot 334 - A15 Scale: 0.3220 Al 5 WARNING 1. and W, ntl rection cont¢dq ho tl vIs'Ltl`of and in s before corn��gpi ces 11 General Notes GENERAL NOTES, unless otherwise noted 7. This design is onsed only upon the parameters shown and Is for individual building component. Applicability of design parameters and proper Truss: 2. 2x4 co re Sion web D must b 1116 a shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bosom chords be laterally braced at DES. BY AM 3. Additio all mporary bracing to insure si�ilit n I mnstruation c 7 o.c. and el 10' o.c. respectively unless braced throughout their length by DATE: 8/26/2013 s the r s sibilit of the erector.. Addi' n Y the ov II tructure is the responsibility o h di nt brec n of g designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 564021 O 4. No Ina should be applied to any component until aft fasteners are me a r all bracing and s greater 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 : 377393 design loads be applied to any component, has for the and are for 'dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility necessary. fabrication, hantllin shi ment and installation of cora nems. 9• P Po 7. Design assumes adequate drainage isprovided.truss, S. This design is famished subject to the limitations set forth by a 8. Plates shall be located on both faces of truss, and placed so their center WfCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. co III II IIII VIII IIII VIII VIII IIII IIII INTPI 9. Digitsinindicate sae of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1-00 �IIfNI�N III w. w� w■� w w� w� w w �w w� �w w w SF ABRI e( WMPUMPut M LUMBER SPECIFICATIONS TC: 2x4 OF #188TR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 N '�r o 0 TRUSS SPAN 18'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC CONC LL+DL= 70.0 LBS @ 8'- 8.0' ADDL: TC CONC LL+DL= 70.0 LBS @ 12'- 4.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF.LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -5) 24 2. 8=(0) 2670 3- 8=(-451) 0 2- 3=(-2819) 0 8- 9=(0) 1881 8- 4=( 0) 603 3- 4=(-2468) 0 9. 6=(0) 2734 4- 9=( 0) 647 4- 5=(-2511) 0 9- 5=(-493) 0 5. 6=(-2886) 0 6- 7=( -5) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 1099V -1135/ 1135H 5.50' 1.17 OF ( 625) 18'- 11.5' 0/ 1115V -1135/ 1135H 5.50' 1.19 OF ( 625) 1. This design is based only upon the parameters shown and is loran individual building component. Applicability of des gn 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.e. respectively unless brecetl throughout their length Dy 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 ail supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provlded. 8. Plates shall be located on bolo faces of truss. and placed so their center BRG @ 0'- 0.0' 1.17 OF/ 1.81 HF/ 1.72 SPF I I I BRG @ 18'- 11.5' 1.19 DF/ 1.84 HF/ 1.75 SPF I VIII VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.079' @ 9'- 5.8' Allowed = 0.601' II MAX DL CREEP DEFL = -0.208' @ 9'- 5.8' Allowed = 0.902' MAX TL CREEP DEFL = -0.287' @ 9'- 5.8' Allowed = 0.902' in SCSI, copies of which will be furnished ishetl upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MiTek RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.208' MAX HORIZ. LL DEFL = 0.020' @ 18'- 6.0' MAX HORIZ. TL DEFL = 0.056' @ 18'- 6.0' COND. 2: 1135.00 LBS DRAG LOAD. Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 9-05-12 Design checked for a 300 lb concentrated top chord 5-03-05 4-02-07 4-02-07 5-03-05 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 70# 70# 12 12 , 3.00 M -4X6 a 3.00 4.0" 4 4'-� M -2x4 IM -3x6 0 6 U4 M -n C 6 08 02 70 Q 1.00 <PL:14-00-12 p o� Z Q° J ' M -2x4 0 r V 9 - -o M -3x4 M -3x6 0 5-07-03 6-08-02 18-11-08 1-00 JOB NAME: McFarlane Resi 1 ecce �pH=id,, '_�Iy Lot 334 - A16 Scale: 0.3208 QWES3/pN� 1� p JO m No. 0806 * EXP. 3/31/15 SN Gk �Q 11 OF CAt1FO�/ WARNINGS: 0 J.J GENERAL NOTES, unless otherwise noted Truss: Al 6 DES. BY: AM DATE' 9/3/2013 SE0.: 5647120 TRANS I D : 377982 1. Builder an a lion contrac(g4h ume a[i�s of all eneral Nates and Wami gs afore constratl on m ence333333 2. 2x4 comp ssi n web Dred De sl a wher s n +. 3. Atltlaional I m bracing s ta�tl ri gFo slruaion is the resp nity of the a Addition man t racing of the overall Iure is the responsibility of 1 bun to d signer. 4. No load sh ue applied to any component+1ilefter a bracing and fasteners amptete and at no time should an ads eater than tlesign loaapplied to any component. 5. CompuTru esmotdnl no responsibility for the fabrication, handling, shipment and installation of components. S. This design is furnished subject to the limitations set forth by 1. This design is based only upon the parameters shown and is loran individual building component. Applicability of des gn 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.e. respectively unless brecetl throughout their length Dy 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 ail supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provlded. 8. Plates shall be located on bolo faces of truss. and placed so their center III I I I I I I I VIII VIII III II III) IN in SCSI, copies of which will be furnished ishetl upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MiTek i lines coincide with jon) center lines. 9. Digits in cde site oplate to inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) QWES3/pN� 1� p JO m No. 0806 * EXP. 3/31/15 SN Gk �Q 11 OF CAt1FO�/ IIIM M Th�ign �ed flWmpu�put M SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF 418BTR; 2x6 OF SS T2 BC: 2x4 OF #18BTR WEBS: 2x4 OF 418BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT - 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 22-06-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 8' - TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0' TO 14' - TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 14'- 6.0' TO 22' - BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0' TO 22' - TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 14'- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, 9' oc in 1 row(s) throughout 2x4 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. 7-11-11 6-06-10 3-11-03 4.00.08 3-03-05 3-03-05 4-00-08 3.11-03 12 802.70# 802.70# 12 3.001- a 3.00 eo M -2x4 0 o � N C` O O < M -US I. 6-11-04 1-00 <PL:16-00-12 M -4x12 --i M -3x8 IT! C : ' c ?' o Z O ZQD 1® n M -3x4 M -4x12 5 6. T2 M -2x4 01v 11 O 0.25" M -3x8 C) MHS-5x14(S) 8-07-08 6-11-04 22-06 1-00 JOB NAME: McFarlane CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 334 - A17 1- 2=( •4) 24 2-10=(0) 7696 3-10=( 0) 988 2. 3=(-8068) 0 10.11=(0) 10238 10- 4=( 0) 640 Al 7 3- 4=(-8780) 0 11- 8=(0) 7696 10- 5=(-1832) 108 0.0' V 4- 5=(-8528) 0 5-11=(-1832) 108 6.0' V 5- 6=(-8528) 0 6.11=( 0) 640 6.0' V 6- 7=(-8780) 0 11- 7=( 0) 988 6.0' V 7. 8=(-8068) 0 3. Additional tempor ry ring to insure srabilily tlu i n is he Additional big 8. 9=( •4) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2672V -66/ 66H 5.50' 1.43 OF ( 625) 22'- 6.0' 0/ 2672V •66/ 66H 5.50' 1.43 OF ( 625) 'dry conditionof use. and are for ' 6. Design assumes full hearing at all suppons shown. Shim or wedge if BRG @ 0'- 0.0' 1.43 DF/ 2.20 HF/ 2.10 SPF 5. CompuTrus no central over and assumes no responsibility BRG @ 22'- 6.0' 1.43 DF/ 2.20 HF/ 2.10 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 7. Design assumes adequate drainage is provided. MAX LL DEFL = -0.208' @ 11'- 3.0' Allowed = 0.719' 6. This design is tumishetl subject to the limitations set forth by MAX DL CREEP DEFL = -0.450' @ 11'• 3.0' Allowed = 1.079' MAX TL CREEP DEFL = •0.657' @ 11'- 3.0' Allowed = 1.079' lines coincide with joint center lines. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.450' MAX HORIZ. LL DEFL = 0.049' @ 22'- 0.5' MAX HORIZ. TL DEFL = 0.119' @ 22'- 0.5' 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers 7-11-11 which is non•concurrent with other live loads. 3-11-03 4.00.08 3-03-05 3-03-05 4-00-08 3.11-03 12 802.70# 802.70# 12 3.001- a 3.00 eo M -2x4 0 o � N C` O O < M -US I. 6-11-04 1-00 <PL:16-00-12 M -4x12 --i M -3x8 IT! C : ' c ?' o Z O ZQD 1® n M -3x4 M -4x12 5 6. T2 M -2x4 01v 11 O 0.25" M -3x8 C) MHS-5x14(S) 8-07-08 6-11-04 22-06 1-00 JOB NAME: McFarlane Residenc -_Lkawhg)f of 334 - A17 Scale: 0.2818 Al 7 WARNINGS: 1. Builder and erecti n contractor shoyltQe dil GtfieTal Notes lJ 1 GENERAL NOTES, unless otherwise para 1. This design is Dosed only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Truss: and Warnings bet re nstwclion c e incorporation of component is the responsibility of the building designer. 2. 20 compression eD vacing must bb (tstalled wM s 2. Design assumes the top and Dodom chords to be laterally braced at DES. BY : AM 3. Additional tempor ry ring to insure srabilily tlu i n is he Additional big 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 8/26/2013 is the responsibili of erector. pent ng of the overall struclu is he responsibility of the buildin d e continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5640212 4. No load should be app led to any component until after all bracir g and fasteners are cam nd.eWn Ahn"boukhew do4 d real hen 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377393 design loads be applied to any component. has for the 'dry conditionof use. and are for ' 6. Design assumes full hearing at all suppons shown. Shim or wedge if 5. CompuTrus no central over and assumes no responsibility necessary. fabrication, handlin shi ment and installation of cora nems. 9• P Po 7. Design assumes adequate drainage is provided. 6. This design is tumishetl subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPIANfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III III III I I I II II VIII III I I II IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Q �OFESS/0 s- JON. EXP. 3/31/15 O' gIW13 Q ENG\N�� P \TF OF CA0`F LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF N18BTR 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 OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C, CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M = M M M M M M M W Th�ign i'ed i OMPu�put _ BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 1214V -71/ 71H 5.50' 1.29 OF ( 625) 22'- 6.0' O/ 1214V .711 71H 5.50' 1.29 OF ( 625) BOG @ 0'- 0.0' 1.29 OF/ 2.00 HF/ 1.90 SPF BRG @ 22'- 6.0' 1.29 OF/ 2.00 HF/ 1.90 SPF VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL = -0.129' @ 12'- 6.0' Allowed = 0.719' MAX DL CREEP DEFL = -0.281' @ 12'- 6.0' Allowed = 1.079' MAX TL CREEP DEFL = -0.410' @ 12'- 6.0" Allowed = 1.079' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.281' MAX HORIZ. LL DEFL = 0.033' @ 22'- 0.5' MAX HORIZ. TL DEFL = 0.080' @ 22'- 0.5' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers 9-11.11 which is non -concurrent with other live loads. TRUSS SPAN 22'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-11-11 CBC20101IBC2009 MAX MEMBER FORCES 5-02-15 1- 2=( -5) 24 2. 9=(0) 3014 4-08-12 12 9- 4=( 0) 287 3. 4=(-2666) 0 10. 7=(0) 3016 3.00 o 4- 5=(-2548) 0 M -4x8 5. 6=(-2678) 0 M -2x4 ' 0 0 7- 8=( -5) 24 0 Cn co © _ 0 < M 4x5 m _i 9 0 � r- DOZ 3-04 Q i1 1-00 <PL:16-00-12 Cn WG M ®DT1 c�m� 2-06-10 2-06-10 0.25" (S) 4-01-04 22-06 SPATES FABRICATORS (MC CBC20101IBC2009 MAX MEMBER FORCES 4WRIGDFICq=1.00 1- 2=( -5) 24 2. 9=(0) 3014 3- 9=(-500) 25 2- 3=(-3178) 0 9-10=(0) 2544 9- 4=( 0) 287 3. 4=(-2666) 0 10. 7=(0) 3016 9- 5=(-146) 155 4- 5=(-2548) 0 5-10=( O) 286 5. 6=(-2678) 0 10. 6=(•491) 25 • 6. 7=(•3180) 0 7- 8=( -5) 24 4-08-12 5-02-15 12 a 3.00 M -7x6 M•2x4 v 10 -- C M -3x4 M -4x5 0 9-01-08 JOB NAME: McFarlane Resi elnce Ofyid' w y Lot 334 - A18 Scale: 0.2818 1-00 QRCF0& r -aIn No. 0806 EXP. 3/31/15 O� FS/Z/v�13 Q- s� �ZZ ENG% \TF OF CA%J��/ WARNINGS: GENERAL NOTES, unless the noted: Truss: Al 8 DES. BY ' AM DATE: 8/26/2013 SEQ. : 5640213 TRANS I D : 377393 VIII II I I II I I I IIID III (III I I IIII 1. Builder an a ion contrectOhou be i�el arterial Notes and Wami s afore constrAlmn commene 2. 2x4 comp el �- web bracing must be installed w4@Le s con �. 3. Additional t mp rery bracing to insure staDTi y u g�eo traction L is the res si lily of the erector. Additional permanent acing of the overall tm ure Is the res�onsi . eAuilding d igner. 4. No load sh o anfEGr y 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. 8. This design is fumishetl subject to the limitations sal forth by TPIANlCA in BCSI, copies of which will be famished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 1. This design is Dosed only upon the parameters shown and is for an individual upon building component. Applicability of design parameters and proper i f component is the responsibility of the building designer. incorporation o co po tb y 0 0 2 Design assumes the top and bottom chords to De laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length 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 beanng at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provxletl. a. Plates shall be located on both (aces of Truss, antl placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate to inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1-00 QRCF0& r -aIn No. 0806 EXP. 3/31/15 O� FS/Z/v�13 Q- s� �ZZ ENG% \TF OF CA%J��/ LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT - 1210C. LON. BC LATERAL SUPPORT - 1210C. UON. OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M1811S,M16 = MiTek MT series 'COD v V3 V C; 0 0 < I IM -4x5 = M M M M M M M M TRUSS SPAN 22'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-03 6-01-15 5-01-01 5-01-01 12 3.00 o M -4X6 4.0' 4 M -2x4 7-1 6-09-06 1-00 <PL:16-00-12 w 22-06 C m M -3x4 11-03 M ThM ign --ed I fnpu�put SPATES FABRICATORS (MC LOCATIONS CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1- 2=( -5) 24 2- 8=(0) 3012 3. 8=(-557) 0 2- 3=(-3177) 0 8- 9=(0) 2028 8. 4=( 0) 742 3- 4=(-2742) 0 9. 6=(0) 3012 4- 9=( 0) 742 4- 5=(-2742) 0 9- 5=(-557) 0 5. 6=(-3177) 0 6. 7=( -5) 24 3. Additiona BEARING MAX VERT MAX HORZBRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1214V -72/ 72H 5.50' 1.29 OF ( 625) 22'- 6.0' 0/ 1214V -72/ 72H 5.50' 1.29 OF ( 625) BRG @ 0'- 0.0' 1.29 DF/ 2.00 HF/ 1.90 SPF ngs ass BRG @ 22'- 6.0' 1.29 DF/ 2.00 HF/ 1.90 SPF own +. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.117' @ 11'- 3.0' .Allowed = 0.719' 3. Additiona MAX DL CREEP DEFL = -0.262' @ 11'- 3.0' Allowed = 1.079' rary bracing to insure statA MAX TL CREEP DEFL = -0.380' @ 11'- 3.0' Allowed = 1.079' 2' o.c, and at 10' o.c. respectively unless braced throughout their length bycontinuous RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.262' MAX HORIZ. LL DEFL = 0.030' @ 22'- 0.5' n5 MAX HORIZ. TL DEFL = 0.074' @ 22'- 0.5' bracing of Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, DATE 8/26/2013 Enclosed, Cat.2, Exp.C, MWFRS, the overs interior zone, load duration factor=1.6, is the responsibility of the building Truss designed for wind loads 3. 2x Impact bridging or lateral bracing required where shown ++ in the plane of the truss only. Design checked for a 300 lb concentrated top chord . i�fflfflMrMlnW are complete and at no time should any loads live load per IBC 2009 due to maintenance workers 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, which is non -concurrent with other live loads. 6-01-15 design loads be applied to any component. has for the 12 a 3.00 5. CompuTrus no control over and assumes no responsibility M -2x4 v 0 M -4x5 0 L 7-10-05 1-00 JOB NAME: McFarlane Residence c)�f�m_ icy Lot 334 - A19 Scale: 0.2818 Al WARNINGS: 1 Builder a e O L / cta be Bell ion contmo eneml Notes GENERAL NOTES, unless otherwise noted: 1 This design s based only upon the parameters Shown and s for an individual building Applicability of design and Tru S S : antl Wa 2. 2x4 comp ngs ass before constr6ion comm s. on web bracing must be ins own +. component. parameters proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 3. Additiona to rary bracing to insure statA nstroclion 2' o.c, and at 10' o.c. respectively unless braced throughout their length bycontinuous DES. BY: AM s the res n5 Dility of the erector. Additional pe[ nen bracing of sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 8/26/2013 the overs sinsure is the responsibility of the building esigner. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5640214 4. No load s fasteners . i�fflfflMrMlnW are complete and at no time should any loads ill bracing and greater 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 : 377393 design loads be applied to any component. has for the and are for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility necessary. fabrication, handling,shipment and installation of components. P Po 7. Design assumes adequate drainage is provided. 8. This design is famished subject to the limitations sal forth by 8. Plates shall be located on both feces of truss,ruse. and placed co their center in SCSI, copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. III III II I III I I I II I III I I I I I IIIITPI/VVTCA MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) 99,OFi ES11 EXP. 3/31/15 �j £f�2lP�13 Q' Sr �4 ENG\N�� Q \TF OF Cjk\%W / "IIIII M " M LUMBER SPECIFICATIONS TC:2x4 OF g18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 12'0C. LON. BC LATERAL SUPPORT <= 12'OC. LON. OVERHANGS: 12.8' 12.8' Connector pplate prefix designators: C'C' C18,CN18 for no prefix) = CompuTrus, Inc U,M26 HS,M18HS, 1- = MiTek M series TRUSS SPAN 22'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-03 6-01-15 5-01-01 12 3.00 0 M -4x6 4.0" 4 (-+f M -2x4 < M -4x5 0 ^00'` CO m �Z2 Q) -n - 5-01-01 M -3x4 M Th�ign �ed IMOMPU, Put M SPATES FABRICATORS (MC v 6 - `; M -4x5 1-00 Q�OFESS/O\ r1 � * EXP. 3/31/15 O, fS/2/v�13 Q- tST G2 EN G1N�� P \FOFCkLli 0/ CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/C =1.00 0 1. 2=�-5� 24 2- 8=101 3283 3. 8=(-557) 0 2. 3= .3177 0 8- 9= 0 2426 8- 4=( 0 742 3. 4=1.2 742 0 9- 6= 0 3283 4- 9=( 0 742 4- 5= -2742 0 9- 5=(-557 0 O 5- 6= -3177 0 6- 7= -5 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES 01- 0.0' 0/- 1214V -2425/ 2425H 5.50' 1.29 OF ( 625 22'- 6.0' 0/ 1214V -2425/ 2425H 5.50' 1.29 OF ( 625 � c ;ay BRG @ 0'- 0.0' 1.29 OF/ 2.00 HF/ 1.90 SPF 334 - A20 BRG @ 22'- 6.0' 1.29 OF/ 2.00 HF/ 1.90 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.117' @ 111- 3.0' Allowed = 0.719' Scale: 0.2850 MAX OL CREEP DEFL = -0.262' @ 11'- 3.0' Allowed = 1.079' MAX TL CREEP DEFL = -0.380' @ 11'- 3.0' Allowed = 1.079' A20 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.262' GENERAL NOTES, setons upon the noted 1. This design is based only upon the parameters shown and is for an individual building Applicability design end MAX HORIZ. LL DEFL = 0.033' @ 0'- 5.5' and Wan ng before const�EtioM1 9mmZ's. MAX HORIZ. TL DEFL = -0.077' @ 0'- 5.5' fCOND. 2- 2425.00 LBS DRAG LOAQ- Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, of Component responsibility 2• Design assumes the lop and bottom chords to be laterally braced at Enclosed,Cat.2 Exp .C, MWFRS, 3. Atltlitiona to porery Dradn td u15ur,�st y dur��nn nslredion is me ren�Pon!ibllit of the a or. Additio orfane bracing of y 9 interior zone, load duration factor=1:6, DATE: 8/26/2013 Truss designed for wind loads continuous hin continuous sheathing such as acing tl required here s own -drywall(BC). 3. Impact bridging or lateral required where shown in the plane of the truss only. 4. No load ou be applied to any Compone un' atter II bracing and fasteners re mplete and at no time shou an it greater than Design checked for a 300 lb concentrated top chord TRANS I D : 377393 live load per IBC 2009 due to maintenance workers 11-03 which is non -concurrent with other live loads. 6-01-15 necessary. 7. Design assumes adequate drainage is provided. . 12 S. This design is furnished subject t0 the limitations sol (ooh by a 3.00 M -2x4 lines Coincide with joint center lines. v 6 - `; M -4x5 1-00 Q�OFESS/O\ r1 � * EXP. 3/31/15 O, fS/2/v�13 Q- tST G2 EN G1N�� P \FOFCkLli 0/ 7- 0 05 10 1-00 <PL:16 00 12 22-06 O Cn JOB NAME: McFarlane Resi eccet�i� � c ;ay Lot 334 - A20 Scale: 0.2850 A20 WARNINGS: ��1 �m 1. Builder a tl e cion Contatdleis o�Idrbe adSis of.all General Notes GENERAL NOTES, setons upon the noted 1. This design is based only upon the parameters shown and is for an individual building Applicability design end Truss: and Wan ng before const�EtioM1 9mmZ's. component of parametersproper incorporation is the of the building designer. 2. 2x4 Com s on web brad .q�usrb in d where own .. of Component responsibility 2• Design assumes the lop and bottom chords to be laterally braced at DES. BY • AM 3. Atltlitiona to porery Dradn td u15ur,�st y dur��nn nslredion is me ren�Pon!ibllit of the a or. Additio orfane bracing of y 9 . 2' and et 10' respectively unless bathed throughout their length by DATE: 8/26/2013 the over I st dura is the responsibility of tat lade es main continuous hin continuous sheathing such as acing tl required here s own -drywall(BC). 3. Impact bridging or lateral required where shown SEQ. : 5640215 4. No load ou be applied to any Compone un' atter II bracing and fasteners re mplete and at no time shou an it greater than prating t 4. Installation of buss is the responsibility of the respective contractor. In 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377393 design to tls be applied to any Component. 5. CompuT Des no rnatrol.overiartdAssuuinesAga_spgisibilily for the and are for'dry condition* of use. a. 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. This design is furnished subject t0 the limitations sol (ooh by 8. Plates shell be located on both faces of truss, and placed so their center furnished in BCSI, Copies of which will be tushetl upon request lines Coincide with joint center lines. III I III I I II II I 11111111111111 INTPI/W 9. Digits indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic Connector plate design values see ESR -1311, ESR -1988 (MiTek) v 6 - `; M -4x5 1-00 Q�OFESS/O\ r1 � * EXP. 3/31/15 O, fS/2/v�13 Q- tST G2 EN G1N�� P \FOFCkLli 0/ "VIII <F :1U_UU-1'L M ThoMign MWed AWmpul put M I ^ C m SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' CON : 525.00 LBS DRAG LOAD. TC: 2x4 OF N188TR LOAD DURATION INCREASE = 1.25 Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, BC: 2x4 OF g18BTR SPACED 24.0' O.C. TI �I% Enclosed, Cat.2, Exp.C, MWFRS, WEBS: 2x4 OF N18BTR LOADING 334 - A21 interior zone, load duration factor=1.6, LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF Truss depsigned for wind loads truss TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF in the lane of the only. BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 50.0 PSF Note: Truss design requires continuous Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. vertical members (uon). REQUIREMENTS OF CBC 2010 NOT BEING MET. 5. Design assumes trusses are to be used in a non -corrosive environmentle Design checked for a 300 lb concentrated top chord Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC due to maintenance workers which is non•concurrenrent with other live loads. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series 5-06 5-06 N O 12 3.00 v 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. M -4x5 12 a 3.00 M -3x4 M -2x4 M -3x4 5-06 1=00 <F :1U_UU-1'L 11-00 I ^ C m —n 0>6� 0� 0 TI �I% JOB NAME: McFarlane Resi ence ay, Lot 334 - A21 Scale: 0.6551 Truss: A21 % WARNI S: { 1. Bui r a Cl erection � �1 ' f all Generel Notes and r ings halo a q�$i acd a ces Dia'papbei GENERAL NOTES, unless otherwise noted 1. This tlesign is basetl only upon the Daremeters shown antl is for an intlivitlual builtling component. Applicabil ty of des gn parameters end proper inwrporelian of component is the responsibility ofthe building tlesigner. 2. 2x4 m ression weD sta w ere shown+. 'til 2• Design assumes the lop antl bogom chortls to be lateralty bracetl et DES. BY AM DATE• 8/26/2013 3. Atld ion I temporery rain tto du ng wnsiruaion s t re ponsibilil of h e eono r nl Dradn of Y r�l qqe� 1`0 the ve II structure isY�r8g" oFihetbui ing tlesigner. Jn 2' o.c. and 9110' o.c. respectively unless hracetl throughout their length by continuous sheathing such as plywood sheathing(TC) antl/ortlrywall(BC). 3. 2x Impact bridging or lateral brecing required where shown ++ 4. No atl shoultl be appy to rrl netS[upti after ell bmdng antl 4. Inslalletion o(truss is the responsibility of the respective contredor. SEQ. 5640216 (as ne are complete and alrrq•�hqulq�n oatls greater than 5. Design assumes trusses are to be used in a non -corrosive environmentle TRANS ID: 377393 n I atls be apPlietl to anen —1 5. Co pu rus has no control ova uo esponsibility for the and am for -dry condition' of use. 6. Design assumes full baa ng at all supports shown. Shim or wetlge it ffffff��II��II�`` icat n, handling, shipmeninstat ion o components. 6. Thi�6113t el. 'ta' forth by necessary.fab 7. Design assumes adequate drainage is provided. be located both faces truss, their center s et in BCSI, copies of which will be furnished upon request 8. Plates shall on of and placed so lines coincidewith joint center lines. II II VIII II I I I I II IIII III 11111 IN 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -Z MiTek 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 5-06 EXP. 3/31/15 �- tS ENGk TgTF OF CA1.1FG��\P O '�I�'I IIII �a. :� �� . � � � �� ■�►:� �r LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek IAT series N O Cn O O TRUSS SPAN 11'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06 12 3.00 G --- M -3x4 pJ Di M 0 1-00 <P1 :10-00-10 0_ 00 90 n < � , - IIM-4x4 3 4.0" M -2x4 11-00 2.0" ThlW�ed ompu,'put - SPATES FABRICATORS (Ml CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2.6=(0) 904 6-3=(0) 203 5-06 JOB NAME: McFarlane 2-3=(-997) 0 6-4=(0) 904 334 - A22 Sale: 0.4966 3.4=(-997) 0 WARNINGS: n [[�-]] 4-5=( -5) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 639V -43/ 43H 5.50' 0.68 OF ( 625) 111- 0.0' 0/ 639V -43/ 43H 5.50' 0.68 OF ( 625) 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 Meir length by BRG @ 0'- 0.0' 0.68 DF/ 1.05 HF/ 1.00 SPF s the re n iD lily of the erector. Atltlitional pe ne bracing of the ova s sure is the responsibility of the building esigner. BRG @ 11'- 0.0' 0.68 DF/ 1.05 HF/ 1.00 SPF SEQ. : 5640217 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, MAX LL DEFL = -0.017' @ 51• 6.0' Allowed = 0.336' MAX DL CREEP DEFL = -0.041' @ 5'- 6.0' Allowed = 0.504' MAX TL CREEP DEFL = -0.058' @ 5'- 6.0' Allowed = 0.504' RECOMMENDED CAMBER (BASED ON DL'DEFL)= 0.048' MAX HORIZ. LL DEFL.= 0.004' @ 10'- 6.5' 7. Design assumes adequate drainage is provided. MAX HORIZ. TL DEFL = 0.012' @ 10'- 6.5' 8. This design is furnished subject to the limitations set forth by Wind: h TEDLL=C3.8,BCDDS;4.2, ASCE 7-05, 5-06 os, Catt2 Enclosed, lines coincide with joint center lines. interior zone, load duration factor=1.6, 12 Truss designed for wind loads v 3.00 in the plane of the truss.only. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 5-06 JOB NAME: McFarlane Resi Wce 6 Fl-Aer:u y Lot 334 - A22 Sale: 0.4966 WARNINGS: n [[�-]] GENERAL unless otherwise noted A22 1. Builder a tlge lion contras DGapNs al General Notes 1. This design is Dosed only upon the shown and is for an intlividual design is b Truss: and VVa in before cons on comm c s. designparameters r building component. Applicability of design pa ametersand proper incorporation of component is the responsibility of the building designer. DES. BY : AM 2. 2x4 co es con web bracing must be insl'etl efe hewn +. 3. AddBion to porary bradng to insure sl by dA7ig0 nstruaion """1f" 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 Meir length by DATE: 8/26/2013 s the re n iD lily of the erector. Atltlitional pe ne bracing of the ova s sure is the responsibility of the building esigner. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or laterad bracing required where shown ++ SEQ. : 5640217 4. No load s paffER II bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377393 design loads be applied to any component. has for the and are for 'dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. 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/VVTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. VIII II I I I I I VIII IIII a. Digits indicate size of plate In inches. I III III MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) M -3x4 1-00 STr P ABRI edMIlnpu�put LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R18BTR LOAD DURATION INCREASE = 1.25 1.2=( -5) 24 2.5=(0) 910 5.3=(0) 203 BC: 2x4 OF R18BTR SPACED 24.0' O.C. 2.3=(-1004) 0 5.4=(0) 910 WEBS: 2x4 OF k18BTR 3-4=(-1003) 0 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) OVERHANGS: 12.8' 0.0' 01- 0.0' 0/ 649V -43/ 37H 5.50' 0.69 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 111- 0.0' 0/ 548V -43/ 37H 5.50' 0.58 OF ( 625) Connector plate prefix designators: REOUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BRG @ 0'- 0.0' 0.69 OF/ 1.07 HF/ 1.02 SPF M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BRG @ 11'- 0.0' 0.58 DF/ 0.90 HF/ 0.86 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011' @ 5'- 6.0' Allowed = 0.336' MAX DL CREEP DEFL = -0.041' @ 5'- 6.0' Allowed = 0.504' MAX TL CREEP DEFL = -0.058' @ 5'- 6.0' Allowed = 0.504' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.041' MAX HORIZ. LL DEFL = 0.005' @ 10'- 6.5' MAX HORIZ. TL DEFL = 0.012' @ 10'- 6.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 5 O6 5 O6 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 o a 3.00 Design checked fora 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. IM -4x4 3 4.0" Cm0 2.0" C, -- o -- --� -- o 5 c I CQI S-0 5-06 1-00 <PL:10-00-120 U Z o 11-00 Z -n 03 M�T� JOB NAME: McFarlane Resi ence id@ y Lot 334 - A22A Scale: 0.4926 �oQEtOFESS/pHA A22A WARNINGS: GENERAL NOTES, unless otherwise noted �� JO AI I. Builder an er dion contra r h �uld t I�v ed�ot II eneml Notes 1. This design is based only upon the parameters shown and is for an individual Truss: antl VVami gs fore const �J°n cBFSme building component. Applicability of design parameters and proper Cij 2. 2x4 COMP; ssi n web bradngusl be inst wherd s con +, incorporation of component is the responsibility of the building designer. m �0 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional m orary bracing to insure stabilJ d ng stmation 2' o.c. and at 1o' o.c. respectively unless braced throughout their length by W 1T DES. BY : AM is the resp nsi ility of the erector. Addition type t racing or uuflfla8'' continuous sheathing such as plywood sheathing(TC) antl/ortlrywell(BC). N�- �8�6 DATE: 8/26/2013 the overall tru ure is the responsibility of the b 'ng d signer. 3. 2x Impact bridging or lateral bracing required where shown + 4. No load sh ultl be ap lied to en Com anent up li bracing antl 4. Installation of truss is the responsibility of the respective wnlractor. ..1� EXP. 3/31/15 SEQ. : 5640218 fastenersa i n a no ime s ould any toads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. N end ere for'dry condition- of use. v /- design loads be applied to any Component. TRANS I D : 377393 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 necessary. fabrication, handling, shipment and installation of Components. 7, Design assumes adequate drainage Is provided. Sr ENG �P 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center IIII I III I 111111111111111111111111 II III IIII IIII II TPI/WfCA in BCSI, espies of which will be furnished upon request. lines coincide with joint center the c 9. Digits indicatecoincide size of plate in inches. T` OF ``A1,�FQ MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIII r M ,ai M M = LUMBER SPECIFICATIONS TC: 2x4 OF p1&BTR BC: 2x4 OF k1&BTR WEBS: 2x4 OF 111&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS:. 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N O R O O 12 3.00 M ;WW ,M' IM &W M Th�C-Al'OHign �ed ompu�put SPA-TES-FABRIS (M TRUSS SPAN 11'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24,0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06 IIM-4x4 5-06 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-6=(0) 904 6-3=(0) 203 2-3=(-997) 0 6-4=(0) 904 3-4=(-997) 0 4-5=( -51 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 639V -525/ 525H 5.50' 0.68 OF ( 625) 111- 0.0' O/ 639V -525/ 525H 5.50' 0.68 OF ( 625) BRG @ 0'- 0.0' 0.68 DF/ 1.05 HF/ 1.00 SPF BRG @ 11'- 0.0' 0.68 DF/ 1.05 HF/ 1.00 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL = -0.017' @ 5'- 6.0' Allowed = 0.336' MAX OL CREEP DEFL = -0.041' @ 5'- 6.0' Allowed = 0.504' MAX TL CREEP DEFL = -0.058' @ 5'- 6.0' Allowed = 0.504' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.048' MAX HORIZ. LL DEFL = 0.004' @ 10'- 6.5' MAX HORIZ. TL DEFL = 0.012' @ 10'- 6.5' COND. 2: 525.00 LS OA Wi d: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 12 Enclosed, Cat.2, Exp.C, MWFRS, a 3,00 interior zone, load duration factor=1.6, 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 2009 due to maintenance workers -` --- :oncurrent with other live loads. 1.00, i<PL:1 JOB NAME: McFarlane R�§4de Truss: 1'% G DES. BY: AM DATE: 8/26/2013 SEQ.: 5640219 TRANS ID: 377393 C U 5-06 COP 0 11-00 n-0 z 4 � 90 '1'I @ H� away Lot 334 - A23 5-06 Scale: 0.5113 VARNINGS: 1. - udder and eredidn cb ractpr sho Itl p'a'fi'Cvi ad of all General Notes GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual nd yVamings bef sCruEtion mall ce building component. Applicability of design parameters and proper 2. 4 mpression d myst-¢e In where shown *. 3. ddill.nat tempora '_ irlsu}e s ty wring con ion incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at ' Ihel responsibiliry/§plha ereao tli rmanenl bm'd of 4 �`Ls 1 I e o erell slmctur he respods�6�lit a uilding designer. 2• o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(M) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. 1+ should be applied to any �u lit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 1 to ars are complete and al nYouMT.% "� a y loatls greater than 5. Desgn assumes trusses are to be used in a non -corrosive environment. If sig loads be applied to any component. and are for condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. C mp Trus hast@j,pvar aaa" responsibility for the necessary. I rico ion, andling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is famished subject to the limitations set forth by 8. Plates shall be located on both feces of buss, and placed so their center TPIAATCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indiceta size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1-00 V O O Q�tOFi ES1 '9l EXP, 3/31/15 Q - \1ST G2 ENG�N�� P TF GF CA1.UF0�/ VIII i _ ThM2. Med JW.PUt_put _ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON BC LATERAL SUPPORT <= 12'OC. UON OVERHANGS: 12.8' 12.8' Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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. N O u7 O N c+y�O O 12 3.00 C--- TRUSS SPAN 15"- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 Truss: A24 DES. BY , AM DATE: 8/26/2013 S E 0 .: 5640220 TRANS I D : 377393 1-2=( -5) 24 2-6=(-4) 1503 6-3=(0) 190 SPACED 24.0' O.C. 1. This design is.baseo only upon the parameters shown and is for on individual building coADPlicabilay of design parameters and proper incorporation Mn.of mponent 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 length by continuous sheathing such as plywood sheathing(rC) 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 bear ng at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both feces o/ truss, antl placed so (heir center 2-3=(-1618) 0 6-7=(-6) 1514 IIII I 3-4=(-1638) 0 7.4=( 0) 1539 LOADING I II 4-5=( -5) 24 LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF III III DL ON BOTTOM CHORD = 7.0 PSF TPIM?CA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: TC UNIF LL+DL= 10.0 PLF 6'- 1.0' TO 15'- 0.0' V 01- 0.0' 0/ 830V 0/ 1555H 5.50' 0.89 OF ( 625) 10'- 6.5' 0/ 124V -1534/ 1496H 53.50' 0.13 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 0.0' 0/ 834V -1556/ OH 53.50' 0.89 OF ( 625) REQUIREMENTS OF CBC 2010 NOT BEING MET. BRG @ 0'- 0.0' 0.89 OF/ 1.37 HF/ 1.30 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 10'- 6.5' 0.13 OF/ 0.20 HF/ 0.19 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 15'- 0.0' 0.89 OF/ 1.37 HF/ 1.31 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = .0.040' @ 7'- 6.0' Allowed = 0.336' MAX DL CREEP DEFL = -0.096' @ 7'- 6.0' Allowed = 0.504' MAX TL CREEP DEFL = -0.136' @ 7'- 6.0' Allowed = 0.504' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.096' MAX HORIZ. LL DEFL = 0.010' @ 14'- 5.5' MAX HORIZ. TL DEFL = 0.027' @ 14'- 5.5' COND. 2: 1230.00 LBS DRAG LOAD. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 7-06 7 O6 Truss designed for wind loads in the plane of the truss only. 12 M -2.5x4 or equal at non-structural diagonal inlets. a 3.00 Design checked for a 300 lb concentrated top chord M -5X10 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 1-o0 <PL:10100- 12 O��® 90�r)D� 15-00 3-00-05 4-05-11 JOB NAME: McFarlane Re' ienc d�4way Lot 334 - A24 Scale: 0.3898 1-00 O WARN G .ntl GENERAL NOTES, unless otherwise noted Truss: A24 DES. BY , AM DATE: 8/26/2013 S E 0 .: 5640220 TRANS I D : 377393 1. Bu er erection gado hou eStlVlSe of all General Notes an ngs befog 5 di n Q��}^^g0o_e3 2. 2x co pression we ct ust li¢1ns a1 Intl ere shown +. 3. Ad ilio I temporerycing to ins r to i it 'ng construction s t e r�ponsib Ty of the erector. Ad io idi$0 anent bracing of the ver II structure is the responsibilki o u ing designer. 4. No ad t houkl be applied to any comport unti Ser all bracing and fast nert are complete and at no time should any datls greater than des be.epplietl to 5. CompuTrus has no control over antl assumes no responsibility for the fabrication, handling, shipment and installation of components. 8. This design is famished subject to the limitations sal forth by 1. This design is.baseo only upon the parameters shown and is for on individual building coADPlicabilay of design parameters and proper incorporation Mn.of mponent 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 length by continuous sheathing such as plywood sheathing(rC) 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 bear ng at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both feces o/ truss, antl placed so (heir center IIII I it I III III I II I I III VIII III III TPIM?CA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 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 -1088 (MiTek) 1-00 O LUMBER SPECIFICATIONS TC: 2x4 OF 2100F BC: 2x4 OF 91&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N O N O N c7 O O 7-06 12 3.00 1-- TRUSS SPAN 15'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. I'M -4x4 ,4.0" Th ign ed 1�mpui�put SPA ABR IORS (MC CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2.6=(0) 1323 6-3=(0) 291 1-00 <PL:10-00-12 C VL Off® Z DO 90 U) D 15.00 7-06 JOB NAME: McFarlane 2.3=(-1450) 0 6.4=(0) 1323 334 - A25 Scale: 0.3898 3-4=(-1450) 0 4-5=( -5) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS' REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 839V -53/ 53H 5.50' 0.89 OF ( 625) 15'- 0.0' 0/ 839V -53/ 53H 5.50' 0.89 OF ( 625) 2' o.c. and at 10' o.c. respectively unless braced throughout their sheathing(TC) and/or drywall(BC). BRG @ 0'- 0.0' 0.89 DF/ 1.38 HF/ 1.32 SPF the overall s ct re is the responsibility of the.bQil a net. BRG @ 15'- 0.0' 0.89 DF/ 1.38 HF/ 1.32 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 4. Installation of truss is the responsibility of the respective conVactor. MAX LL DEFL = -0.036' @ 7'- 6.0' Allowed = 0.469' MAX OL CREEP DEFL = -0.086' @ 7'- 6.0' Allowed = 0.704' MAX TL CREEP DEFL = -0.121' @ 7'- 6.0' Allowed = 0.704' RECOMMENDED CAMBER (BASED ON DL DEFL= 0.101' MAX HORIZ. LL DEFL = 0.009' @ 14'- 6.5' necessary. 7. Design assumes adequate drainage is provided. MAX HORIZ. TL DEFL = 0.024' @ 14'- 6.5' 6. This design is furnished subject to the limitations set forth by Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, lines coincide iwith joint center lines. interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Design checked for a 300 lb concentrated top chord 7-06 live load per IBC 2009 due to maintenance workers which is non -concurrent withother live loads. 12 a 3.00 1-00 <PL:10-00-12 C VL Off® Z DO 90 U) D 15.00 7-06 JOB NAME: McFarlane Residee --.11:RldiqpLot 334 - A25 Scale: 0.3898 A25 WARNINGS: 1. Builder and re ion contractorSfibuld a I d G neral Notes GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual Truss: and Wamin fore construcrllcomm n �9 2. 2x4 compo: ion weD bmdng hwslIn tat he Csho n t. 3. Additional to po ry bracing t sure stabili n n ruction 9!. 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 length by DES. BY . AM is the respo ibil ty of the erector. Additional aA'0n b ctng of 2' o.c. and at 10' o.c. respectively unless braced throughout their sheathing(TC) and/or drywall(BC). DATE: 8/26/2013 the overall s ct re is the responsibility of the.bQil a net. continuous sheathing such as plywood 3. 2x Impact bddging or lateral bracing required where shown ++ 4. No load sho d b applied to any component.until all all racing and 4. Installation of truss is the responsibility of the respective conVactor. //�� S EQ : 5640221 fasteners are co plate and at no time should any loads gr ter than 5. Design assumes trusses are to be used in a non -corrosive environment. . TRANS I D : 377393 design loads gig irgim 5. CompuTrus has no control over and assumes no responsibility for the and are for dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if lehdcotion, 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 iwith joint center lines. III II II I II I VIII III I I I IIII III III 11111111111111 9. Digits indicate size oplate to inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SPS(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1-00 C M O O Q�OFESS/0\ r ''No.(4o806 EXP. 3/31/15 J t ��i. FSlWc, _,QZ r�c'1% �TFOF CAL�F� V � (III SPAT FABRICATORS laff e fM mpul put M LUMBER SPECIFICATIONS TC: 2x4 OF 2100F BC: 2x4 OF k1&BTR WEBS: 2x4 OF g1&BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 0.0' 12.8' Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 =MiTek MT series O N O N O O O < 7-03 ,12 3.00 0 TRUSS SPAN 14'- 9.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. I IM -4x4 CBC2010/IBC2009MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-1461) 0 1-5=(0) 1355 5-2=(0) 292 2-3=(-1463) 0 5-3=(0) 1355 ..-i 3.4=( -5) 24 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 722V -1060/ 1060H 2.00' 0.77 OF ( 625) 14'- 9.0' 0/ 849V -1060/ 1060H 5.50' 0.91 OF ( 625) 14-09 BRG @ 0'- 0.0' 0.77 OF/ 1.19 HF/ 1.13 SPF BRIG @ 14'- 9.0' 0.91 DF/ 1.40 HF/ 1.33 SPF Z n Opo VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.036' @ 7'- 3.0' Allowed = 0.471' MAX DL CREEP DEFL = •0.087' @ 7'- 3.0' Allowed = 0.706' MAX TL CREEP DEFL = -0.123' @ 7'- 3.0' Allowed = 0.706' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.102' n W MAX HORIZ. 'LL DEFL = 0.010' @ 14'- 3.5' MAX HORIZ. TL DEFL = 0.024' @ 14'- 3.5' JOB NAME: McFarlane COND. 2: 1060.00 LBS DRAG LOAD. 334 - A26scala: 0.429e Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, �OQROFESS/pNq� Truss designed for wind loads 7-06 in the plane of the truss only. GENERAL NOTES, unlessothelwisenoted: 1 This design is based only upon the parameters shown and is for an Individual Design checked for a 300 lb concentrated top chord. 12 live load per IBC 2009 due to maintenance workers a 3.00 which is non -concurrent with other live loads. ca W f 1 ..-i 7-030 7-06 - <PL:10-00-12 14-09 1-00 Z n Opo ZMM n W JOB NAME: McFarlane Resi e ce m d',a Lot 334 - A26scala: 0.429e �OQROFESS/pNq� A26 WARNINGS: -I 1 Builder an a ion u � q }eCl eneral Notes GENERAL NOTES, unlessothelwisenoted: 1 This design is based only upon the parameters shown and is for an Individual Q� p,. JO N ? and Wami gs foe const n encu. ca sa it building component. Applicability of design parameters and proper Truss: - 2. 2x4 comer ssi n web bradn be st 2 s own *. 3: Additional emporery bracin 'ns te�dvur'co struaion inco ration of component is me responsibility of the building designer. Po p° b 9 f1 2. Design assumes the lop and chords be laterally braced at - - DE$ . BY: AM is the res risibility of the er r. Atltl.1. a nt racing of vely u c y o.c. and at 10' o.c. respectively unless braced throughout their length by drywall(BC). � � the overall strubture is the responsibility of 1 bdihl signer. continuous sheathing such as plywood sheathing(TC) and/or 3. 2x Impact bridging or lateral bracing required where shown t NO. 0806 DATE: 9/3/2013 4. No load s uki be applied to any compone nine ere1 bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non -corrosive environment, ..A.. EXP. 3/31/15 y . SEQ.: 5647121 fastenersre�mplete and at no time should n s reater than assumes and are for "dry condition' of use.Q- p TRANS I D : 377982 tlesign Toa s applied to any component. 5. CompuTrus as n t meSnMws ibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. fabrication, handling, shipment and installation of components. 8. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 6. Plates shell be located on both faces of Truss, and placed so their center EN G\ TPI/WrCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. c C T` VIII I II I I I I III VIII III I II I IIII 9. Digits indicate size of plate in inches. �F MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) IIII ThMign ,�ed i mpu�put _ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0' Q D CI] CBC20lO/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 21OOF LOAD DURATION INCREASE = 1.25 1-2= •1461))) 0 1.5= 0 1335 5.2=(0) 292 BC: 2x4 OF 918BTR SPACED 24.0' O.C. 2-3=j-1463) 0 5-3=�0� 1335 WEBS: 2x4 OF g18BTR O-�® 3-4= 5 24 LOADING RD n TC LATERAL SUPPORT - 12'OC. MON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. MON. OL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH JOB NAME: McFarlane TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES OVERHANGS: 0.0' 12.8' 01- 0.0' 0/ 722V -41/ 53H 2.00' 0.77 OF ( 625 A27 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 9.0' 0/ 849V -41/ 53H 5.50' 0.91 OF ( 625 •• For hanger specs. - See approved plans REQUIREMENTS OF CBC 2010 NOT BEING MET. incorporation of component is the responsibility of the building designer. 2. Design bottom to be laterally braced at O• Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP m .� BRG @ 0'- 0.0' 0.77 OF/ 1.19 HFI 1.13 SPF BRG @ 14'- 9.0' 0.91 DF/ 1.40 HF/ 1.33 SPF CC,CN C18,CN18 for no prefix CN CS,M18HS, 16 = MiTek M =CompuTrus, Inc series AND BOTTOM.,CHORO LIVE LOADS ACT NON -CONCURRENTLY. ..A.. EXP. 3/31/15 - SEQ. : 5647122 lastene ar.- complete and at no time should Ioa s greater than assumes trusses are to be used a non -Corrosive environment, and am for "dry condition' of use. 7i �l VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 TRANS ID: 377982 design ad be applied to any component, 5. Compu onsibilityforlhe e. Design assumes full bearing at all supports Shown. Shim or wedge if necessary. / iL5 3l�Q /� It _\v MAX LL DEFL = -0.036' @ 7'- 3.0' Allowed = 0.471' fabrication, handlin shipment and installation of components. s P 8. This design is furnished subject to the limitations set forth by 7. Designassumescaedone othfaceisprovided. 9. Plates shall be located on both tacos of truss, and placed so their center S ENG MAX OL CREEP DEFL = -0.087' @ 7'- 3.0' Allowed = 0.706' TPtM?CA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. r MAX TL CREEP DEFL = -0.123' @ 7'- 3.0' Allowed = 0.706' (IIII II I I III I I VIII I I I III I III IIII 9. Digits sic con size plate in inches. ` OF CAUF� RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.102' MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) p MAX HORIZ. LL DEFL = 0.009' @ 14'. 3.5' MAX HORIZ. TL DEFL = 0.024' @ 14'- 3.5' - Wind: 85 mph, h=15ft TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat. Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for,wind loads in the plane of the truss only. 7-03 7-06 Design checked for a 300 lb concentrated top chord e load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 12 3.00 0 0 3.00 IIM-4x4 ' 0 0 N O N O O[ O - co O O Q D CI] 7-06 M 7=03 -- <PL:10-00-1255 14-09 1-00 O-�® RD n Z cl) JOB NAME: McFarlane Res id�ncezgi�e y Lot 334 -- A27 Sale: 0.4511 Q�oFEss/oro !!'' A27 WARNING '''{ 1 Builder and erection cont 51 dbe�a d �se of II General Notes and W minis before const r n mme ce GENERAL NOTES, unless otherwise noted: 1 This design is based Only upon the parameters Shown and s for an indiv tlual building component. Applicability of design parameters and proper QvO p„ JO (7 Truss: 2. 2x4 co pre sion web br r[iusl 1 II w er shown +. od' incorporation of component is the responsibility of the building designer. 2. Design bottom to be laterally braced at O• - DES. BY: AM 3. Adt al t mporary bra to re 'lit r ring construction is mer s sibilit of Ih dor. Atldi I e n nt bracing of Ira Y p r�P 9 the ov all tructure is the responsibility It b�tPpin designer. assumes the top and chords 2' o.c. and at 10' o.c, respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact ++ w d' NO. 0806 m .� DATE: 9/3/2013 4. No loo should be applied to any compon+Tf)ti n r all bracing and bridging or lateral bracing required where shown 4. Installation of truss is the responsibility of the respective contractor. 5. Design in ..A.. EXP. 3/31/15 SEQ. : 5647122 lastene ar.- complete and at no time should Ioa s greater than assumes trusses are to be used a non -Corrosive environment, and am for "dry condition' of use. 7i �l TRANS ID: 377982 design ad be applied to any component, 5. Compu onsibilityforlhe e. Design assumes full bearing at all supports Shown. Shim or wedge if necessary. / iL5 3l�Q /� It _\v fabrication, handlin shipment and installation of components. s P 8. This design is furnished subject to the limitations set forth by 7. Designassumescaedone othfaceisprovided. 9. Plates shall be located on both tacos of truss, and placed so their center S ENG TPtM?CA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. r (IIII II I I III I I VIII I I I III I III IIII 9. Digits sic con size plate in inches. ` OF CAUF� MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) p LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 0.0' 12.8' - For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek IT series vlM 6-05-13 M -2x4 -M '_ Th�ign �ed 0WMPUMput M SPATES FABRICATORS (MC) TRUSS SPAN 14'- 4.0' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-10-03 12 a 3.00 Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, :at.2, Exp.C, MWFRS, )ne, load duration factor=1.6, 3ned for wind loads 1e of the truss only. for a 300 lb concentrated top chord 3C 2009 due to maintenance workers ncurrent with other live loads. 0.03-08 I. <PL:10-00-12 JOB NAME: McFarlane Resi Truss: G DES. BY: AM DATE: 8/26/2013 SEQ.: 5640224 TRANS ID: 377393 WARNINGS: 1. Builder an and Wami 2. 2x4 comp 3. Additions is the res the over 4. No load s fasteners ® VJ CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -138) 126 5-6=(0) 1412 1-5=( -220) -0 OT O n 2-3=(-1535) 0 6.3=(0) 1418 5-2=(-1489) 0 ence cM�Yde,auu'a 3-4=( -5) 24 2.6=( 0) 281 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 707V -400/ 400H 1.50' 0.75 OF ( 625) 14'- 4.0' O/ 822V -400/ 400H 5.50' 0.88 OF ( 625) BRG @ 0'- 0.0' 0.75 DF/ 1.16 HF/ 1.11 SPF BRG @ 14'- 4.0' 0.88 OF/ 1.35 HF/ 1.29 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.035' @ 61- 7.5' Allowed = 0.458' MAX OL CREEP DEFL = -0.080' @ 6'- 7.5' Allowed = 0.688' MAX TL CREEP DEFL = -0.116' @ 6'- 7.5' Allowed = 0.688' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.080' MAXHORIZ. LL DEFL = 0.010' @ 13'- 10.5' MAX - HORIZ. TL DEFL = 0.024' @ 13'- 10.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, :at.2, Exp.C, MWFRS, )ne, load duration factor=1.6, 3ned for wind loads 1e of the truss only. for a 300 lb concentrated top chord 3C 2009 due to maintenance workers ncurrent with other live loads. 0.03-08 I. <PL:10-00-12 JOB NAME: McFarlane Resi Truss: G DES. BY: AM DATE: 8/26/2013 SEQ.: 5640224 TRANS ID: 377393 WARNINGS: 1. Builder an and Wami 2. 2x4 comp 3. Additions is the res the over 4. No load s fasteners ® VJ 6-04-01� r_- 0 OT O n z) ca D ence cM�Yde,auu'a Z11, e Uion contraCI.�hpUte ad gs efom const Ui nj1c`'obm a ce �� Ssi n web bractn0�1us ins where S em mry bracing4o Insure sta i during cc nsi ility of the erector. Add, to erm"'dR�nt st are is the responsibility ofM1� bu��9 ul be applied to any compon0'nt unti err re replete and at no time should any loads 7-08-07 14-04 1-00 Lot 334 - A28 Scale: 0.4748 GENERAL NOTES, unless otherwise noted: eneral Notes 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper own *. Incorporation of component is the responsibility of the building designer. stmction 2• Design assumes the top and bottom chords to be laterally braced at ractn of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 9 continuous sheathing such as plywootl sheathing(TC) endlor tlrywall(BC). signer. 3. 2x Impact bridging or lateral bra required where shown ++ I bracing and 4. Installation of truss is the responsibility of the respective contractor. reater than 5. Design assumes trusses are to be used in a non -corrosive environment• design loo s applied o any component.. and an: 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. P Po 7. Design assumes adequate drainage is provided. 8. 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/WrCA 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 7.6.4-SPS(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) O O QIkOFESS/O\ EXP. 3/31/15 Q- \rST SN GA �P TF OF CAUFG(�/ IIIIIIIIIIIIII TPMWig11 ed rnofnp.i ,Put i SP T S FABRI S (M LUMBER SPECIFICATIONS MAX VERT MAX HORZ TRUSS SPAN 5'- 11.5' LOCATIONS TC: 2x4 OF kt&BTR SIZE INCHES (SPECIES) LOAD DURATION INCREASE = 1.25 (Non -Rep) 5.50' 0.60 OF ( 625) 8C: 2x6 OF SS 0/ 1503V -100/ 10011 SPACED 24.0' O.C. BRG @ 0'- 0.0' WEBS: 2x4 OF q1&BTR BRG @ 5'- 11.5' 0.80 OF/ 1.24 HF/ 1.18 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LOADING 3'- 1.1' Allowed = 0.270' MAX TC LATERAL SUPPORT - 12'OC. JON. 3'- 1.6' Allowed = 0.261' ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 5'- 11.5' V BC LATERAL SUPPORT - 12'OC. JON. ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 5'- 11.5' V ADDL: BC UNIF LL( 178.3)+DL( 267.4)= 445.7 PLF 1'- 4.8' TO 5'- 11•.5' V *' For hanger specs. - See approved plans ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 5'- 11.5' V Connector plate prefix designators: ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 5'- 11.5' V C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek UT series REQUIREMENTS OF CBC 2010 NOT BEING MET. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9' oc in 1 rows) throughout 2x4 top chords, 5-11-08 9' oc in 2 row(s) throng out 2x6 bottom chords 9' oc in 1 row(s) throug out 2x4 webs. 12 3.00 0 C M -2x4 4 5 -11 -OW <PL:10-00-12 m -n C o>o� o O 0�F� JOB NAME: McFarlane Residefrce Truss: h Ac. I DES. BY: AM DATE: 9/3/2013 SEQ.: 5647123 TRANS ID: 377982 Lot 334 - A29 WARNINGS: ��rr 1. Builder a e Bion coniraCfbT6 u 'se`I all one. Notes and N/ern gs fon: const ep�,s. �� 2. 2x4 comp ss n web brad u6!sh;uld stal0tl whew sown +. 3. Addition: to rary bradn unsureap3ty d lig swdion Is the res on bility of the erector. AddermanEn brad no of the over sir lure is the responsibiliof uildi g esigner. 4. No load out be applied to any comnen unti er II bracing and fasteners re mplele and at no time a oad greater than design to Sbe-apphaddoaey, mipp 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. S. This design is furnished subject to the limitations set 10 by TPI/WrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E COC20101IBC2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1-2=(-88) 68 1-3=(-88) 108 2-3=(-252) 54 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS• REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1126V -100/ 10011 5.50' 0.60 OF ( 625) 5'- 11.5' 0/ 1503V -100/ 10011 2.00' 0.80 OF ( 625) BRG @ 0'- 0.0' 0.60 DF/ 0.93 HF/ 0.88 SPF BRG @ 5'- 11.5' 0.80 OF/ 1.24 HF/ 1.18 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.050' @ 3'- 1.1' Allowed = 0.270' MAX BC PANEL TL DEFL = -0.079' @ 3'- 1.6' Allowed = 0.261' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.048' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = -0.000' @ 0'- 5.5' Scale: 0.6251 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 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 (MTek) Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. o?,OFESS/0\ EXP. 3/31/15 oQ" OF CAUFO� LUMBER SPECIFICATIONS TC: 2x4 OF 0188111 BC:2x4 OF k18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 0.0' - For hanger specs. - See approved plans Connectorpplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek M series 12 3.00 0 TRUSS SPAN 5'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-11-08 M -2x4 _ Th�ign �ed �Ofnpu�put i SPATES FABRICATORS (MC) CBC2010/.IBC2009 MAX MEMBER FORCES 4WR/GDFICq=1.00 1-2=( -5) 24 2-4=(•43) 19 3.4=(•245) 0 M M "11 r PL:10-0�1 2.3= •83 19 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' 0/ 446V -49/ 33H 5.50' 0.48 OF 6251 5'- 11.5' 0/ 284V •49/ 33H 1.50' 0.30 OF 625 1 BRG @ 0'- 0.0' 0.48 DF/ 0.73 HF/ 0.70 SPF n�0 �_ BRG @ 5'- 11.5' 0.30 DF/ 0.47 HF/ 0.45 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' 0 90 n MAX OL DEFL = •0.001' @ -1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.059' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' This truss does not include any time dependent �0 T deformation for long term load>ng (creep) in the total load deflection. The building designer shall verify that this Parameter.fi s with the intended use of this component. Wind: 85mph, h=15ft TCDL=13.8,BCDL=4.2, ASCE 7-05, JOB Enclosed, Cat./1 Exp.C, MWFRS, Resid nce ��i , aq y Lot interior zone, load duration factor=1.6, oFESS/0 Hq� Truss designed for wind loads in the plane of the truss only. o Design checked for a 300 lb concentrated top chord live loadper IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 0 GENERAL NOTES, unless upon the noted: 1. This design is based only upon Ina parameters shown and is for an individual 1-00 5-11-08 M M "11 r PL:10-0�1 n�0 �_ 0 90 n �0 T JOB NAME: McFarlane Resid nce ��i , aq y Lot 334 - A30�QEz Scale: 0.6755 oFESS/0 Hq� we A30 WARNINGS: �r�t� 1. Builder a tl e lion conlre®0 s ou beradvis�al General Moles GENERAL NOTES, unless upon the noted: 1. This design is based only upon Ina parameters shown and is for an individual p„ JO �`- A, Truss: and We ng before const^S�ton comms. 2. 2x4 com ss on web braciff'I usl be in s�l N d wne� own +. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. y 2 - 3. Additiona le Tory bracing to insure stab tl nstruction 2. Design assumes the top and bottom chords to be laterally braced at . .. DES. BY AM is the res ons bility of the erector. Additions rrn bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). NO. 0806 DATE • 9/3/2013 the overa st cture is the responsibility or Ina building esigner. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5647124 4. No toad s ou be applied to a II bracing and fasteners lean at no lime should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, A EXP. 3/31/15 7: TRANS I D : 377982 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are lor'drycondition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. G /� v fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. S.Plates shall be located on both faces of truss, and placed so their center EN GAN Q. \ TPI/WfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. c c qT` O III I II III I I VIII I I I I I I I II IIII 9. Digits indicate size of plate in inches. OF L`AL`` MiTek USA, Inc./CompuTrus Software 7.6.4-SPS(1 Q -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VIII ! S _ ThMign �ed 1 ompu�put _ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF k188TR BC: 2x4 OF g18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 12.8' 0.0' Connector plateprefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 9,M20HS,M18HS,M16 = MiTek MT series 12 3.00 C --- TRUSS SPAN 5'• 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIRENENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-11-08 M -2x4 CBC20IO/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2-4=(-495) 501 3-4=(-247) 0 2-3=(-284) 277 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 444V -500/ 500H 5.50' 0.47 OF ( 625) 5'- 11.5' 0/ 286V -500/ 500H 1.50' 0.11 OF (1782) BRG @ 0'- 0.0' 0.47 DF/ 0.73 HF/ 0.70 SPF BRG @ 5'- 11.5' 0.30 DF/ 0.47 HF/ 0.45 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ -1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.059' MAX HORIZ. LL DEFL = 0.003' @ 0'- 5.5' MAX HORIZ. TL DEFL = -0.003' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. COND. : 500.00 LBS DRAG LOAD. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, . o interior zone, load duration factor=1.6, o Truss designed for wind loads o) in the plane of the truss only. 0 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 1-00D. 5-11-08 4 L:10-QO-12 C >PL:10-04-04 d T Z O 'T1 0-0 90 JOB NAME: McFarlane Re i�enc - Ffif' ay Lot 334 - A31 Scale: 0.6733 COQ\kOFESS/pN9l WARNIN I a uttl a f all General Notes 1. 6ui r a d erection coRIO GENERAL NOTES, edunless onlyotherwise noted: 1. This design is based only upon the parameters shown and is for an individual JO A I Truss: A31 and ings before co noes 2. 2x4 ssion web bp�as1 Ir�J, d It re shown +. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. � 2 m DES. BY : AM Td F,k 3. Adtlit na tempomry br ur bilis d n g construction yam+ s lh res nsiDiilly of the erector. Atltl ' naPpe in ens Dradng of is 1 it designer. 2. Design assumes the top and bond m chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced Throughout (heir length by continuous sheathingsuch as plywood sheathing(TC) vM and/dr drywen(ec). ++ W N0. 0806 DATE • 9 / 3 / 2013 the o era structure the responsibiliyf no 3. 2x Impact bridging or lateral bracing required where shown SEQ. : 5647125 ,4. Nolo d s ouW be applietl to any compone nlil a of all Dradng and taste rs ¢re complete and at no time should an I ds greater than 4. Installation of truss is the responsibility o(lhe respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, 1. EXP. 3/31/15 7i TRANS I D : 377982 desig 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. �G fabrication, handling, shipment and installation of components. S. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center sENG\ in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. c C VIII II II II I II I IIII I I I III I I IN 111111111111111111111111 9. Digits indicate size of plate in inches. OF cAUF�� MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MiTek 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII _ Th-ign Med fWlnpui-put M SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 00 0 to 0 v o 0 12 3.00 v 8-10-00 HIP SETBACK 4-00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 4"- 0.0' V TC UNIF LL( 60.0)+DL( 69.0)= 129.0 PLF 4'- 0.0' TO 4'- 10.0' V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 4'- 10.0' TO 8'- 10.0' V BC UNIF LL( 0.0)+DL( 21.0)= 21.0 PLF 0'- 0.0' TO 8'-.10.0' V TC CONIC LL( 80.0)+DL( 92.0)= 172.0 LBS @ 4'- 0.0' TC CONC LL( 80.0)+DL( 92.0)= 172.0 LBS @ 4'- 10.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3 11-11 0.10-10 3-11-11 172# 1172# M -4x6 � M -6x6 CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -5) 24 2- 7=(0) 1748 7. 3=( -6) 95 2- 3=(-1833) 0 7- 8=(0) 1738 7- 4=(-112) 131 3- 4=(-1748) 0 8- 5=(0) 1744 4- 8=( 0) 92 4- 5=(-1828) 0 5. 6=1 -51 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 752V -41/ 41H 5.50' 0.80 OF ( 625) 8'- 10.0' 0/ 752V -41/ 41H 5.50' 0.80 OF ( 625) I I III BRG @ 0'- 0.0' 0.80 DF/ 1.24 HF/ 1.18 SPF 1111111111 BRG @ 8'- 10.0' 0.80 DF/ 1.24 HF/ 1.18 SPF Jill VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.035' @ 4'- 10.0' Allowed = 0.264' TPI/WTCA in BCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MAX DL CREEP DEFL = -0.074' @ 4'- 10.0' Allowed = 0.396' MAX TL CREEP DEFL = -0.109' @ 4'- 10.0' Allowed = 0.396' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.074' MAX HORIZ. LL DEFL = 0.007' @ 8'- 4.5' MAX HORIZ. TL DEFL = 0.018' @ 8'- 4.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 12 Enclosed, Cat.2, Exp.C, MWFRS, a 3.00 interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 3 -OS I_�I � 1-00 < IL410-00-12 C n� o -n 8-10 3-03-04 JOB NAME: McFarlane Resi ence Q1);R d.Leaw,y Lot 334 - A32 Scale: 0.5319 TC lJ$$: A32 DES. BY AM DATE' 8/26/2013 SEQ. : 5640228 TRANS ID: 377393 cQ lamd ' Builder aion contrecyy,,r orltl be �v s of II enerel Notes and Wamfo 6 constryDnp erro . 2. 2x4 compweb bredn� riju t ns(gged ere 5 own +. 3. Adtlitionaly bracin o n ur tabili d co straaion2. isthe resity of the a r. dd1 o 11 an? l racing of WARNINGS:Lshipment the overere s the re of buten d s goer.3.2x load se applied t earn n ntfl a��fi //'' a Ibracing and fastenersplete and at no time shoulGn tQs realer than design fopplied to any component 5. Compu7ro control over and assumes no r€ipon ibilhy for the fabricatioin shi men/ and installation of com encs. 0. P Po 6. This desi"flet by GENERAL NOTES, unless upon se noted1. t. This tlesign is basetl only upon the parameters shown and is for an individual building component. Applicability of des gn parameters end proper incorporation Of component is the responsibility of the builtling designer. Design assumes the top and bottom chords to be laterally braced at 2'o.c. and at 10'o.a. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). Impact britlging or lateral bracing required where shown +o 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 al 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 II II I I I I I III III 1111111111 Jill IIII TPI/WTCA in BCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 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 -1088 (MiTek) 1-00 QFtOFi E U 4 EXP. 3/31/15 \ENG�N� �\P F OF cAuFG�/ IIII ' SM 334 - A33 Scale: 0.5444 WARNINGS: / iii Thigned 1fompu>�put _ A33 1. Builder an areion contractors I a se fall neral Notes 1. This design is based only upon the parameters shown and is for an individual Truss: end Warni s fore censlru nPen�es� 2. 2x4 cempr sio web brecing�n 5std8ed where sh wn ..incorpomlion building component. Applicability of tlesign parameters antl proper of wmponenl is the responsibility of the building tlesigner. SP ABRI A ORS (MC LUMBER SPECIFICATIONS 2. Design assumes the top antl bottom chords to be laterally braced at 2' o.c. antl at 10' o.c. respectively unless braced throughout their length by TRUSS SPAN 8'- 10.0' is the res sib ity of the ere ona 1 ring of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). CBC2010/IBC2009 MAX MEMBER FORCES 4WH/GDF/Cq=1.00 TO: 2x4 OF #1&BTR 3. 2x Impact bridging or lateral bracing required where shown ++ LOAD DURATION INCREASE = 1.25 4. No load sh ld be applied to any componen u til e�all racing and m fasteners at co�plete antl at no time shoulC any Dads g ater than 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. 1.2=( -5) 24 2.6=(0) 676 6-3=(0) 155 BC: 2x4 OF #1&BTR 6. Design assumes full bearing at all supports shown. Shim or wedge if SPACED 24.0' O.C. 5. CompuTrus over antl assumes no responsibility necessary. 2.3=(-752) 0 6-4=(0) 676 WEBS: 2x4 OF #1&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 3-4=(-752) 0 TPI/VJfCA in BCS(, copies of which will be furnished upon request. lines coincide with joint center lines. LOADING 9. Digits indicate size of plate in inches. -4.5=( -5) 24 TC LATERAL SUPPORT <= 12'OC. UON. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH OVERHANGS: 12.8' 12.8' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 531V -38/ 38H 5.50' 0.57 OF ( 625) Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. 81- 10.0' 0/ 531V -38/ 38H 5.50' 0.57 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 01- 0.0' 0.57 DF/ 0.87 HF/ 0.83 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 8'- 10.0' 0.57 DF/ 0.87 HF/ 0.83 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.010' @ 4'- 5.0' Allowed = 0.264' MAX OL CREEP DEFL = -0.023' @ 4'- 5.0' Allowed = 0.396' MAX TL CREEP DEFL = -0.033' @ 4'- 5.0' Allowed = 0.396' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.028' MAX HORIZ. LL DEFL = 0.003' @' 8'- 4.5' 4-05 4-05 MAX HORIZ. TL DEFL = 0.007' @ 8'- 4.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, 12 12 Enclosed, Cat.2, Exp.C, MWFRS, 3.00 v v 3,00 interior zone, load duration factor=l.6, 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 2009 due to maintenance workers IIM-4x4 which is non -concurrent with other live loads. v 0 v 71 M 0 1-00 Pk :10 0 12� c)0 o 90 071 zm�. 8-10 4-05 JOB NAME: McFarlane Resi eWce - WiTe a Lot 334 - A33 Scale: 0.5444 WARNINGS: / iii GENERAL NOTES, unless otherwise noted A33 1. Builder an areion contractors I a se fall neral Notes 1. This design is based only upon the parameters shown and is for an individual Truss: end Warni s fore censlru nPen�es� 2. 2x4 cempr sio web brecing�n 5std8ed where sh wn ..incorpomlion building component. Applicability of tlesign parameters antl proper of wmponenl is the responsibility of the building tlesigner. DES. BY: AM 3. Additional l mp rary bracing Z.sab, urin- n (ruction �7' 2. Design assumes the top antl bottom chords to be laterally braced at 2' o.c. antl at 10' o.c. respectively unless braced throughout their length by is the res sib ity of the ere ona 1 ring of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 8/26/2013 the overall uc re is the responsibility of the uil QQde igner. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5640229 4. No load sh ld be applied to any componen u til e�all racing and m fasteners at co�plete antl at no time shoulC any Dads g ater than 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. TRANS I D : 377393 Design be pplied to an ce hasf for the 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus over antl assumes no responsibility 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/VJfCA in BCS(, copies of which will be furnished upon request. lines coincide with joint center lines. IIII II I II III IIII II I I III I I I I IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1-00 v �o 0 Q�OFESS/p\ �1 '9l No.(�0 'o6 'A'* EXP.3l31,115 \tsJi. ENS% 9TF OFIRF CA LUMBER SPECIFICATIONS TC: 2x4 OF A18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 8'- 10.0' LOAD DURATIONINCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-05 12 3.00 v IIM-4x4 34.01.1 I I I ti o v t,:) - - I C? -- 0 6 M -3x4 M -2x4 W G I 1-00 <F 10-00-t2'i oi1 m Cl) (f) -n <m� 8-10 _ Th ign �edolnpu�put M SPABRICATORS (MM 4-05 M -3x4 JOB NAME: McFarlane CBC20lO/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 334 - A34 1.2=( -5) 24 2-6=(0) 676 6.3=(0) 155 2-3=(-752) 0 6.4=(0) 676 3-4=(-752) 0 GENERAL NOTES, unless otherwise the is for individual 4.5=( -5) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 531V -400/ 400H 5.50' 0.57 OF ( 625) 8'- 10.0' 0/ 531V -400/ 400H 5.50' 0.57 OF ( 625) DES. BY: AM BRG @ 0'- 0.0' 0.57 OF/ 0.87 HF/ 0.83 SPF 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). BRG @ 8'- 10.0' 0.57 OF/ 0.87 HF/ 0.83 SPF the overall stru r wing designer. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 SEQ. : 5640230 MAX LL DEFL = -0.010' @ 4'- 5.0' Allowed = 0.264' 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive envlronmenl, MAX DL CREEP DEFL = -0.023' @ 4'- 5.0' Allowed = 0.396' design loads be applied to any component. has for MAX TL CREEP DEFL = -0.033' @ 4'- 5.0' Allowed = 0.396' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.028' necossa . ry. MAX HORIZ. LL DEFL = 0.003' @ 8'- 4.5', 4-05 MAX HORIZ. TL DEFL = 0.007' @ 8'- 4.5' COND. 2: 400.00 LBS DRAG LOAD. 12 a 3.00 Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, TPIM/ICA in SCSI, copies of which will be furnished upon request Enclosed, Cat.2, Exp.C, MWFRS, IIII II I I III I I VIII I III III IIII IIII interior zone, load duration factor=1.6, 9. Digits indicate size of plate in inches. Truss designed for wind loads MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 4-05 M -3x4 JOB NAME: McFarlane Reside e - Wrde �r Lot 334 - A34 Scale: 0.5444 %A34 WARNINGS: i1i'1i'1 GENERAL NOTES, unless otherwise the is for individual 1. Builder and em io contractor sla De advisCq.gl a I��te I Notes UU 1 parameters shown and an 1. This design is based only upon para building Applicability design and Truss: and Warnings to construction commences. component. of parameters proper incorporation of component is the responsibility of the building designer. 2. 2x4 compressio we bracing must be in tailed wlt>�re s n 3. Additional tem bracing to insure stability dbring nslm ion 2. Design assumes the lop and bottom chords to be laterally bracetl at DES. BY: AM is the res nsibl of the erector. Atltlitianal a man of Po fy P 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 8/26/2013 the overall stru r wing designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5640230 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 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive envlronmenl, I TRANSD : 377393 design loads be applied to any component. has for and are for *dry condition- of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility the necossa . ry. fabrication, hantllin Shipment and Installation of components. 8. p Po . Design assumes adequate drainage is provitled. 8. This design is furnished subject to the limitations set forth by a. Plates shell be located onon Doth faces of truss, and placed so their center TPIM/ICA in SCSI, copies of which will be furnished upon request lines coincidewith joint center lines. IIII II I I III I I VIII I III III IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1088 (MiTek) 1-00 x v �o 0 Q �OFESS/p\ rr1� 40. 0806 Q- SjENG1N� �\P qrF OF ALlif C III i 111Th ign �ed Inpu�put SP T ABRICATORS (MC LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR 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 OVERHANGS: 12.8' 12.8' Connector plateprefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 00 0 0 O N ` f7 O O 12-10.00 HIP SETBACK 6.00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 6'- 0.0' V TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0' TO 6'- 10.0' V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 6'- 10.0- TO 12'- 10.0' V BC UNIF LL( 0.0)+DL( 68.0)= 68.0 PLF 0'- 0.0' TO 12'- 10.0' V TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 0.0' TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 10.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-10-10 5-11-11 5-11-11 12 j430# 4430# 3.00 C--- M -4x12 wzM-8x8 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -5) 24 2- 7=(0) 4138 7- 3=( 0) 337 2- 3=(-4312) 0 7. 8=(0) 4111 7- 4=(-89) 143 3. 4=(-4138) 0 8- 5=(0) 4142 4- 8=( 0) 329 4. 5=(-4316) 0 5- 6=( -5) 24 BEARINGMAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 1543V -56/ 56H 5.50' 1.65 OF ( 625) 12'- 10.0' 0/ 1543V -56/ 56H 5.50' 1.65 OF ( 625) BRG @ 0'- 0.0' 1.65 OF/ 2.54 HF/ 2.42 SPF BRG @ 12'- 10.0' 1.65 OF/ 2.54 HF/ 2.42 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 JOB NAME: McFarlane MAX LL DEFL = -0.106' @ 6'- 10.0' Allowed = 0.397' MAX DL CREEP DEFL = -0.284' @ 6'- 10.0' Allowed = 0.596' MAX TL CREEP DEFL = -0.390' @ 6'- 10.0' Allowed = 0.596' WARN GS " 1 Buil er nd erection cWfa o s ou cased of all General Notes RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.284' �Q� p,. JO A Truss: A35 MAX HORIZ. LL DEFL = 0.022' @ 12'- 4.5' building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. GO MAX HORIZ. TL DEFL = 0.063' @ 12'- 4.5' 3. Ad ion 1 temporary b ng to ins14tal.'W", u ng construction is t re ponsibilily of the erector. Aret nand bracing of 2• Design assumes the top and be anchords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, No. 0806 8/26/2013 interior zone, load duration factor=1.6, 3. 2x Impact bridging or lateral bracing required where shown ++ Truss designed for wind loads 4. No 1atl houW De applietl to any cneitil Ser all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non-cortosive environment, in the plane of the truss only. SEQ. : 5640231 12 Design checked for a 300 lb concentrated top chord a 3.00 live load per IBC 2009 due to maintenance workers 6. Design assun es full bearing at all supports shown. Shim or wedge if necessary. which is non -concurrent with other live loads. con n 5_ (_ 2-09-12 4-11-04 O 1-00 <PL:14 07-00 _Z 12-10 -- 1-00 ® 90 Z JOB NAME: McFarlane Re i�enci - 1 .e way Lot 334 - A35 Scale: 0.4367 f•OQROFESS/pNq� WARN GS " 1 Buil er nd erection cWfa o s ou cased of all General Notes GENERAL NOTES, unless otherwise noted: 1 This design is based only upon the parameters shown and is for an indiv tlual �Q� p,. JO A Truss: A35 antl in gs before �r�eerryys5t io e 2. 2x4 rassion webbr�d st befil5w ere shown +. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. GO DES. BY : AM 3. Ad ion 1 temporary b ng to ins14tal.'W", u ng construction is t re ponsibilily of the erector. Aret nand bracing of 2• Design assumes the top and be anchords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by LU m �DATE continuous sheathingsuch as plywood sheathing(TC) and/or dryall(BC). No. 0806 8/26/2013 the ver II structure is the responsi of4 ui ing designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No 1atl houW De applietl to any cneitil Ser all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non-cortosive environment, .A. EXP. 3J31J15. K SEQ. : 5640231 fast ne are complete and at no time should any ends greater than assumes and am for "dry condition' of use.Q- TRAN S I D : 377393 desi aJA. "be.apoe 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assun es full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 8. This design is furnished subject to the limitations sal forth by 7. Design assumes adequate drainage fcis provided. 8. Plates shall be located on both feces of truss, and so their center \NV SFN G �P placed lines lines. c T` III I II I II I I I I IIID I III I II I II III TPI/WfCA in BCSI, copies of which will be furnished upon request. coincidewith joint center 9. Digits indicate size of plate in inches. O OF L`AL1`c MiTek USA, Inc./CoftlpuTnls Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III ' i - Th ign Wed f�MPUi Put M SPAT AEIRI ATORS (MC LUMBER SPECIFICATIONS TC: 2x4 OF p1&BTR BC: 2x4 OF qt&BTR WEBS: 2x4 OF qt&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 12'- 10.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 12'- 10.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-05 IIM-4x4 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-6=(0) 1363 6.3=(0) 390 2-3=(-1482) 0 6-4=(0) 1363 3.4=(-1482) 0 4.5=( -5) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 859V -48/ 48H 5.50' 0.92 OF ( 625) 12'- 10.0' 0/ 859V -48/ 48H 5.50' 0.92 DF ( 625) BRG @ 0'- 0.0' 0.92 DF/ 1.41 HF/ 1.35 SPF WARNINGS: General Notes 1. Builder a d e lion Contr s ou ti a&iJ BRG @ 12'- 10.0' 0.92 DF/ 1.41.HF/ 1.35 SPF Truss: VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. MAX LL DEFL = -0.025' @ 6'- 5.0' Allowed = 0.397' 2. 2x4 w ss�on web brad ust be inown +. 3. Addition temporary bradng to insure sla nslrudion MAX OL CREEP DEFL = -0.083' @ 6'- 5.0' Allowed = 0.596' MAX TL CREEP DEFL = -0.108' @ 6'- 5.0' Allowed = 0.596' Continuous sheathing such as plywood sheathing(rC) and/or dryall(BC). RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.086' the oven st !Icure is the responsibility of theesigner. Z MAX HORIZ. LL DEFL = 0.006' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.021' @ 12'- 4.5' 4. Installation o(Iruss is the responsibility or the respective wntrsdor. Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, fasteners recompete as u agreater Than Enclosed, Cat.2, Exp.C, MWFRS, TRANS I D : 377393 interior zone, load duration factor=1.6, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if Truss designed for wind loads 6-05 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 12 live load per IBC 2009 due to maintenance workers a 3.00 which is non -concurrent with other live loads. C®� 1-00 <PL: 1 4t 0 -00 o -n I U) 03 0 12-10 6-05 JOB NAME: McFarlane Resid � nce �cqifd) fa�iu y Lot 334 - A36 Scale: 0.4367 A36 WARNINGS: General Notes 1. Builder a d e lion Contr s ou ti a&iJ GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual Truss: - and Wa ing${ before const o m¢¢¢¢��H�PPPPs building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. DES. BY: AM 2. 2x4 w ss�on web brad ust be inown +. 3. Addition temporary bradng to insure sla nslrudion 2. Design assumes the top end bottom chords to be laterally braced at 2' o.c. antl at 10' o.c, respectively unless orated mroughout their IengtD by s the res ns bili) o(tha erodor. Addis o bradn of Y 9 Continuous sheathing such as plywood sheathing(rC) and/or dryall(BC). DATE- 8/26/2013 the oven st !Icure is the responsibility of theesigner. Z 3. 2x Impact bridging or lateral bradng required where shown ++ 4. No load s 0 De applied to any Component uII bradng antl 4. Installation o(Iruss is the responsibility or the respective wntrsdor. $EQ.: 5640232 fasteners recompete as u agreater Than 5. Design assumes trusses are to be used in a non Co osive env ronment, TRANS I D : 377393 design loads be applied to any component. has for and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if 5. CompuTrus no Control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of wmponents. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces obuss, and placed so their center TPiMrrCA In BCSI, espies of which will be furnished upon request. lines Coincide with joint center lines. I IIII II I I III I I VIII I III I III III IIII 9. Digits indicate size of plate In inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic Connector plate design values see ESR -1311, ESR -1988 (MiTek) 1-00 O "I III r _I a ThWaign �ed 1MOMPU�Put M SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 12-10.00 HIP SETBACK 6.00-00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -5) 24 2- 7=(0) 3504 7- 3=( -18) 221 2x6 OF SS T2 _ 2- 3=(-3659) 0 7. 8=(0) 3490 7. 4=(-297) 322 BC: 2x4 OF g18BTR LOADING 3. 4=(-3504) 0 8- 5=(0) 3501 4- 8=( 0) 174 WEBS: 2x4 OF g188TR TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'. 0.0' TO 6'- 0.0' V 4- 5=(-3656) 0 TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0' TO 61• 10.0' V 5. 6=( -5) 24 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 6'- 10.0' TO 121- 10.0' V BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0' TO 121- 10.0' V BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG LENGTH TC CONC LL(' 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) NOTE: 2x4 BRACING AT 24'OC LION FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 10.0' 01- 0.0' OI 1286V -2160/ 2160H 5.50' 1.37 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 12'- 10.0' 0/ 1286V -2160/ 2160H 5.50' 1.37 OF ( 625) ____ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BRG @ 0'- 0.0' 1.37 OF/ 2.12 HFI 2.02 SPF OVERHANGS: 12.8' 12.8' BRG @ 12'- 10.0' 1.37 DF/ 2.12 HF/ 2.02 SPF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.106' @ 6'- 10.0' Allowed = 0.397' M,M20HS,M18HS,M16 =. MiTek MT series MAX OL CREEP DEFL = -0.224' @ 6'- 10.0' Allowed = 0.596' MAX TL CREEP DEFL = -0.331' @ 6'- 10.0' Allowed = 0.596' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.224' MAX HORIZ. LL DEFL = 0.022' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.053' @ 12'- 4.5' COND. 160.00 LBSD G Wind: 85 mph, h=20ft, TCOL=13.8,BCDL=4.2, ASCE 7-05, 5-11-11 0-10-10 5-11-11 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 430ii 430x') Truss designed for wind loads 12 12 in the plane of the truss only. 3.001- a 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 0 0 0 v N � L co 0 0 "� I IM -3x7 M -4x10 -M-U8 3 4 T2 Li 7 8 M -3x6 M -2x4 M -3x7 v o 0 -off 2-09-12 4-11-04 1-00 <PL:14 07 0Q Z 0 12-10 1-00 o 90 Cn JOB NAME: McFarlane Re i enci < 1�� c way Lot 334 - A37 Scale: 0.44,5 Co9,p,0FESS11 WARN] GS CZ GENERAL NOTES, unless otherwise noted: �Q� P,. JO A371. Buil at no erection cont ovs) oula adv sed fall General Notes 1 This design is based only upon the parameters shown and is for an individual �S Truss: and ings before on t ctio c�p�iene�4' builtling component. Applicability of design parameters and proper 2. 7x4 m rasion web br�dn ust st�fedw ere shown +. incorporation of component is the responsibility of the building designer. m bVa 2. Design assumes the lop and bottom chords to be laterally braced at 3. Add ion I temporary ding to insu a u no construction E!,/ Cfl Y continuous and et 10' hin respectively unless braced throughout their length by DES. BY: AM s ih re ponsiDilily of the erector.. ' on nest bracing of continuous shealhin such as plywood sheathing(TC) and/or d DATE: 9/3/2013 g y" a"(eO' No. 0806 the ersll structure is the responsi of t uil ing designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No I d should be applied to any compone until fier all bracing and 4. Installation of truss is the responsibility of the respective contractor. EXP. 3/31/15 • SEQ. : 5647126 Paste erslare complete and at no ti ads greater than 5. Design assumes trusses are to be used in a non -corrosive environment• des' a108tls'D�a-li any component. and are for'dry condition- of use. TRANS I D : 377982 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing et all supports shown. Shim or wedge if /G necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. S EN GAN P S. This design is furnished subject to the limitations set forth by 8. Plates shall be located on Doth faces of truss, and placed so their center c c VIII VIII 1111111111111111111111111111111111111111111 I I I IIII I I III I INTPI/WrCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines qT` OF CAL1r O�`\ 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR•198a (MiTek) M ThMign �ed I inpul"put M SPATES FABRICATORS (MC LUMBER SPECIFICATIONS Res ence(--) -!i-H e -'A "ay Lot 14.00-00 HIP SETBACK 6-00-00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -5) 24 2- 7=(0) 3980 7. 3=( 0) 210 2x6 OF SS T2 GENERAL NOTES, unless otherwise noted 1. This design is based only upon the parameters shown and is for an individual P JO A, I � 'vs •, Truss: A38 2- 3=(-4149) 0 7- 8=(0) 3960 7- 4=(-128) 162 BC: 2x4 OF #1&BTR J\Q fid /1 LOADING 3. Adtlili al rttporery bracing to insure s ill dsuhhn construction 3- 4=(-3980) 0 8- 5=(0) 3973 4. 8=( 0) 205 WEBS: 2x4 OF NJ&BTR TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01• 0.0' TO 6'- 0.0' V 4- 5=(-4142) 0 TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0' TO 8'- 0.0' V 5. 6=( -5) 24 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 8'- 0.0' TO 14'- 0.0' V BC LATERAL SUPPORT <= 12'OC. LION. BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0' TO 141- 0.0' V fasteners are comp ate antl at no time should any loads greater than 5. Design assumes are used 'dry R v TRANS I D : 377393 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the BEARING MAX VERT MAX HORZ BRG REOUIflED BRG LENGTH C, p 1*113 Q - `NV TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) NOTE: 2x4 BRACING AT 24'OC LION. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 8'- 0.0' 01- 0.0' 01 1403V -561 56H 5.50' 1.50 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED III II II I I III VIII II I I III I I I I III 9. Digits indicate size of plate to inches. 14'- 0.0' 01 1403V •561 56H 5.50' 1.50 OF ( 625) ____________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) REQUIREMENTS OF CBC 2010 NOT BEING MET. BRG @ 0'- 0.0' 1.50 OF/ 2.31 HF/ 2.20 SPF OVERHANGS: 12.8' 12.8' BRG @ 14'- 0.0' 1.50 DF1 2.31 HFI 2.20 SPF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = •0.137' @ 8'- 0.0' Allowed = 0.436' M,M20HS,M18HS,M16 = MiTek MT series MAX OL CREEP DEFL = -0.287' @ 8'- 0.0' Allowed = 0.654' MAX TL CREEP DEFL = •0.424' @ 8'- 0.0' Allowed = 0.654' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.287' MAX HORIZ. LL DEFL = 0.027' @ 13'- 6.5' MAX HORIZ. TL OEFL = 0.066' @ 13'- 6.5' 2-00 10 Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 5-11-11 5 11-11 Truss designed for wind loads in the plane of the truss only. : 430# y 430# Design checked for a 300 lb concentrated top chard 12 12 live load per IBC 2009 due to maintenance workers 3.00 v a 3.00 which is non -concurrent with other live loads. 00 O C. o v N 7� M O O M -4x12 � M -8x8 ( C t / m T - 1-00 <PL:1 -do-12 O I-nCn Cn r- 00 4(:) > > < - 0°t 33 -71 14-00 4-11-04 1-00 O JOB NAME: McFarlane Res ence(--) -!i-H e -'A "ay Lot 334 - A38 Scale: 0.4260 �OQROFESS/pN� WARNIN : m 1. Budde an erection con5. h Itl �ed01� o II General Notes GENERAL NOTES, unless otherwise noted 1. This design is based only upon the parameters shown and is for an individual P JO A, I � 'vs •, Truss: A38 entl mi gs before corrs� Ghon conQf)E) 2. 2x4 co p ssion web brl3dffg must be alled wita shown building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. J\Q fid /1 / 3. Adtlili al rttporery bracing to insure s ill dsuhhn construction 2. Design assumes the lop and bottom chords to be laterally braced at IVB DES. BY: AM the of the erector. Atltl i al nt bracing of T o.c, and at 10' o.c. respectively unless braced throughout their length by s sp nsibilily pgydla continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). No. 0806` DATE: 8/26/2013 the ov call trudure is the responsibility of th buildi designer. 3. 2x Impact bridging or lateral bracing required where shown + 4. No to sh uId be a lied 1 r all bracing and 4. Installation of truss is the responsibility of the respective contractor. trusses to be in a non -corrosive env onment• ..1� EXP. 3/31/15 . SEQ. : 5640234 fasteners are comp ate antl at no time should any loads greater than 5. Design assumes are used 'dry R v TRANS I D : 377393 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. C, p 1*113 Q - `NV fabrication, handling, shipment and installation of components. 8. This design is famished subject to the /imitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so (heir center 1S ENG Q TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with join) center lines. c e T` III II II I I III VIII II I I III I I I I III 9. Digits indicate size of plate to inches. OF L`A,,``�� MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII M M M � A' M' S S FABRICATORS �ed C110 put .:m SPAT S FABRICATORS (MC LUMBER SPECIFICATIONS Resi o ecce � H' -c6 y Lot TRUSS SPAN 14'- 0.0' C� m�1I CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR WARNINGS: 1. Builder an a aion conlracrY' ih Ujp�pe aUv ot911 enerel Notes s.� LOAD DURATION INCREASE = 1.25 Truss: antl Warn gs efore construcitan� erre 1-2=( -5) 24 2-6=(0) 1218 6-3=(0) 269 BC: 2x4 OF g18BTR 2. 2x4 camp ssi n web bracing-mube*1 std where s own +. SPACED 24.0. O.C. DES. BY: AM 3. Additionet em ovary brocin o ure ta&WWdl8S-g�co struaion 2.3=(-1337) 0 6.4=(0) 1218 WEBS: 2x4 OF g18BTR is the res nsi ilii of the er aion I nest racin of y p { , g the overall tru ure is the re ponsibility of I uUdinci d signer. 4. No load sh uld a applied to any componen ti flet a bracing and 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. SEQ. : 5640235 fasteners a mplete and at no lime sho ny I>s eater than 3-4=(-1337) 0 TRANS I D : 377393 design loa be applietl to any component.' 5. CompuTru has no control over and assu p bility for the LOADING fabrication, ndml�'S n an installation of components. 4.5=( -5) 24 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH OVERHANGS: 12.8' 12.8' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 789V -51/ 51H 5.50' 0.84 OF ( 625) Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. 14'- 0.0' 0/ 789V -51/ 51H 5.50' 0.84 DF ( 625) C,CN,CIB,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BRG @ 01- 0.0' 0.84 DF/ 1.30 HF/ 1.24 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 14'- 0.0' 0.84 DF/ 1.30 HF/ 1.24 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = .0.030' @ 7'- 0:0' Allowed = 0.436' MAX OL CREEP DEFL = .0.073' @ 7'- 0.0' Allowed = 0.654' MAX TL CREEP DEFL'= -0.103' @ 7'- 0.0' Allowed = 0.654' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.086' MAX HORIZ. LL DEFL = 0.008' @ 13'- 6.5' MAX HORIZ. TL DEFL = 0.020' @ 13'- 6.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-00 7-00 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 12 12 which is non -concurrent with other live loads. 3.00 o a 3.00 IIM-4x4 34.0° 0 C; 0 N V e7t 1 -- - 2.0° O -- O O 6 M 1-00 <PL:104 12 7-00_ 1 v -- U "-�. 14-00 10-02 -a � o -� 7-00 JOB NAME: McFarlane Resi o ecce � H' -c6 y Lot 334 - A39 Scale: 0.4155 C� m�1I A39 WARNINGS: 1. Builder an a aion conlracrY' ih Ujp�pe aUv ot911 enerel Notes s.� GENERAL NOTES, unless upon the noted 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Truss: antl Warn gs efore construcitan� erre Incorporation component is the responsibility of the building designer. 2. 2x4 camp ssi n web bracing-mube*1 std where s own +. of 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. Additionet em ovary brocin o ure ta&WWdl8S-g�co struaion 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 8/26/2013 is the res nsi ilii of the er aion I nest racin of y p { , g the overall tru ure is the re ponsibility of I uUdinci d signer. 4. No load sh uld a applied to any componen ti flet a bracing and 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. SEQ. : 5640235 fasteners a mplete and at no lime sho ny I>s eater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377393 design loa be applietl to any component.' 5. CompuTru has no control over and assu p bility for the and are for condition" of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, ndml�'S n an installation of components. necessary. 7. Design assumes eistrus.provided. 8. This design is furnished subject to the limitations set forth by caadequate oth faces e. 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. IIII I I I I III I III II I I III VIII I IIII a. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1.00 PROF^0 L r No0806 EXP.3/31/15 Q- \lSTENG\N�� P TF CF CA1.1F0�/ LUMBER SPECIFICATIONS TC: 2x4 OF 91&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT - 1210C. LON. OVERHANGS: 12.8' 12.8' Connector plateprefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 C; O N (`fitO O 7-00 12 3.00 r --- TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+•DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. =M -4x4 A nu W IM STh ign, P ABRI e(M�ompu�put ._ CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2-6=(0) 1493 6-3=(0) 269 2-3=(-1337) 0 6-4=(0) 1493 3.4=(-1337) 0 4-5=( -5) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 789V -1500/ 1500H 5.50' 0.84 OF ( 625) 14'- 0.0' 0/ 789V -1500/ 1500H 5.50' 0.84 OF ( 625) BRG @ 0'- 0.0' 0.84 OF/ 1.30 HF/ 1.24 SPF BRG @ 14'- 0.0' 0.84 DF/ 1.30 HF/ 1.24 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.030' @ 7'- 0.0' Allowed = 0.436' MAX DL CREEP DEFL = -0.073' @ 7'- 0.0' Allowed = 0.654' MAX TL CREEP DEFL = -0.103' @ 7'- 0.0' Allowed = 0.654' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.086' MAX HORIZ. LL DEFL = 0.012' @ 13'- 6.5' MAX HORIZ. TL DEFL = 0.025' @ 13'- 6.5' COND. 2: 1500.00 LEIS DRAG LOAD. Wind: 85 mph, h=15ft, TCOL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 7-00 in the plane of the truss only. Design checked for a 300 lb'concentrated top chord 12 live load per IBC 2009 due to maintenance workers a 3.00 which is non -concurrent with other live loads. O D &M 7-00 1-00 <PL: 000 12 -n 14-00 1-00r- 0>0 o0G)® JOB NAME: McFarlane R siden ,M ' mdeaway Lot 334 - A40 Scale: 0.4155 CoQ\kOFESS/otic A40 WA IN3�A T11 GENERAL NOTES, unless otherwise noted: JO 11 A 1. uiltleT'end erectionreAnImrs6�i tl be advi ed of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: d 1}Jamings befaCrRm en a building component. Applicability of designparameters and proper 2. 4 mpression �^(�utageenst le where shown *. incorporation of component is the responsibility of the building designer.3. dtlit onal temporary fnsyle ytaliifity wring wnslruaion Z- Design assumes the top and bosom chords to be laterally braced et 'i -h i 2' o.c. antl at 1o' o.c. respectively unless braced throughout their length by DES. BY: AM th responsibility or. tli conalp rmanent bracing of continuous sheathing such as plywood sheathing(TC) and/ordrywall(SC). DATE 8/26/2013 t e o erall structurg Ilithe uiltling designer. 3. 2x Impaa bridging or lateral bredng requi etl where snown a No. 0806 .tohoultl be it y�npoga'aI u til after all bracing antl 4. Installation of truss is the responsibility of the respective contractor. 1 E XP. 3/31/15SEQ.: 5640236 I stehers are co -:9-dt5 {e srh'dBp1 y loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, 7i sit fi� loads be applied to any nerrt� and are for "dry condition" of use. O TRANS I D : 377393 5. ompuTrus has no control over es o responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if brigation, handling. shipment and i s on f components. necessary. _` V 8. is desi n is furnished subject to the limhatio s set forth b 7- Design assumes cae d one drainagetfcis tru s, a �� EN G�`` II I II III I I III II I 11111111111111 IIII 9 I r 8. Plates shall a located on both faces o truss, and placed so their center !shed upon request. tines coincide with joint center lines. c c 9. Digits indicate size of plate in inches. T` �F L`AO" O MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF p18BTR 19EBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT < 12'OC. UON. OVERHANGS: 0.0' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 3'- 2.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20..0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-02 M -2x4 v CD 0 SAgn e(M OMPLI but CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-61) 13 4-2=(-33) 10 4.1=(-175).0 2-3=( -5) 24 BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 194V -17/ 35H 1.50' 0.07 OF (1782) 3'- 2.0' 0/ 377V -17/ 35H 5.50' 0.40 OF ( 625) BRG @ 0'- 0.0' 0.21 DF/ 0.32 HF/ 0.30 SPF BRG @ 3'- 2.0' 0.40 DF/ 0.62 HF/ 0.59 SPF C VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ 4'- 2.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ 4'- 2.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ 4'- 2.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.006' MAX HORIZ. LL DEFL = .0.000' @ 2'- 8'.5' MAX HORIZ. TL OEFL = -0.000' @ 2'- 8.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The'building designer RO shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, JOB NAME: McFarlane interior zone, load duration factor=1.6, egide�' >I-deaway Truss designed for wind loads 334 - A41 in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per .IBC 2009 due to maintenance workers A41 which is non -concurrent with other live loads. 3-02 1-00 >PL: 9-09-04 --- -• G<i PL:10-00-12W C m O> O `n RO z JOB NAME: McFarlane egide�' >I-deaway Lot 334 - A41 Scale: 0.7000 A41 W R L Id / 1 1 B cider arM em con do a 'sed of all General Notes GENERAL design 1. This tlesign is based only upon the parameters shown and is for an individual is b unless otherwise para building Component. Applicability of design parameters and proper Truss: a Wamings f �o ns aio n s. 2x4 compresei0r.n Z lots ed where shown +. incorporation of Component is the responsibility of the building designer. DES. BY ' AM 3 A itional temP�a9' g ureatabi ty during Construction brat 2. Design assumes the top and bottom chords to be laterally braced at Z' O.C. and at 10' o.e. respectively unless braced throughout their length by s heresponsibh tyro�redtdd A881�dna permanent ng of sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 8/26/2013 I,[continuous th overall MOP is the res Mr iW yof 1 e building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ the contractor. SEQ. : 5640237 o N load should be applied to a mpo,1+!a until after all bracing and fasteners are Complete and at n il5shbu any loads greater than 4. Installation of (MSS is the responsibility of respective 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377393 de ign loads be applied to any Co I. 5 C / pu7 us has no control over and essum no responsibility for the and are for "dry Condition' of use. 6. Deem assumes full Dearing at all supports shown. Shim or wedge if fapliOaGq�,h�gGIInB..501omenL�^^ r^�r�� n of Components. This design furnished to the limitations set forth by 7, Design sumes adequate drainage is provided. faces truss, and so their center IIIIII I III II I III VIII III II III III 6. is subject TPI/WTCA in SCSI, Copies of which will be furnished upon request. 8. Plates shall be located on both of placed lines Coincide with joint center lines. B. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic Connector plate design values see ESR -1311, ESR -1888 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 20 OF k188TR WEBS: 2x4 DF k18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series W M M M M M M M TRUSS SPAN 3'- 2.0' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 3-02 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 a 3.00 M -2x4 � La N o04 C -11 o 0 <M -h4 - M -3x4 3-00-04 3-02 •rL. I�-w- Ic D� M 0G� . o _� n� z 0 -n 1-00 M. ,' T ign red �ompu�put _ SPATES FABRICATORS (MC) CO D. : 500.00 LBS DRAG LOAD, Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. . JOB NAME: McFarlane Res encez-,H lei ay Lot 334 - A42 Scale: 0.6750 A42 WARNING �� GENERAL NOTES, untess otherwise noted: tl tl ' of II General Notes 1. This design is based only upon the parameters shown and is for an individual antl mi s befo e cac m cvAra building component. Applicability of design parameters and proper 1. Budde an ehaion con aelo��-ii5e Truss: II De +. incorporation of component is me responsibility of the building designer. 2. 2x4 w p Sion weD Dr pr a shown 2 Design assumes the top and bottom chards to be laterally braced at ' DES. BY: AM 3. Atld9io all t mpomry bra t st ilit d n construction 2' o.c. and at 10' o.c. respectively unless braced throughout their length by a the r sIlTsibility of the�ere tlitionaI german nl brat ng of continuous sheathing such es plywood shealhing(TC) and/or tl ywall(BC). ilit hal�f designer. ++ DATE: 8/26/2013 the ov II rtructure is the as i 3. 2x Impact bridging or lateral bmang required where shown SEQ. : 5640238 4. No loa shquld be applieede-�an mppr�I r5llMR r all bracing and 4. Installation of truss is the responsibility of the respective contractor. festene are complete a f6et no lime shQpqq' da s greater than 5. Design assumes trusses are to be used in a non mnosive environment, TRANSI D : 377394 TRANS design ads De applied to any compona and are for *dry condition' of use. 5. CompuTruslhas no control over and ass0f�es�s as for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fall n, tiantl"n shipmentand installatio of co vents. g. P ,p� 7. Design assumes adequate drainage is provided. 6. This de gn is furnished subject to the IimilationSSeLfbrth by 8. Plates shall be located on both faces of truss, and placed so their center TPI LATn'BCS , o w is will be furnishetl upon request lines coincide with joint center lines. III II II I I I I I II I 11111111111111 III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) evL0 Fl1 NO.(SFU8U6 ^' Et/XP.3/31/15 \ENG1N� a\P TF OF CALIFG�/ �lr!'�'N{1IIII.. " M M LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x6 OF SS T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series cn O N O 15-00.00 HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'. 0.0' TO 6' - TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 61- 0.0' TO 9' - TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 9'- 0.0' TO 15' - BC UNIF LL( 0.0)+DL( 68.0)= 68.0 PLF 0'- 0.0' TO 15' - TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 0.0' TC CONC LL( 200.0)+OL( 230.0)= 430.0 LBS @ 9'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Th ign ed ompulput _ SP 5 ABRI 1 S (M VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.100' @ 9'- 0.0' Allowed = 0.469' MAX DL CREEP DEFL = -0.244' @ 9'- 0.0' Allowed = 0.704' MAX TL CREEP DEFL = -0.344' @ 9'- 0.0' Allowed = 0.704' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.244' MAX HORIZ. LL OEFL = 0.009' @ 14'- 10.3' MAX HORIZ. TL DEFL = 0.026' @ 14'- 10.3' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 5-11-11 3-00-10 5-11-11 in the plane of the truss only. 430# 430# Design checked for a 300 lbconcentrated top chord 12 12live load per IBC 2009 due to maintenance workers 3.00 v a3 . 00 which is non -concurrent with other live loads. M -5x8 � M -8x8 4-11-04 C � ' I I 1-00 <PL:2 -02-02 O O ,� OT -0 z 0 M Farlane R s ' den o� tai JOB NAME. C Truss: h ,t DES. BY: AM DATE: 8/26/2013 SEQ.: 5640239 TRANS ID: 377394 1. B ild and a :.in 2. c. 'I e 3. A ni al h is he . slid 5-03-04 4-09-08 15-00 1-00 way Lot 334 - A43 Scale: 0.3898 GENERAL NOTES, unless otherwise noted: of all General Notes 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper fere shown +. incorporation of component is the responsibility of the building designer. Ing construction 2. Design assumes the top and bottom chords to be laterally braced at - anent bracing of 2' O.C. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). In overall structure s],�(ft ePespon �Vy designer. loashouklbea d to any ne8er all bracing and 3. 2x Impact bridging or lateral bracing required where shown * + 4. Installation of truss is the responsibility of the respective contractor. CBC201011BC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 5. Design assumes trusses are to be used in a non -corrosive environment, 1. 2=( -5) 33 7- 8=(0) 241 7- 2=(-1671) 0 5.10=(-1673) 0 TPI/VVTCA in BCSI, copies of which will be furnished upon request. 2- 3=(-3767) 0 8. 9=(0) 3615 2- 8=( 0) 3450 3. 4=(-3636) 0 9-10=(0) 241 8. 3=( -177) 138 0.0' V 4. 5=(-3729) 0 8. 4=( -95) 139 0.0' V 5- 6=( -24) 33 4- 9=( -194) 134 0.0' V 9- 5=( 0) 3415 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1806V -39/ 81H 5.50' 1.93 OF ( 625) 151- 0.0' 0/ 1806V -391 81H 5.50' 1.93 OF ( 625) BRG @ 0'- 0.0' 1.93 DF/ 2.97 HF/ 2.83 SPF BRG @ 15'- 0.0' 1.93 DF/ 2.97 HF/ 2.83 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.100' @ 9'- 0.0' Allowed = 0.469' MAX DL CREEP DEFL = -0.244' @ 9'- 0.0' Allowed = 0.704' MAX TL CREEP DEFL = -0.344' @ 9'- 0.0' Allowed = 0.704' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.244' MAX HORIZ. LL OEFL = 0.009' @ 14'- 10.3' MAX HORIZ. TL DEFL = 0.026' @ 14'- 10.3' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 5-11-11 3-00-10 5-11-11 in the plane of the truss only. 430# 430# Design checked for a 300 lbconcentrated top chord 12 12live load per IBC 2009 due to maintenance workers 3.00 v a3 . 00 which is non -concurrent with other live loads. M -5x8 � M -8x8 4-11-04 C � ' I I 1-00 <PL:2 -02-02 O O ,� OT -0 z 0 M Farlane R s ' den o� tai JOB NAME. C Truss: h ,t DES. BY: AM DATE: 8/26/2013 SEQ.: 5640239 TRANS ID: 377394 1. B ild and a :.in 2. c. 'I e 3. A ni al h is he . slid 5-03-04 4-09-08 15-00 1-00 way Lot 334 - A43 Scale: 0.3898 GENERAL NOTES, unless otherwise noted: of all General Notes 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper fere shown +. incorporation of component is the responsibility of the building designer. Ing construction 2. Design assumes the top and bottom chords to be laterally braced at - anent bracing of 2' O.C. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). In overall structure s],�(ft ePespon �Vy designer. loashouklbea d to any ne8er all bracing and 3. 2x Impact bridging or lateral bracing required where shown * + 4. Installation of truss is the responsibility of the respective contractor. fa end are complete antl at no h shloads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, Jfhebilding tle Ign oatls be applietl to any com�,,�,e "'"1'6. 5.Co has for the and are for'dry condition' of use. Design assumes full bearing at all supports shown. Shim orwedge if pArus no control over and assresponsibility necessary. fa canon, handling, shipment antl installcomponents. 6. ThSIOSiglLisdurnisnedtsubjeoflo't set forth by 7. Design assumes adequate drainage is rovided. 8. Plates shall be located on both faces of truss, antl placed so their center TPI/VVTCA 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 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) a Q�OFESS/p\ n EXP. 3/31/15 * Q - \IST EN GI �P TF OF CALJF T111111 M M M LUMBER SPECIFICATIONS TC: 2x4 OF 1Y18BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF k18BTR; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1-06.00 1-06-00 OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series O, TRUSS SPAN 15'- 0.0' LOAD DURATION INCREASE = 1,25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 15'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7.06 7-06 Th-ign owed f�rnpulwut SPATES FABRICATORS (MC) CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -5) 24 2.10=(0) 1101 2- 3=(-1507) 0 2. 3=( -64) 113 10. 8=(o) 1101 4-10=( -8) 241 3- 4=(-1231) 0 10- 5=( 0) 275 4. 5=(-1280) 0 10- 6=( -8) 241 5- 6=(-1280) 0 7. 8=(-1507) 0 6- 7=(-1231) 0 7. 8=( -64) 113 8- 9=( -5) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 989V -43/ 43H 5.50' 1.05 OF ( 625) 15'- 0.0' O/ 989V -43/ 43H 5.50' 1.05 OF ( 625) BRG @ 0'- 0.0' 1.05 DF/ 1.63 HF/ 1.55 SPF BRG @ 15'- 0.0' 1.05 DF/ 1.63 HF/ 1.55 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.064' @ 7'- 6.0' Allowed = 0.469' MAX DL CREEP DEFL = -0.175' @ 7'- 6.0' Allowed = 0.704' MAX TL CREEP DEFL = -0.237' @ '7'- 6.0' Allowed = 0.704' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.175' MAX HORIZ. LL DEFL = 0.007' @ 14'- 6.5' MAX HORIZ. TL DEFL = 0.020' @ 14'- 6.5' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 1-05-04 2-02-14 3-09-14 3-09-14 2-02-14 1-05-04 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 2 Truss designed for wind loads 12 1 3.00 2 3.00 in the plane of the truss only. I'M -4x4 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers A n" which is non -concurrent with other live loads. -�-C UJ p > _Q6 7-06 1-00 <PL :20 0 02 0 U Z 0 15-00 1-00 z�� JOB NAME: McFarlane R m dere Q- 7>Haway Lot 334 - A44 Scale: 0.3773 �OQROFESS/pH� A44 w ui er a " 1n a JtJ GENERAL NOTES, unless up otherwise para �� PN,. 1G A I 1. Bui er and erectkw( n e for u e atl fsetl of all General Notes 1. This design is Dosed only upon the parameters shown and c for an individual Truss: an Warnings cion � c s. building component. Applicability of design parameters and proper y w y 2. 2x compression Qh) , u r68An' al d where shown +. incorporation of component is the responsibility of the building designer. (' 1/V11 (f1 �0' 2. Design assumes the lop and bottom chords to be laterally braced at Lli_ DES. BY AM 3 Ad aional tempo br not aDil' during conaWpioo 2' o.c. and at 10' o.c. respectively unless braced throughout their length byrn is t e responsibi f the ere iI'D a remlanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). No. 0806 DATE: 8/26/2013 In overall structure is the re Elio i t building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4 No load snouW be applietl to arto n until a8er all bracing and 4. Installation of buss is the responsibility of the respective coniracor. ..!- EXP. 3/31/15 -. SEQ. : 5640240 If eners are complete antl al 9to timerSF"ioul any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, 7i e ' a e a lied to an component. and are for -dry condition- of use. TRANS I D : 377394 5. Com puT us hes no con ro over an no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if /� Nv fabrication, handling, shipment and installation of components. 7, necessary. Design assumes adequate drainage is provided. EN G\ Q 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 IIIIII I I 1111111111111111111111111 I I III II I I I III IN III TPInMCA in BCSI, copies of which will be furnished upon request. lines codawith joint center lines. C \ 9. Digits indicate size of plate in inches. qT` OF ``A`�F� MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JRJ Jill M Th�ign N'ed 1_olnpuMput W SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF g18BTR; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1.06-00 1-06.00 OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series O 1-05.04 2-02-14 12 3.00 0 TRUSS SPAN 15'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 15'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-06 7-06 BEARING LOCATIONS 0'- 0.0' 15'- 0.0' 3-09-14 3-09-14 2-02-14 1-05-04 I'M -4x4 A n° 12 a 3.00 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -5) 24 2.10=(0) 1149 2- 3=(-1507) 0 2- 3=( -64) 113 10- 8=(0) 1149 4-10=( -18) 303 3. 4=(-1231) 0 10- 5=( 0) 275 4- 5=(-1280) 0 10- 6=( -18) 303 5. 6=(-1280) 0 7- 8=(-1507) 0 6. 7=(-1231) 0 7- 8=( -64) 113 8- 9=( -5) 24 MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) O/ 989V -600/ 600H 5.50' 1.05 OF ( 625) 0/ 989V -600/ 600H 5.50' 1.05 OF ( 625) BRG @ 0'- 0.0' 1.05 DF/ 1.63 HF/ 1.55 SPF BRG @ 15'- 0.0' 1.05 OF/ 1.63 HFI 1.55 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=11240 MAX LL DEFL = -0.064' @ 7'- 6.0' Allowed = 0.469' MAX DL CREEP DEFL = -0.175' @ 7'- 6.0' Allowed = 0.704' MAX TL CREEP DEFL = -0.237' @ 7'- 6.0' Allowed = 0.704' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.175' MAX HORIZ. LL DEFL = 0.007' @ 14'- 6.5' MAX HORIZ. TL DEFL = 0.020' @ 14'- 6.5' COND. 2: 600.00 LBS DRAG LOAD. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 7-06 pD 7-06 m TIF 1-00 <PL:20 02 0• 15-00 1-00 C7 Z JOB NAME: McFarlane Resid ce 0HX away Lot 334 - A45 scale: 0.3773 �OQRGFES$/ONS` GENERAL NOTES, unless otherwise para P.. JD A neral Notes t. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper C7 incorporation of component is the responsibility of the building designer. n i. Po Po Y 0tVi m 2. Design assumes the top and bottom chords to be laterally braced et Irvdion T o.c. and at to' o.c. respectively unless braced throughout their length by w m ang of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). igner. 3. 2x Impact bridging or lateral bracing required where shown ++ No. 0806 racing and 4. Installation of Truss is the responsibility of the respective contractor. J._ EXP. 3131!15. alar than 5. Design assumes trusses are to be used in a non -corrosive environment, 7� and are for •dry condition" of use.TRANS. ility for the 8. Design assumes full bearing al all supports shown. Shim or wedge if nts. necessary. 7. Design assumes adequate drainage is provided. t0 EN GA Q y 8. Plates shall be located on both faces of truss, and placed so their center request. lines coincide with pint center lines. c 9. Digits oinide size of plate in inches. qT` OF L`AL`` O L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss: A45 DES. BY : AM DATE: 8/26/2013 SEQ.: 5640241 I D : 377394 I I I I I II I VIII I III Jill III II II 11111111111111111111111111111111111IIII WARNINGS: 1. Builder antl and Wamin 2. 2x4 cempre 3. Additional r is the respo the overall 4. No loatl sho fasteners er design load 5. CompuTrus fabrication, 6. This design TPIANTCA i MiTek USA, 1� re cenlradocg qo b etl.Jsgtl el G s b const ud Mt co nceM sio web brectng �u,5t 'nsrarl��l�vh re n 1- L ary Dmdng 1plRs bildy unng, n sibi ity of the ere� /ft li nal glia d D ruc re is the res[ OnEI ll' f the it n gtla Id a applietl to po en it ✓;1fll ce plate antl at i ul y loadsf g be ,plied to any�ponenl. d - as o control over and assume'S n resp+i antl 1, shi mens and installati f n 0. p fu ishetl subject to the Iimitation3 s (sh BCSI, copies of which will be furnished upo nC. Ompu Wus 8offivare 7.6.4-SP5(1 "1111M M M LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF p18BTR WEBS: 2x4 OF A18BTR; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12'OC. LON. BC LATERAL SUPPORT <= 12'OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series a N 12 3.00 v 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. TRUSS SPAN 16'- 0.0 - LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-09-12 B-00 7-02-04 0-09-12 M -4x5 AA -OvA AA -i YAA M M ThMign �ed Ii MPUMPut _ SPATES FABRICATORS (MC) COND. 2: 1300.00 LBS DAG OAD. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 8-00 7-02-04 12 a 3.00 < M -3x5 M -3x5 M -3x10 D W 1-00 <PL:20 02 OPn 23 O_O z � 90 n 16-00 JOB NAME: McFarlane Res enc0 - dKaVay Lot 334 - A46 Scale: 0.4839 WARNIN S: -< � mn GENERAL NOTES, unless otherwise noted: I . Builtl r e tl erection Cahlrecl ul� a is all General Notes 1. This design is based only upon the parameters shown and Is for an individual antl ngs before ns ro �cormn� n building component. Applicability of design parameters and proper Truss: 2.2x4 rap ess on web bragr�u;t be LTst etl wh re shown +, incorporation of component is the responsibility of the building designer. A46 3. Addit na temporary bracrhhil l ure st t n r construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM A the res risibility of t e .' d i i bi enl strctc of 2' O.C. and at 16' o.c. respectively unless braced throughout their length by Y ® 0 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 8/26/2013 the,o era structure is the�res Bibi f tZil no designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No to d s oultl be appliLrt.. any co ant un I er all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5640242 faste ers re complete and at no time 9hbu an I ads greater than S. Design assumes trusses are to be used in a non -corrosive environment. desig Ibad be applied to any component. and are for "dry condition' of use. TRANS I D : 377394 5. Com Tris hes no control over and assum no re ponsibility for the 6. Design assumes full bearing at all supports shown. Shim orwedge if fabri lion. hentlling, shipment and installation of mponents. 7, necessary. Design assumes adequate drainage is provided. 6. This I o e imi a ions se forth by 8. Plates shall be located on both faces of truss, and placed so their center VIII I I I III I III II I IIII III I I I III TPI/WfCA in BCSI, copies of which will be furnished upon request.lines codwith joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) M-300 6 r O QROF1 EXP. 3/31/15 O" fS/2/v�13 Q ENG�N�� \jF OF CA _\FG "11111M == M== M w M M M LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 1. 2=(-1395) 0 BC: 2x4 OF l91&BTR SPACED 24.0' O.C. 3- 4=(-1166) 0 8- 9=(0) 447 WEBS: 2x4 OF k1&BTR; 4- 5=( -416) 0 4. 8=( -884) 0 2x8 SP M-23 A LOADING LL( 20.0)+•DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 50.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-06-00 0-00-00 REQUIREMENTS OF CBC 2010 NOT BEING MET. OVERHANGS: 0.0' 12.8' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 8-00 8-00 1 -OS 04 6-06-12 7-02 0-08-04 "I 12 12 3.00 o a 3.00 IIM-4x4 A A _ Th�ign @Wed �ompu�put M, SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -61) 25 1- 7=(0) 1044 1. 2=(-1395) 0 2- 3=(-1165) 0 7- 8=(0) 533 7- 3=( 0) 221 3- 4=(-1166) 0 8- 9=(0) 447 7- 4=( 0) 606 4- 5=( -416) 0 4. 8=( -884) 0 5. 6=( -5) 26 9- 5=( -94) 91 BEARING LOCATIONS 0'- 0.0' 15'- 5.5' MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 788V -40/ 62H 5.50' 0.84 OF ( 625) 0/ 908V -40/ 62H 5.50' 0.91 OF ( 625) BRG @ 0'- 0.0' 0.84 DF/ 1.30 HF/ 1.24 SPF BRG @ 15'- 5.5' 0.91 DF/ 1.40 HF/ 1.33 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.099' @ 8'- 0.0' Allowed = 0.485' MAX DL CREEP DEFL = -0.137' @ 8'- 0.0' Allowed = 0.727' MAX TL DEFL = -0.190' @ 8'- 0.0' Allowed = 0.727' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.137' MAX HORIZ. LL DEFL = 0.006' @ 15'-- 3.8' MAX HORIZ. TL DEFL = 0.015' @ 15'- 3.8' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. O 8 0�1 12 Q n 7-02 0.06-08 -r1 1'5' -05-08 0-06-08 M <PL:20-02-02 16-00 1-00 Om 0 s� JOB NAME: McFarlane Resid ncewv H; Tuaway Lot 334 - A47 Sale: 0.3395 QaOFESSit WARNINGS �+ ,��, ' �. GENERAL NOTES, unless otherwise noted: `- p,. JON ? A47 1 Builder In ction centr uW ncbs. a o1 a General Notes 1 This design is based only upon the parameters shown and Is for an individual � S and We ing before conslrUGion mendes. building component. Applicability of design parameters and proper (7 2 Truss: 2. 2x4 cera es ion we ebb, s b Ingyaliedi v=ere hown *. nwrporation of component is the responsibility of the building designer. m "1�' 18 8 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY AM 3. Addition to porary brat ng Sur slabs y std nstruaionUJ is the re n ibilil of the ora . Ad its nal 2' O.c. and at 10' o.c. respectively unless braced throughout their length by y pe�rg a bracing of continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). DATE: 8/26/2013 the ove I st cture is the y ay�Hd11F b Sing esigner. 3. 2x Impact bridging or lateral bracing required where shown * * No. 0806 4. No load ou be apptied ny camporieh@un i a er 11 bracing and 4. Installation of truss is the responsibility of the respective contractor. J.- EXP. 3/31/15 . SEQ. 5640243 fasteners re ompleta antl at no time sho� a o d greater than 5. Design assumes trusses are to be used in a non -corrosive environment, 7i tlesign to its BYAe applietl to any compone,.r� and are for condition' of use. �l ��Z(P/ /3 !Q- '�1 6. Design assumes full bearing at all supports shown. Shim or wedge if / ! v TRANS ID: 377394 5. CompuT sh s nocentrol overand assumes n spa sibility for the necessary. �/� fabriratio , hapilling, shipment and installation of com nents. 7. Design assumes adequate drainage is provided. ST EN G�`_ `Q 8. This desi ' urnishadsebjecNeahe•8m8 h by 8. Plates shall be located on Doth faces of truss, and placed so their center l\ IIIIII I II I III III I II I I I I III I I III TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. F 9. Digits indicate size of plate in inches. T OF L`AL1` MiTek USA, Inc./CompuTrus Software 7.6.4-SPS(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF g18BTR; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12'OC. UON BC LATERAL SUPPORT <= 12'OC. UON LETINS: 1-06-00 0-00-00 Unbalanced live loads have been considered for this design. Connector plateprefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 16'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. 8-00 8-00 1-05-04 6-06-12 7-01 0 11 12 12 3.00 f- a 3.00 I IM -4x4 A nii _ ThMign lred �olnpu�put M SPATES FABRICATORS (MC) CBC20lO/IBC20O9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -61) 25 1.6=( 0) 1151 1-2=(-1397) 0 2-3=(-1167) 0 6-7=(-899) 1061 6-3=( 0) 209 3.4=(-1162) 0 7-8=( -9) 17 6-4=( 0) 1060 4-5=( -11) 81 4-7=(-1121) 0 8.5=( -16) 367 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' OI 784V -1000/ 1000H 5.50' 0.84 OF ( 625) 15'- 5.5' 01 817V -1000/ 1000H 5.50' 0.82 OF ( 625) I III BRG @ 0'- 0.0' 0.84 DF/ 1.29 HF/ 1.23 SPF I I 11111111111111 BRG @ 15'- 5.5' 0.82 OF/ 1.26 HFI 1.20 SPF I I II VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 .MAX LL DEFL = 0.196' @ 8'- 0.0' Allowed = 0.485' TPI C in SCSI, co ies of which will De famish upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MAX OL DEFL = -0.279' @ 1'- 3.9' Allowed = 0.727' MAX TL DEFL = -0.289' @ 8'- 0.0' Allowed = 0.727' RECOMMENDED CAMBER (BASED ON DL OEFL)= 0.279' MAX HORIZ. LL DEFL = 0.014' @ 0'- 5.5' MAX HORIZ. TL DEFL = -0.020' @ 0'- 5.5' r This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. COND. 2: 1000.00 LBS DRAG LOAD. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. M -2x4 V M -3x5 0 8-01.1.2 7-01 0-07-08 L r 1 -05 OS 0 06-08 <PL:20-02-02 a 16-00 C p 0 JOB NAME: McFarlane Res ' Bence° fpki a 1 ay Lot 334 - A48 Scale: 0.3477 Truss: A4-8 DES. BY.: AM2' DATE' 8/26/2013 SEQ. : 5640244 TRANS I D : 377394 V� WARNIN S: -{ 1. Build an�erection coral s ru ul ad ed o and m gs before cMs , IjefF�O n h 3. Addit nal temporary br a ur bi 2. 2x4 rap scion web bisangcluo- i raLpia is the es onsibility of tt �r. ud na the o rat st acture is 1 po bility oaf 1�iltl 4. No to d s ouldbe appli®I o ny rrrtrr�o en6unrl a fas.e rs re complete erq a m l�n I tlesig to s be applied ny com t, �� 5. Com T s has no control over and as n ire fabri for, handling, shipment and inste�ab 6. This si is furnished subject to in I. s s all General Notes e shown +. censtruaion am bracing of g designer. er all bracing and ds greater than ponsibilily for the mportents- forth by 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 top and bottom chords to be laterally braced at o.c. and at 10' o.c. respectively unless braced throughout their length 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, antl ere for -dry condNon- of use. 8. 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 III II II I I I III II I I 11111111111111 III I I II IIII TPI C in SCSI, co ies of which will De famish upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 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) Q�OFESS/p\ EXP. 3/31/15 fi/4 /3 Q Is G2 ENG�N�� r9rF OF CAUFO��\P IIII _ ThMign �ed 1_oinpu�put _ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF M18BTR BC: 2x6 OF SS WEBS: 2x4 OF k18BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 0.0' 12.8' Staple or equal at non-structural vertical members (uon). For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series v N V o 12 3.00 0 TRUSS SPAN 16'- 0.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 16'- 0.0' V ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 16'- 0.0' V ADDL: BC UNIF LL( 55.4)+DL( 83.1)= 138.5 PLF 0'- 0.0' TO 3'- 11.3' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 16'- 0.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 16'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 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. 0-09-12 8-00 8-00 7-02-04 0-09-12 7-02-04 AA_7v0 I'M -4x4 AA_7vG 12 a 3.00 BEARING LOCATIONS 0'- 0.0' 4'- 6.5' 7'- 2.2' 8'- 9.8' 16'- 0.0' <PL:20-02-02 p M -3x10 4 -06 -OE m 2-�-12� 1-07-08 -7-02-04 O 16.00 1-00 -n 0 JOB NAME: McFarlane R s'den6e70 � kdeaway Lot 334 - A49 Scale: 0.3416 Truss: A49 �1 NRSr 1.tl r and erectioCwn ctor s� �' of all General Notes things benst io s WAId GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicebllity of design parameters and proper 2. pression w� a g must 8rsraae where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally bmced at DES. BY: AM 3.ih nal tempora a rns shab'Ja' y uring construction 2' o.c. and at 10' o.c. respectively unless braced throughout their length by e res nsihilit ere or ditlonel manenl bradn of Pa y P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 8/26/2013 o emll sI uUur h n ' ily o e wilding designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. told should be gpied to any �r 1 u til e8er all bracing and a. Instellalion of truss is the responsibility of the respective contreUar. 5. Design assumes trusses are to be used in a non-cortosive environment, SEQ. 5640245 o ars are comp ele antl al nolo s o e y loadsgreaterthen for *dry TRANS I D : 377394 g loatls be applied to any wJ�B,pn 5. mp� Trus hes no control over antl isi s responsibility for the and are condition' of use. 8. Design assumes full Dewing at all supports shown. Shim or wedge if ( n tion, hantllin shi ment an installation Ifcora nems, c§ 9. P Po 'coital' necessary. 7. Design assumes adequate drainage is provided. 8. T set forth by ished upon request. TPInMCA in SCSI, copies of which will be furnished 8. Plates shall be located on both faces of truss, and placedSo their center lines dcwith pint center lines. coincide oiniidate 111111111 IIII II I III IIII III I I I III I III MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 9. Digits size of plate to inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -384) 109 1- 7=( -157) 486 2- 8=(-336) 95 2. 3=( -532) 274 7- 8=( -85) 307 9- 4=(-366) 100 3- 4=( -680) 428 8. 9=( -64) 228 4- 5=(-1165) 704 9- 5=(-1037) 1481 5- 6=( -5) 24 MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) -78/ 724V -180/ 506H 5.50' 0.77 OF ( 625) 0/ 365V -157/ 486H 137.50' 0.39 OF ( 625) 114/ 299V -255/ 175H 137.50' 0.32 OF ( 625) -91/ 459V -1590/ 1345H 137.50' 0.49 OF ( 625) -114/ 581V -1529/ 1073H 0.00' 0.00 OF ( 625) BRG @ 0'- 0.0' 0.77 DF/ 1.19 HF/ 1.13 SPF BRG @ 4'- 6.5' 0.39 DF/ 0.60 HF1 0.57 SPF BRG @ 7'- 2.2' 0.32 OF/ 0.49 HF/ 0.47 SPF BRG @ 8'- 9.8' 0.49 DF/ 0.76 HF/ 0.72 SPF BRG @ 16'- 0.0' 0.62 DF/ 0.96 HF1 0.91 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ 17'- 0.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ 17'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ 17'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.058' MAX HORIZ. LL DEFL = 0.007' @ 16'- 0.0' MAX HORIZ. TL DEFL = 0.008' @ 16'- 0.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. COND. 2: 2025.00 LBS DRAG LOAD. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. Lu `� � No. �0806 EXP. 3/31/15 O" \ENG�N�� Q lFOF CA0FGV/ IIII GENERAL NOTES, unless otherwise noted: 1. lull rand erecti ntrOc or�h i ed of all General Notes ntl amings bef n�lfuclidnbuilding ;�.I 1. This design is based only upon the parameters shown and is for an individual component. Applicability of design parametersend proper _ Th_ign Med f�.P. Put incorporation of Component is the responsibility of the building tlesigner. 2.Design assumes the top and bottom chords to be laterally braced at 3. tldi Tonal temperary�ra g to M rduring Conslmclion 2' o.c. and at 1g' o.c, respectively unless braced throughout their length by th responsibilit 1 - e d d rmaneia bracing of 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). I'S9verell strudu . t r s' ility'�AIt building designer. SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes tresses are to be used in a non -Corrosive environment, 14.00.00 HIP SETBACK 6-00-00 FROM END WALL and are for "dry condition' of use. 6. Designassumes full Dearing at all supports shown. Shim or wedge if fabncation, handling, shipment antl in33fPaaTllatio of components. CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR; B. Plates shall be located on both faces of truss, and placed so their center lines Coincide with joint center lines. LOAD DURATION INCREASE = 1.25 (Non -Rep) 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 1- 2=( -5) 24 2. 7=(0) 4715 7- 3=( O) 392 2x6 OF SS T2 2- 3=(-4906) 0 7. 8=(0) 4679 7- 4=(-111) 179 BC: 2x4 OF #18BTRLOADING 3- 4=(-4715) 0 8- 5=(0) 4715 4- 8=( O) 385 WEBS: 2x4 OF #18BTR TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 6'- 0.0' V 4- 5=(-4907) 0 TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0' TO 81- 0.0' V 5. 6=( •5) 24 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 8'- 0.0' TO 141- 0.0' V BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 68.0)= 68.0 PLF 0'- 0.0' TO 14'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 61- 0.0' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 81- 0.0' 01- 0.0' 0/ 1683V -56/ 56H 5.50' 1.80 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 14'- 0.0' 0/ 1683V -56/ 56H 5.50' 1.80 OF ( 625) _____------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. ERG @ 0'- 0.0' 1.80 DF/ 2.77 HF/ 2.64 SPF OVERHANGS: 12.8' 12.8' BRG @ 14'- 0.0' 1.80 DF/ 2.77 HF/ 2.64 SPF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.137' @ 81- 0.0' Allowed = 0.436' M,M20HS,M18HS,M16 = MiTek MT series MAX DL CREEP DEFL = -0.361' @ 8'- 0.0' Allowed = 0.654' MAX TL CREEP DEFL = -0.498' @ 8'- 0.0' Allowed = 0.654' RECOMMENDED CAMBER.(BASED ON DL DEFL)= 0.361' MAX HORIZ. LL DEFL = 0.027' @ 13'- 6.5' MAX HORIZ. TL DEFL = 0.078' @ 13'- 6.5' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 5-11-11 2-00-10 5-11-11 in the plane of the truss only. 430# 430# D sign checked for a 300 lb concentrated top chord 12 12 live load per IBC 2009 due to maintenance workers 3.00 r--- a 3.00 which is non -concurrent with other live loads. m 0 0 o � N r�O O M -4x14 M-800 y 5-01 03 ^ 1-00 .CPL 2 02-020> r. o-0 G) O JOB NAME: McFarlane Rdsliden Truss: /-%,j DES. BY: AM DATE: 8/26/2013 SEQ.: 5640246 TRANS ID: 377394 4-11-04 14-00 1-00 away Lot 334 - A50 Scale: 0.4267 VA ING$: _U w - GENERAL NOTES, unless otherwise noted: 1. lull rand erecti ntrOc or�h i ed of all General Notes ntl amings bef n�lfuclidnbuilding ;�.I 1. This design is based only upon the parameters shown and is for an individual component. Applicability of design parametersend proper 2, x4 rapression b m where shown +. Rek incorporation of Component is the responsibility of the building tlesigner. 2.Design assumes the top and bottom chords to be laterally braced at 3. tldi Tonal temperary�ra g to M rduring Conslmclion 2' o.c. and at 1g' o.c, respectively unless braced throughout their length by th responsibilit 1 - e d d rmaneia bracing of 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). I'S9verell strudu . t r s' ility'�AIt building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Idad should be lie o an mgdjlRpt nlil oiler all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes tresses are to be used in a non -Corrosive environment, st ers are Com and at n e,"Id ny loads greater than to es' n loads be applied to any co �antl 5. y"onlpuTrus has no Control over es¢7yes o responsibility for the and are for "dry condition' of use. 6. Designassumes full Dearing at all supports shown. Shim or wedge if fabncation, handling, shipment antl in33fPaaTllatio of components. 7- Design sumes adequate drainage is provided. 6. Tr �.hisA.g�anJSJumished=ubi i itati s set forth by TPI/VVTCA in SCSI, copies of which will be furnished upon request. 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. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic Connector plate design values see ESR -1311, ESR -1988 (MiTek) v 0 O O 9�LaFESS/p\ r� '9l EXP. 3/31/15 �/3 Q' \EN G,N��t. �P rFQF CAL�FG�/ IIID iM _ Th�ign @Wed MWMPUi Put _ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.25 1.2=( -5) 24 2-5=(0) 1223 5-3=(0) 269 BC: 2x4 OF k18BTR SPACED 24.0' O.C. 2-3=(-1342) 0 5-4=(0) 1223 WEBS: 2x4 OF k18BTR 3.4=(•1341) 0 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) OVERHANGS: 12.8' 0.0' 0'- 0.0' t0/ 797V -51/ 45H 5.50' 0.85 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 0.0' 0/ 699V -51/ - 45H 5.50' 0.75 OF ( 625) Connector plate prefix designators: REOUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BRG @ 0'- 0.0' 0.85 DF/ 1.31 HF/ 1.25 SPF M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 14'- 0.0' 0.75 OF/ 1.15 HF/ 1.10 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.031' @ 7'- 0.0' Allowed = 0.436' MAX DL CREEP DEFL = -0.073' @ 7'- 0.0' Allowed = 0:654' MAX TL CREEP DEFL = -0.104' @ 7'- 0.0' Allowed = 0.654' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.073' MAX HORIZ. LL DEFL = 0.008' @ 13'- 6.5' MAX HORIZ. TL DEFL = -0.020' @ 13'- 6.5' - Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat:2, Exp.C, .MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-00 7-00 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 12 12 which is non -concurrent with other live loads. 3.00 v - a 3.00 0 0 N (ht. O O I'M -4x4 M C X00 7-00 1.00 <P :20-02- 14-00 o�® it JOB NAME: McFarlane e�ideWlz-n Po yH� .away Lot 334. - A51 Scale: 0.4213 I y INGS: �'j'j (/�� GENERAL NOTES, unless otherwise noted: A51 Lilder and e e en <U oa-kt ) a vis -ad of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: IQd Warnings f n ruUti9 m en es. building component. Applicability of tlesign parameters and proper 4 compressio e b a 'ng rii ostnst led where shown +. incorporation of component is the responsibility of the building designer. rJY�,ditional temp re g i sr�t' b itytluring construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY' AM a he responsi lir o ra Ad it on permanenbrectn of 2' o.c. and at 10' o.c. respectively unless bracetl throughout Ueirlengm by . $$y „9 9 continuous sheathing such es plywood sheathing(TC) end/or drywall(BC). DATE' 8/26/2013 h overall stru t is the re si f t e building design.,. 3. 2x Impact bridging or lateral bracing required where shown ++ load should be applied to amcotnp e tuntil Baeallbracingand 4. Installation of truss is the responsibility of the respective contractor. SEQ.: 5640247 asteners are complete and at�1lirrl *o'u any loatls greater than 5. Design assumes trusses are to be used in a non-corosive environment. esign loatls be applied to any co M. and are for'dry condition* of use.TRANS ID: 377394 ompuTrus has no control over and assum s no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. ahticatioapharcllirgrehiprremertd:lrrs n of components. 7. Design assumes adequate drainage is provided. S. This design is furnished subject to the limitations set forth by 8. Plates shall W located on both faces of truss, and placed so their center III II II III I III VIII I I I I II IIII TPIANfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits coincide indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) Q�oFESS/O\ '9l �LU No.k0806 EXP. 3/31/15 \tST G�< ENG�N�� P TF OF CA1UF0�/ 1"11111 � M � LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR Be: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. LION. Be LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 C� 0 N O O TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-00 12 3.00 v I'M -4x4 Th�ign @Wed AWRIPU�Put _ UJ7 7-00 1-00 <PL: -02-020 > Q t4-oo o a0® Z �� JOB NAME: McFarlane SPATES FABRICATORS (MC) 334 - A52 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2-5=(0) 1247 5-3=(0) 269 2-3=(-1342) 0 5-4=(0) 1247 GENERAL NOTES, unless otherwise noted: 3-4=(-1341) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE• INCHES (SPECIES) 01- 0.0' 0/ 797V -1000/ 1000H 5.50' 0.85 OF ( 625) 14'- 0.0' 0/ 699V .1000/ t000H 5.50' 0.75 OF ( 625) DATE: 8/26/2013 ERG @ 0'- 0.0' 0.85 DF/ 1.31 HF/ 1.25 SPF 4. Installation of truss is the responsibility of the respective contractor. BRG @ 14'- 0.0' 0.75 DF/ 1.15 HFI 1.10 SPF isle ars are complete and at nd9 a shou tl y loads greater than VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 TRANS I D : 377394 MAX LL DEFL = -0.031' @ 7'- 0.0' Allowed = 0.436' and are for condition- of use. S. Design assumes full bearing at all supports shown. Shim or wedge if MAX DL CREEP DEFL = .0.073' @ 7'- 0.0' Allowed = 0.654' Lbrijalion,handling, shipment and installation of components. MAX TL CREEP DEFL = -0.104' @ 7'- 0.0' Allowed = 0.654' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.073' 8. Plates shall be located on both faces of truss, and placed so their center MAX HORIZ. LL DEFL = 0.008' @ 13'- 6.5' TPI/WrCA in BCSI, copies of which will be furnished upon request. MAX HORIZ. TL DEFL = 0.021' @. 13'-. 6.5' VIII II I I I I II I I III I II IIII IIII COND. 000.00 LBS DRAG LOAD. 9. Digits indicate size of plate in inches. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 7-00 in the plane of the truss only. 12 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers a 3.00 which isnon-concurrent with other live loads. UJ7 7-00 1-00 <PL: -02-020 > Q t4-oo o a0® Z �� JOB NAME: McFarlane R siden� - chid away Lot 334 - A52 Scale: 0.4213 WA INGS: 'Tj GENERAL NOTES, unless otherwise noted: Truss: A52 1 uilo�r and erectio r ctor sr l(� qqw ed of all General Notes ntl mings loaf sl do 'a 1 This design is based only upon the parameters shown and s for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. - 2. 4 mpression cc9r in ss a �nstatle where shown +. 3. ddit on It tempors r�drt o insure 9taWily uring construct 2. Design assumes the top and bosom chords to be laterally braced at DES. BY AM th res nsibi[it er op P�dittonal rmanent bracing of Po rjy P 9 t e o erall structur t po r dityI F a wilding designer. 2 o.c. and at 10' O.C. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ DATE: 8/26/2013 4. o to tl should be lied to anyj�o ipen t til after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5640248 isle ars are complete and at nd9 a shou tl y loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, -dry TRANS I D : 377394 loads be applied to any wmaonen -1 5.uT us nes no control over and ass s o responsibility for the and are for condition- of use. S. Design assumes full bearing at all supports shown. Shim or wedge if Lbrijalion,handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 8:esigrois wnishecl4obiect-Mhe4knitatio is set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. VIII II I I I I II I I III I II IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR -1988 (Mi ek) QFtOFESS/p\ I EXP. 3/31/15, , Q-. SN F FIC "IIIII M M " LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF 918BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-00 12 3.00 v I'M -4x4 A n - Th�ign�Ed 1'ompu�put - SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WH/GDF/Cq=1.00 1-2=( -5) 24 2.5=(0) 1223 5.3=(0) 269 2-3=(-1342) 0 5-4=(0) 1223 3.4=(-1341) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 797V -51/ 45H 5.50'' 0.85 OF ( 625) 14'- 0.0' O/ 699V -51/ 45H 5.50' 0.75 OF ( 625) para 1. This design is based only upon the parameters shown and is for an individual up component. Applicability of design parameters antl proper BAG @ 0'- 0.0' 0.85 OF/ 1.31 HFI 1.25 SPF 2. 2 4 compression w r ust here shown +, 3. tlitnal temporo i wring construction BAG @ 14'- 0.0' 0.75 OF/ 1.15 HFI 1.10 SPF DES. BY: AM VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). MAX LL DEFL = -0.031' @ 7'- 0.0' Allowed = 0.436' 1 e o atoll st ucturhe respo uiltling des gnat. 4. o to d shouts he applied to anytil after all bracing and MAX DL CREEP DEFL = .0.073' @ 7'- 0.0' Allowed = 0.654' : MAX TL CREEP DEFL = -0.104' @ 7'- 0.0' Allowed = 0.654' for -dry condition- of use.TRANS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.073' design loads be applied to any com- MAX HORIZ. LL DEFL = 0.008' @ 13'- 6.5' ID: 377394 MAX HORIZ. TL DEFL = 0.020' @ 13'- 6.5' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, faDricetion, handling, s ipmof components. Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 8. Plates shall be located on both fares of truss, and placed so their center Truss designed for wind loads in the plane of the truss only. 7-00 Design checked for a 300 lb concentrated top chord . live load per IBC 2009 due to maintenance workers 12 which is non -concurrent with other live loads. a 3.00 1-00 '<PL:2 - 2-02 ' "" p -.qe 14-00 o -n Z -T1 9, 7-00 JOB NAME: McFarlane Re Pienq 0 Rge way Lot I 334 - A53 Scale: 0.4213 WAR IN S: //C� GENERAL NOTES, unless otherwise Truss: A 5 3 1. B ikf�r antl eredior�pprtIslreis of all General Notes e d Warnings betorao�ion sbuilding para 1. This design is based only upon the parameters shown and is for an individual up component. Applicability of design parameters antl proper 2. 2 4 compression w r ust here shown +, 3. tlitnal temporo i wring construction incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bosom chords to be laterally Orated at 2'o. c. and x110' o.c. respectively unless braced throughout their length by DES. BY: AM Ina re:P11.1 bili h rtnanent bracing of y'�A B J continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). _ DATE: 8/26/2013 SEQ. 5640249 1 e o atoll st ucturhe respo uiltling des gnat. 4. o to d shouts he applied to anytil after all bracing and 3. 2x Impact bridging or lateral bracing required where shown * + 4. Installation of truss is the responsibility of the respective contractor. 5. Des gn assumes trusses are to be used in a non -corrosive environment, : defiers are complete and at noy loads greater Than for -dry condition- of use.TRANS design loads be applied to any com- andare 6. Design assumes full bearing at all supports shown. Shim or wedge if ID: 377394 5. do control over ano responsibility for the faDricetion, handling, s ipmof 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 fares of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. II II I I I I III II I I I I I III III) IIII 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Q�OFESS/04" EXP. 3/31/15 \ENG�N�� P TF OF CAO* LUMBER SPECIFICATIONS TC: 2x4 OF p1&BTR; 2x6 OF SS T2 BC: 2x4 OF k1&BTR WEBS: 2x4 OF q1&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 OVERHANGS: 12.8' 12.8' Connector platepre fix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,Id20HS,M18HS,M16 = MiTek IAT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, 9' oc in 1 row(s) throughout 2x4 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. CD 0 N O 0 TRUSS SPAN 20'- 6.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC UNIF LL+DL= 129.0 PLF 8'- 0.0' TO 12'- 6.0' V ADDL: BC UNIF LL+DL= 21.0 PLF 14'- 0.0' TO 20'- 6.0' V ADDL: TC CONC LL+DL= 803.0 LBS @ 12'- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-01-03 3-10-08 12 3.00 CM - 5x6 M -2x4 < I IM -3x5 1-00 <PL:20-0 4-06-10 4-06-10 3-10-08 =M -8x8 - Th�ign @Wed i OmpujMput _ SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -4) 24 2- 9=(0) 4784 3- 9=( 0) 488 2- 3=(-5026) 0 9-10=(0) 5900 9- 4=( 0) 282 3- 4=(-5200) 0 10. 7=(0) 5490 9- 5=(-1122) 0 4. 5=(-5058) 0 5-10=( -54) 82 5- 6=(-6040) O 10. 6=( 0) 614 6- 7=(-5762) 0 7- 8=( -4) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1733V -66/ 66H 5.50' 0.92 OF ( 625) 20'- 6.0' 0/ 2015V -66/ 66H 5.50' 1.07 OF ( 625) BRG @ 0'- 0.0' 0.92 DFI 1.43 HF/ 1.36 SPF BRG @ 20'- 6.0' 1.07 DF/ 1.66 HF/ 1.58 SPF. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.089' @ 12'- 6.0' Allowed = 0.653' MAX DL CREEP DEFL = .0.427' @ 12'- 6.0' Allowed = 0.979' MAX TL CREEP DEFL = -0.485' @ 12'- 6.0' Allowed = 0.979' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.427' MAX HORIZ. LL DEFL = .0.017' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.067' @ 20'- 0.5' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, (1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 7-11-11 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 4-01-03 12 v 3.00 M -2x4 0.25" M -3x4 Di C_ 03 C�Kl (S) M 6-11-04 O p 6.09-04 6-09-08 2 0 n® 20-06 M 71 Z 90 Cn JOB NAME: McFarlane Re i ienc� W i� way Lot 334 - A54 Scale: 0.3098 A54 WARNLG : M GENERAL NOTES, unless otherwise noted: 1. Bu er ntl8 rection �r�houl eprla5 of all General Notes 1. This design is DaSetl only upon the parameters shown and is for an individual Truss: an VVa in s before 5 ti n dQ4e3 building wmponenl. Applicability of design parameters and proper 2. 2x4 ce pression we c�rst��nstalled ere shown +. Incorporation of component is the responsibility of the building designer. 3. Ad 'tio I temporary hrgEi sdret';1a8 tl ing construction 2. Design assumes the tap and bottom chords to be laterally braced at DES. BY • AM is t e r nsibilit or�tlQ erector, io� anent bredn of 2' o.c. and at 70' o.c. respectively unless braced throughout their length by Po Y yl`� �� Hle g continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2013 the ve It structure i responsibl o u ding designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No ad houltl be applied too o any rA ne44��dhti after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5647127 fast ne� are complete antl al no lirghoy(�n oatls greater than 5. Design assumes trusses are to be used in a non -corrosive environment, des n I a05 De applietl to any cemponen . and are for "dry condition' of use. TRANS I D : 377982 5. Co u sponsibilily for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design 5assumes omas atlequete drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shell be located on bolo faces of truss, and placed so their center VIII III I I III I II VIII 11111111111111 I I I I I III II TPIAMCA in BCSI, copies of which will be lumishetl upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5 v Cl) O M -3x6 1-00 QFtOFESS/0/k l„1 � ILL! rn �No.P0806 EXP. 3/31/15 Q- tST ENG�N�� P 9TF OF%_\`F � CA (1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) v Cl) O M -3x6 1-00 QFtOFESS/0/k l„1 � ILL! rn �No.P0806 EXP. 3/31/15 Q- tST ENG�N�� P 9TF OF%_\`F � CA 1111}4111 III M M " LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF fl18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series do 0 0 0 M t V M I O O TRUSS SPAN 20'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9 11-11 0-06-10 5-02-15 4-08-12 0-06-10 4-08-12 12 3.00 M -4x6 M -7x6 W Th�ign Wed fWlMPutWut tW SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=( -5) 24 2. 9=(0) 2668 3- 9=(-532) 23 2- 3=(-2818) 0 9.10=(0) 2150 9- 4=( 0) 269 3. 4=(-2263) 0 10- 7=(0) 2669 9. 5=(-102) 112 4. 5=(-2153) 0 5.10=( O) 264 5- 6=(-2276) 0 10- 6=(-522) 23 6- 7=(-2820) 0 7- B=( -5) 24 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1114V -71/ 71H 5.50' 1.19 OF ( 625) 20'- 6.0' 0/ 1114V -71/ 71H 5.50' 1.19 OF ( 625) BAG @ 0'- 0.0' 1.19 DF/ 1.83 HF/ 1.75 SPF BAG @ 20'- 6.0' 1.19 DF/ 1.83 HF/ 1.75 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.097' @ 10'- 6.0' Allowed = 0.653' MAX DL CREEP DEFL = -0.214' @ 10'- 6.0' Allowed = 0.979' MAX TL CREEP DEFL = -0.311' @ 10'- 6.0' Allowed = 0.979' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.214' MAX HORIZ. LL DEFL = 0.027' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.065' @ 20'- 0.5' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers 5-02.15 which is non -concurrent with other live loads. 12 a 3.00 a M O O D 9-03-04 OJ 2-01-04 9-01-08 1-o0 <PL:20 02 0' rn 7 F 20-06 1-00 n-0 Z.0 JOB NAME: McFarlane Re1161 e, Rlj'q way Lot 334 - A55 Scale: 0.3098 �oQROFESS/oti� A55 WAR NG : GENERAL NOTES, unless otherwise noted �Q JO A, 1. B Ider,,$$QQtl enaction tnr�tr cta h vrs of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: a Wdhfings befo inns ur n�mm s. building component. Applicability of design parameters and proper 2. co ssion wegeajpmust D� Installed here shown +. incorporation of component is me responsibility of the building designer. m 3. A ilio al tempora pfa to in u( st iht d ring construction 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 by DES. BY : AM Is e r sponsibilily cphe [e r. p. rsgiii na4 anent bracing of continuous sheathing such as plywood sheathing(TC) antl/or drywalt(BC). DATE: 8/26/2013 m ov ran structure Ue nsjpjlily QYTh'S b ilding des finer. 3. 2x Impact bridging or lateral bracing required where shown ++ No. 0806 4. N loa should be Ma d aaa co gun t after all bracing and 4. Installation of truss is the responsibility of the respective contractor. EXP. 3/31/15 . SEQ. 5640251 la an are compl at t h n loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, X tle ign oatls be appenarW ere for'tlry cond8ion' of use.TRANS ID: 377394 s. C p vs has noI over as n responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge it fa ice handling, shipment and'rUta8B8b o components. 7. Design asnecessasumes adequate drainage is provided. rs ENG 6. Th d ign is fumished subject to thgi n set forth by 8. Plates shall be located on both faces of truss, and placed so their center 1 111111111 11 1111 111 111 11111 111111 T CA in SCSI, copies of wnict will m upon request lines coincide with joint center lines C 9. Digits 'Indicate coincide size of plate in inches. T` OF CA�,1FO� mi T osop T^ ` SQRweraZZ -SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1088 (MiTek) IIIM M M) M M M -:Thign ed f lnput�ut i SPATE ABRI R (MC LUMBER SPECIFICATIONS TRUSS'SPAN 20'- 6.0' 1 This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation ofcomponent is the responsibility of the building designer. 2. Design assumes the top entl boaom chorcls to De laterally braced at 2'o.c.and al 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 6. 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 al all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided6. CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF p18BTR LOAD DURATION INCREASE = 1.25 1. 2=( -5) 24 2. 8=(0) 2691 3. 8=(-490) 1 BC: 2x4 OF N18BTR SPACED 24.0' O.C. 2- 3=(-2843) 0 8. 9=(0) 1827 8. 4=( 0) 657 WEBS: 2x4 OF g18BTR 3- 4=(-2459) 0 9- 6=(0) 2691 4- 9=( 0) 657 LOADING 4- 5=(-2459) 0 9- 5=(-490) 1 TC LATERAL SUPPORT - 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5. 6=(-2843) 0 BC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 7.0 PSF 6. 7=( -5) 24 TOTAL LOAD = 50.0 PSF OVERHANGS: 12.8' 12.8' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG LENGTH Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 01- 0.0' 0/ 1114V -67/ 67H 5.50' 1.19 OF ( 625) M,M20HS,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20'- 6.0' 01 1114V -67/ 67H 5.50' 1.19 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0' 1.19 DF/ 1.83 HF/ 1.75 SPF BRG @ 20'- 6.0' 1.19 DF/ 1.83 HF/ 1.75 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.095' @ 10'- 3.0' Allowed = 0.653' MAX DL CREEP DEFL = -0.212' @ 10'- 3.0' Allowed = 0.979' MAX TL CREEP DEFL = -0.306' @ 10'- 3.0' Allowed = 0.979' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.212' MAX HORIZ. LL DEFL = 0.024' @ 20'- 0:5' MAX HORIZ. TL DEFL = 0.060' @ 20'- 0.5' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 10 03 Design checked for a 300 lb concentrated top chord 10 03 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. co 0 0 C; v c%b 0 CD 5-07-15 4-07-01 4-07-01 5-07-15 12 12 3.00 M -4X5 a 3.00 A n° 1.00 <PL:20-02-02 JOB NAME: McFarlane Res WARNIN 105 _ C v� O 0-0 G) ncez W d h 6-01-06 20-06 7-02-05 ay Lot 334 - A56 Scale: 0.3098 GENERAL NOTES, unless otherwise noted: Truss: A 5 6 DES. BY AM DATE 8/26/2013 SEQ. : 5640252 TRANS I D : 377394 1 BaiIn eTedion contmator Sn w meaw5ea of II General Notes entlmi gs belare co situ co e e shown +. 3. Atltlal emporary breLirrg ,re s a n construpion 2. 2x4p ssion web broig m aDe i afo. s thas risibility of the dtllt enl breGn of Y9 the rel stmclure is t�e'r' 1'�y�f td g designer. 4. Nosf�ould be a ppli�mj>OdenFa a er all bracing and tastre complete al no timcmul AY I ds greater than desads be applied to any com t. 5. Con)s nos no control over and as m�s�n r ponsibilily for the o , handling, shipment antl irs all mponents. 1 This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation ofcomponent is the responsibility of the building designer. 2. Design assumes the top entl boaom chorcls to De laterally braced at 2'o.c.and al 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 6. 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 al all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided6. Thii n is furnished subject to the limit ons s forth by 8. Plates shall be located on both faces of truss, and placed so their center TPICA"BOS"opie&Q16whi ish upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 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) 1-00 Q�OFESS/p\ NOA0806 EXP./31l15 FNG`N��t. �P \TF OF CAl. !i LUMBER SPECIFICATIONS TC: 20 OF N18BTR BC: 2x4 OF #1& BTR WEBS: 2x4 OF fl18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 10-03 5-07-15 12 3.00 C--- TRUSS SPAN 20'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-07-01 4-07-01 M -4X6 A n^ Th ign d f _WMPU put SP ABRI A OR (MC CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -5) 24 2- 7=(-165) 3371 3- 7=(-490) 1 2. 3=(-2847) 0 7- 8=(-338) 2534 7. 4=( 0) 657 3- 4=(-2463) 0 8- 6=(-158) 3374 4- 8=( 0) 664 4- 5=(-2468) 0 8- 5=(-497) 5 5- 6=(-2855) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1119V -2880/ 2880H 5.50' 1.19 OF ( 625) 20'- 6.0' 0/ 1024V -2880/ 2880H 5.50' 1.09 OF ( 625) I I BRG @ 0'- 0.0' 1.19 DF/ 1.84 HF/ 1.76 SPF (III BRG @ 20'- 6.0' 1.09 DF/ 1.69 HF/ 1.61 SPF VIII VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 IIII MAX LL DEFL = -0.095' @ 10'- 3.0' Allowed = 0.653' TPIM?CA in BCSI, espies otwnich wr urnrs a upon request MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MAX DL CREEP DEFL = -0.212' @ 10'- 3.0' Allowed = 0.979' MAX TL CREEP DEFL = -0.307' @ 10'- 3.0' Allowed = 0.979' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.212' MAX HORIZ. LL DEFL = 0.036' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.072' @ 20'- 0.5' CO D. 2: 2880.00 LBS OBAG LOAD. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 10-03 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 5-07-15 12 a 3.00 7- F 6-01.06 1-00 <PL:20-02-02 11,- U � 20-06 o_U0® z 7-02-05 JOB NAME: McFarlane Res ' dence u; M@e'a'w y Lot 334 - A57 Scale: 0.3016 Truss: A57 DES. BY AM DATE • 8/26/2013 SEQ. : J 640253 TRANS I D : 377394 WARNING : 1. Builder ntl radion cont or �i tl vi t: of II General Notes and W in s before can io m c 2. 2x4 co pre cion web b��igci e m II far shown +. 3. Addiiio al t mporary bra ' trine e st ilii durin censtinction s the r s risibility of Ih tlilional e n nt bracing of Y B.� 9 the ov all tincture is th ns' ilitko tha.Duiu i designer. 4. No Ion sh uld be appliee00��ee any cora nl u, i a r all bracing and fasten a e complete aRnt no time td an o s greater than design oa be applied to any compone s. Comp in has no control over and as es`{es onsibilily for the lean on handlin shi ment and ins9allali S o"f co nems. g. P Po 6. This d umLsbedsubj o the limitations se forth by GENERAL NOTES, unless otherwise para 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 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 try centlilion' of use. 8. Design assumes full Dea ng 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 VIII II I I III (III I I III VIII IIII IIII TPIM?CA in BCSI, espies otwnich wr urnrs a upon request MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 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) QkOFESS/p\ ' N J0806 70 EXP. 3/31/15 sP "", `� I �TF OF CAUFO� 1"1111 M , � LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 1210C. LION. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M> <M- VE on, 1w 1=` Mo. ON ;XW;, TRUSS SPAN 20'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = - 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-03 5-07-15 4-07-01 4-07-01 12 3.00 o M -4x6 4.0" 4 W-( Th ign 1,eF1 f - mputlMut SPA ABRI R (MC q-in 11W 7d1- -05 n r 6-01-06 7-02-05 1 -00<PL:20-02-02 - � '` 20-06 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 n O`UG5® 1- 2=( -5) 24 2- 7=(0) 2694 3. 7=(-490) 1 2- 3=(•2847) 0 7- 8=(0) 1831 7. 4=( 0) 657 3- 4=(-2463) 0 8- 6=(0) 2703 4- 8=( 0) 664 Res' enc5nA_ d ay Lot 4- 5=(-2468) 0 8. 5=(•497) 5 5- 6=(•2855) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1119V -67/ 61H 5.50' 1.19 OF ( 625) 20'- 6.0' 0/ 1024V •671 61H 5.50' 1.09 OF ( 625) anings before Uio co v e es BRG @ 0'- 0.0' 1.19 DF/ 1.84 HF/ 1.76 SPF BRG @ 20'- 6.0' 1.09 DF/ 1.69 HF/ 1.61 SPF ofcomponent is the responsibility ofthe building designer. 2•Design assumes the top antl bonom cDards to be laterelry braced at VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 g is tnsibilil of e o A one nent bretln of � Y (may fel 0 theL// streaure is r snuuty Dui ing designer. MAX LL DEFL = -0.095' @ 10'- 3.0' Allowed = 0.653' MAX OL CREEP DEFL = -0.212' @ 10'• 3.0' Allowed = 0.979' 4. Installation of truss is the responsibility of the respective contractor. MAX TL CREEP DEFL = -0.307' @ 10'- 3.0' Allowed = 0.979' fasare complete entl at no timq�h y oatls greater than dead De apptietl to any com 1( n RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.212' TRANS ID: 377394 MAX HORIZ. LL DEFL = 0.024' @ 20'- 0.5' 8. Design assumes full bearing at allsuppons shown. Shimorwedge if MAX HORIZ. TL DEFL = 0.060' @ 20'- 0.5' fabn, hantlling, shipment andinstall ion o mponents. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, 8. Plates shall be located on both faces of truss, and placed so their center interior zone, load duration factor=1.6, in SCSI, copies of which will be furnished upon request Truss designed for wind loads IIIIII I I I I I III I II I I III I I II IN in the plane of the truss only. 9. Digits indicate size of plate in inches. Design checked for a 300 lb concentrated top chord MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MiTek live load per IBC 2009 due to maintenance workers 10-03 which is non -concurrent with other live loads. 5-07-15 12 a 3.00 q-in 11W 7d1- -05 n r 6-01-06 7-02-05 1 -00<PL:20-02-02 - � '` 20-06 n O`UG5® JOB NAME: McFarlane Res' enc5nA_ d ay Lot 334 - A58 Scale: 0.3016 A58 I �� T 1 BuIpQd erection contta houl1,5P a r all General Notes WARNLtempomry GENERAL NOTES, unless otherwise noted: 1 This tles gn sbased only upon the parameters shown entl s for en intliv tlual T('USS: anings before Uio co v e es Duiltling component. Applicability of des gn parameters a M proper 2. 2xression web b t. st 8erl.w reshowninwrporelion 3. AtlI temporary i sur etu construaion ofcomponent is the responsibility ofthe building designer. 2•Design assumes the top antl bonom cDards to be laterelry braced at DES. BY.AM DATE'8/26/2013 g is tnsibilil of e o A one nent bretln of � Y (may fel 0 theL// streaure is r snuuty Dui ing designer. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by wntinuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ of,$ 4. NoLLLhould be ap d to any co n(Mn til M1er all bracing antl 4. Installation of truss is the responsibility of the respective contractor. SEQ. 5640254 fasare complete entl at no timq�h y oatls greater than dead De apptietl to any com 1( n 5. Design assumes t asses are to be usetl in a non•cartosive env ronment, and are for'dry condition.of use. TRANS ID: 377394 5. Ccros has no wntrol over anq um o esponsibilily for the 8. Design assumes full bearing at allsuppons shown. Shimorwedge if fabn, hantlling, shipment andinstall ion o mponents. necessary. 7. Design assumes adequate drainage is provided. 8. Thign n et forth by 8. Plates shall be located on both faces of truss, and placed so their center in SCSI, copies of which will be furnished upon request lines coincide wjoint center lines. IIIIII I I I I I III I II I I III I I II IN 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MiTek 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) z 0 0 , �O9,0ESSov JO NS UJ m ir No. 0806 ;0 EXP. 3/31/15 s1�gT�� SNG%N��a�Q F OF CAL1F0�/ 11 III a off 0 LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x6 OF SS WEBS: 2x4 OF R18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series SINGLE MEMBER AS SHOWN. HANGERS ATTACHED TO BOTTOM CHORD WILL HAVE 1.5' MAX. NAIL PENETRATION. HANGER BY OTHERS. O 0 C; v (h�O O TRUSS SPAN 20'- 6.0 - LOAD -DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC CONC LL+DL= 724.0 LBS @ 5'- 6.8' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-03 Th align �-ed f�MPU put SPA ES ABRIC TORS (MC) 6-01-11 4-01-05 4-01-05 6-01-11 12 12 3.00 M -4X6 v 3.00 A n° CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -5) 24 2- 7=(0) 4500 7- 3=( 0) 783 2. 3=(-4705) 0 7- 8=(0) 4452 3- 8=(-1889) 0 5-1115m a .4- 3-01 3- 4=(-2807) 0 8- 9=(0) 3386 8. 4=( 0) 1072 4- 5=(-2809) 0 9- 6=(0) 3383 8- 5=( -760) 0 1-00 <PL:20-02-02 C n 20-06 5- 6=(-3548) 0 5- 9=( -41) 96 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1655V -1000/ 1000H 5.50' 1.76 OF ( 625) 20'- 6.0' 0/ 1213V -10001 100011 5.50' 1.29 OF ( 625) ERG @ 0'- 0.0' 1.76 DF/ 2.72 HF/ 2.60 SPF - BAG @ 20'- 6.0' 1.29 DF/ 2.00 HF1 1.90 SPF Res dencez- Hkegq ay Lot VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.082' @ 10'- 3.0' Allowed = 0.653' MAX DL CREEP DEFL = -0.329' @ 6'- 1.3' Allowed = 0.979' MAX TL CREEP DEFL = .0.411' @ 6'- 1.3' Allowed = 0.979' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.329' WARNIN ra 1. Build r end�ereciion cor�j a to ul a d all General Notes and mings before�Q^ s fico noes MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5' �� p. JO AI A J\Q ' YS •` C7 MAX HORIZ. TL DEFL = 0.059''@ 20'- 0.5' Truss: COND. : 1000.00 LBS DRAG LOAD, incorporation of component is the responsibility of the building designer. to be laterally braced -Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, t2'A Enclosed, Cat.2, Exp.C, MWFRS, 3. Addi na temporary D g�to•In pre-,t�bit n g construction ,q� s interior zone, load duration factor=1.6, Truss designed for wind loads DES. BY : AM in the plane of the truss only. 10-03 Design checked for a 300 lb concentrated top chord .Z1 live load per IBC 2009 due to maintenance workers the era I structure is T ibility f 1 erouiI ng designer. 4. No I tl o lid be appy any po eo .pa it fter all bracing and which is non -concurrent with other live loads. 6-01-11 4-01-05 4-01-05 6-01-11 12 12 3.00 M -4X6 v 3.00 A n° P i 72I.4a 5-1115m a .4- 3-01 4-03-01 5-11-15 1-00 <PL:20-02-02 C n 20-06 JOB NAME: McFarlane Res dencez- Hkegq ay Lot 334 - A59 Scale: 0.3016 �OQROFESS/ptq` A59 WARNIN ra 1. Build r end�ereciion cor�j a to ul a d all General Notes and mings before�Q^ s fico noes GENERAL NOTES. unless otherwise para 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper �� p. JO AI A J\Q ' YS •` C7 / Truss: ssion web bjai'3ng t b n t tl h re shown +, 2. 2x4 rapi, incorporation of component is the responsibility of the building designer. to be laterally braced t2'A 3. Addi na temporary D g�to•In pre-,t�bit n g construction ,q� s 2. Design assumes the top and bottom Chords at m DES. BY : AM is Ih res risibility of t ng r Additibn perm ent bracing of Z 2• o.c. and at 101 o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). N0. 086 .Z1 DATE: 8/26/2013 the era I structure is T ibility f 1 erouiI ng designer. 4. No I tl o lid be appy any po eo .pa it fter all bracing and 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility Cf the respective contractor. trusses to be used in a non -corrosive environment, EXP. 3/31/15 - • SEQ. : 5640255 fast e ers�are comp=,n, flat ou ny I ads greater than des' n to ds be applie Tany cora t. 5. Design assumes are and are for dry condition- of use. TRANS I D : 377394 5. Cc uT s has no control over and a r sponsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary. v fab li , handling, shipment and i Ila ( mponents. " P 8. This eITn is furnished SuDjeU to atlimit ns 1 forth by 7. Design assumes adequate drainage is p ov tled. 8. Plates be located on both faces o1 Truss, and placed so their center ENG ies of which will De lumis upon request shall lines coincide with joint center lines. 9TCC IIII III III I I I II I I III I I IIII IN 111111111 9. Digits indicate size of plate in inches. of CA`` f MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E MiTek 10. For basic connector plate design values see ESR -1311, ESR -1088 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF k1&BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 0.0' ++ For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,U16 = MiTek IT series v 71 o 0 12 3.00 C--- TRUSS SPAN 5'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06 M -2x4 1-00 JOB NAME: McFarlane Res <PL:20-02-02 W m C� 0� 0 n U Z � lencen- WMe�`I Truss: f,,\ 1. Budde and 2x4 2. 2x4 co antl erection contr9clor�d minWbefom 0.00n on n pres<on web bra m s e DES. BY : AM 3. Additio allmporary bre ng 1 sure DATE: 8/26/2013 is the r the ow 4. Noloa spo sibility of the dor. tl an .aura is m rsi li'. Id beapplied'1 aA SEQ.: 5640256 fastene sh s acomplete art �'�ttrq'e TRANS ID: 377394 design 5. Compu ad be applied ld.ady��oi rus has no contfd_Wer and a: 4. Installation of truss is the responsibility of the respective contractor. fabdcat n, andling, shipment and in, 6. This de ign s furnished subject to the IIIIII Ijlll IIIIj IIIA 11111 IIIA IIIA 111] IIII TPI _ A i SCSI, copies of which w 111111 11111 11111 11111 11111 11111 11111 1111 Jill MiTek LSSA} Inc./CompuTrus Soft 5-06 � m SThjlnll�ign ABRIedCXTM MCmputut '!�! CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1-2=( -5) 24 2-4=(-43) 17 3.4=(-241) 0 2-3=(-70) 20 BEARING MAX VERT MAX HORZ BRG REOUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 434V -46/ 34H 5.50' 0.46 OF ( 625) 51- 6.0' 0/ 277V -46/ 34H 1.50' 0.30 OF ( 625) BRG @ 0'- 0.0' 0.46 DF/ 0.71 HF/ 0.68 SPF BRG @ 5'- 6.0' 0.30 DF/ 0.46 HF/ 0.43 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX OL DEFL = -0.001' @ -1'- 0.4' Allowed 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON DL DEFL 0.042' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=25ft, TCDL=13.8,BCOL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 00 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. y Lot 334 - A60 Scale: 0.6821 GENERAL NOTES, unless otherwise noted: II General Notes I. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper shownincorporation of component is the responsibility of the building designer. 2, Design assumes the lop and bottom chords to be laterally braced at mnstrucl+. ion n 2' o.c. and at 10' o.c. respectively unless braced throughout their length by nt bracing 9 designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ r all bracing and 4. Installation of truss is the responsibility of the respective contractor. s greater than 5. Design assumes trusses are to be used In a non -corrosive environment, and am for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if msibilay for the necessary. p° vents. 7. Design assumes adequate drainage is provided. will by 8. Plates shall be located on both faces of truss, and placed so their center ipon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. )5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0' TC: 2x4 OF qt&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF k1&BTR SPACED 24.0' O.C. WEBS: 2x4 OF #1&BTR LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 50.0 PSF Staple or equal at non-structural. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REOUIREMENTS OF CBC 2010 NOT BEING MET. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc AND -BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series 5-06 12 3.00 c--- M-2x4 JOB -NAME: McFarlane Res 1-00 <PL:20-02-02 Di C M 0 5-06 4 ence--) ;6_wHjkd�a° ay Lot 334 A61 6 1 D 653, 0 O O Th�iBR �e ( C"W- put SP rABRI ' MC COND. : 600.00 BS DRAG 0 D. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 9?,OFESS/p\ 11 *I ' N {\ EXP. P.W3l31/15/15 /1 1. Build anjf erepion w,Dy-ultly Truss: and m gs Defo e t coba - 2. 2x4 p ion web bract r:.mus bex 3. Addai nal porary brdE�n Id44� res DES. BY • AM is the as ibility of lh,,,,,PPPPP��''ere,,�,��''. ^Adq�f DATE • 9/3/2013 the o roll structure is IspS(ts bilify SEQ.: 5647128 4. Nolo sh ultl be appli a�ny1� mjf( fasten a e complete aod+t(n01i8 e s TRANS ID: 377982 tlesign oa s be applied loenycom �S 5. Comp ru has no conn an es rdil all bracing and handling. shi nt E %I Igreater than B. d ICA ig hed to the o BCSIS pie f which wion, TPII ll! IIIIII I III I III IIII VIII VIII II IIII MiTek S Inc /CompuTrus Softw 0 O O Th�iBR �e ( C"W- put SP rABRI ' MC COND. : 600.00 BS DRAG 0 D. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 9?,OFESS/p\ 11 *I ' N {\ EXP. P.W3l31/15/15 /1 ca e. GENERAL NOTES, unless otherwise noted: Wsed o all General Notes 1. This design is based only upon the parameters shown and is for an individual 6s, building component. Applicability of design parameters and proper 11d:h a shown +. incorporation of component is the responsibility of the building designer. yy'durin99 construction 2. Design assumes the top and bodom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by a�Seat brawn of 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). D designer. 3. 2x Impact bridging or lateral bracing required where shown ++ rdil all bracing and 4. Installation of truss is the responsibility of the respective contractor. %I Igreater than 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. nsibility for the s ngW,�ajduppon S. Design assumes full bearing at all supports shown. Shim or wedge if uf',o6arents. necessary. 7. Design assumes adequate drainage is provided. i nh by 8. Plates shall be located on both faces of truss, and placed so their center 6 request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. . .45(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 0 O O Th�iBR �e ( C"W- put SP rABRI ' MC COND. : 600.00 BS DRAG 0 D. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 9?,OFESS/p\ 11 *I ' N {\ EXP. P.W3l31/15/15 /1 Jill M 1W. 1 -1 <00 No Th=Mign :ed ffmmput�pLit SPATES FABRIC"ATO (MC LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF H1&BTR TC LATERAL SUPPORT 24'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. NOTE 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series Go 0 0 4-06-00 MONO HIP SETBACK 4.00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 4'- 0.0' V TC UNIF LL( 60.0)+DL( 69.0)= 129.0 PLF 41- 0.0' TO 4'- 6.0' V BC UNIF LL( 0.0)+DL( 21.0)= 21.0 PLF 01- 0.0' TO 4'- 6.0' V TC CONC LL( 80.0)+DL( 92.0)= 172.0 LBS @ 4'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-11 0-06-05 12 172#' 3.00 0 M -4x6 M -3x4 JOB NAME: McFarlane Re Truss: /'%%J A DES. BY: AM DATE: 8/26/2013 SEQ.: 5640258 TRANS ID: 377394 1-00 0 <PL:10-00-12 o>o� U Z 0 o dency ; 1. Bui er erection an Wa rings beton 2. 2x4 pression we 3-05 4-06 [Kim M -2x4 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2-5=( 0) 286 5-3=(-153) 2 2-3=(-328) 0 5-6=(-12) 79 5-4=( 0) 287 3.4=(-286) 0 4-6=(-404) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' OI 431V -411 17H 5.50' 0.46 OF ( 625) 4'- 6.0' O/ 411V -411 17H 1.50' 0.44 OF ( 625) BRG @ 0'- 0.0' 0.46 DF/ 0.71 HF/ 0.68 SPF BRG @ 4'- 6.0' 0.44 DF/ 0.68 HFI 0.64 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX DL CREEP DEFL = -0.003' @ 3'- 5.0' Allowed = 0.196' MAX TL CREEP DEFL = -0.004' @ 3'- 5.0' Allowed = 0.196' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.008' MAX HORIZ. LL DEFL = 0.001' @ 4'- 4.3' MAX HORIZ. TL DEFL = 0.001' @ 4'- 4.3' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated tap chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. way Lot 334 - A62 sale: 0.6281 GENERAL NOTES, unless otherwise noted: of all General Notes 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper fere shown +. incorporation of component is the responsibility of the building designer. 3. AdLity em rely Drap'ry-q po plSur e�Slap�B 'n construction 2 Design assumes the top and bottom chords to be laterally braced at is 1nsiNlily or1R@ EFe&dF. A358iohal.pe aant bracing of 2' o.c. antl at 10' o.c, respectively unless braced throughout Ineir length by continuous sheathing such as plywootl sheathing(TC) and/or tlrywell(BC). thestructure i s si ItormThu ding designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Noould be ap ne��rr rill after all bracing antl 4. Installation of truss is the responsibility of the respective contractor. felre comptel(ttl al no lir hd5ltl�n oads greater than 5. Design assumes tmsses are to be usetl in a non-cortosive environment, des be applied to any comrrvvcc��66np..�p antl are for -dry condition- ofuse.5.Co has no Control over an[�u o esponsibility for the 8. Design assumes full bearing al all supports shown. Sh(m or wetlge If necessary. lab, handling, shipment and,lns ll of mponents. 7. Design assumes adequate drainage is provided. 6. This furnished subject to the limitations et forth by 8. Plates shall be located on both faces of truss, antl placed so their center TP- ad upon request, lines coincide with joint center lines. 9. Digits ini icata size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Q�OFESS/p\ i^1 'Ql No.(�0806 '' XP. 3/3 E1/15 O, Ei/Wl-/ ' Q \,Sj G2 ENG1 �P \TE OF CAOFO�/ IIII TIRi9nMed Inpuwput _ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF 1918BTR BC: 2x4 OF if18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 4'- 5.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)FDL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-04 0-01-08 12 3.00 (---- M -2x4 1-00 <PL:10-00-12 4-05-08 >PL:10-04-04 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-4=(-39) 12 3-4=(-212) 0 2-3=(-66) 17 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 405V -421 25H 5.50' 0.43 OF ( 625) 4'- 5.5' O/ 240V -421 25H 1.50' 0.09 OF (1782) 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 BRG @ 0'- 0.0' 0.43 DF/ 0.67 HF/ 0.64 SPF TRANS I D : 377394 BRG @ 4'- 5.5' 0.26 DF/ 0.39 HF/ 0.38 SPF v v 0 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ -1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed.= 0.107' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.015' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 0 D W M C T o>o JOB NAME: McFarlane Res-denoe -znn (H-Q�eaway Lot 334 - A63 Scale, 0.7012 A63 WA 11,16 vi (� 1A1A1A�� vi ed of all General Notes 1.iWntl erediomey ra 'And And GENERAL NOTES, unless otherwise nary 1. This design is basetl any upon the parameters shown and Is for an individual Truss: d VVfnings bei t n e 2.4 ctompression eG.bra ' must a installe whereshown �. 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 _ DES. BY : AM 3.di conal tempo Wq to tg re • 'it during construction r�ssrra2��pp�� d° rid rollal bracing 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 8/26/2013 C SEQ.: 55640259 ih responsibilit o t ae of uildI gmoment verelI shuctur0.is, e� a pgpybilityRtfth building tlesigner. 4. No oad should Deo bl I any ccc m l ntil after all bracing and asll'neTm are coif e no I nptiple3_pDek1 ny loads greater than continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown F t 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. TRANS I D : 377394 tles'�n loads be ep��j/I�'�d y pon u� 5. o puTrus has n wronirol ova a e no responsibility for the ab�cation, he runt g, shipment a instal ti of components. .',I 6. Design assumes full Dearing at all supports shown. Shim or wetlge if necessary. 7. Design assumes adequate drainage is provided. 8. i design is furnished 5ubjed> hegimi all ns set forth by PI"CA in BCSI, copies of whit w f shed upon request, 8. Plates Shall be located on both faces of truss, and placed so their center lines coincidewith joint center lines. oinidsize VIII II I II I VIII III III VIII I I IIII MRek-WSA*Iraod .6.4-SP5(1 L) -E 9. Digits of plate in inches. 10. indicate For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ -1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed.= 0.107' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.015' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. LUMBER SPECIFICATIONS TC: 2x4 OF 018BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT 24'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. NOTE 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series For hanger specs. - See approved plans OD 0 to C3 v o� 0 4.05.08 MONO HIP SETBACK 4-00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 4'- 0.0' V TC UNIF LL( 60.0)+DL( 69.0)= 129.0 PLF 4'- 0.0' TO 4'- 5.5' V BC UNIF LL( 0.0)+DL( 21.0)= 21.0 PLF 0'- 0.0' TO 4'- 5.5' V TC CONC LL( 80.0)+DL( 92.0)= 172.0 LBS @ 4'- 0:0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-11 0-05-13 12 Jj 172 3.00 c --- M -4x6 4 -3x4 a 0 0 0 x4 - Th�ign @Wed mpul_put _ SPATE6 FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -5) 24 2-5=( 0) 272 5-3=(-151) 2 2-3=(-315) 0 5.6=(-12) 79 5-4=( 0) 276 3.4=(-272) 0 4-6=(-403) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 O/ 429V -41/ 1 7 H 5.50' 0.46 OF ( 625) 4'- 5.5' 0/ 409V -41/ 17H 1.50' 0.44 OF ( 625) BRG @ 0'- 0.0' 0.46 OF/ 0.71 HF/ 0.67 SPF BRG @ 4'- 5.5' 0.44 OF/ 0.67 HF/ 0.64 SPF 3-05 1-00-08 1-00 4-05-08 <PL:10-00-12 o OJ rn C 0>0� Z JOB NAME: McFarlane Re E ip enc 'T Nay Lot 334 - A64 Scale: 0.6213 A64 WARN]But GS: A,,.. GENERAL NOTES, ed onlessy upon otherwise para 1. Bui er d am lion ce �tr wsetl fall General NoleS 1. This design is base0 only upon lite parameters shown end is for an intlivitlual TI'US$: and r s beton:C4p�t Uion I builtling component. Applicability of design parameters and proper 2. 2x4 m cionweb Wabing l Iletl w ere shown +. incorporation of component is the responsibility of the building designer. 3. Add ion I temporary ung, insu I ' i u g construction 2. Design assumes the lop and bottom chords to be laterally braced at Ie1 2' o.c. and at 10' O.C. respectively unless braced throughout their length by DES. BY: AM is th reponsibility of µe em . A9dit nent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 8/26/2013 the verII structure is5h r s ibilit ofddhe-buil ing designer. 3. Zx Impact bridging or lateral bracing required where shown + 4. Not ad hould be op t e nerllgatil Der all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5640260 fast a are completeyar{d t times( ouM any atls greater than 5. Design assumes trusses are to be used in a non -corrosive environment, de n 1 ds be applie a mpbnEnl.% and are for -dry condition- of use. TRANS I D : 377394 5. Co uT s has It cor rM over and Flu ftlsmo sponsibilhy for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fab it n, handling, smpment end illgtglletbn f mponents. 7. Design assumes adequate drainage is provided. 6. This es n Is furnished subject to th lle_�f its' t forth by 8. Plates shall be located on both taus of buss, and placed so their center VIII II I II I III I II I I I VIII III III TPI in BCSI, copies of which quill be r s upon request. lines coincide with joint center lines. 9. Digits coincide size of plate in inches. Mire U A Inc./Com uTrus Software 7.6 SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1688 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL OEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX DL DEFL = -0.002' @ 3'- 5.0' Allowed = 0.194' MAX TL DEFL = -0.003' @. 3'- 5.0' Allowed = 0.194' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.008' MAX HORIZ. LL DEFL = 0.000' @ 4'- 3.8' MAX HORIZ. TL DEFL = 0.001' @ 4'- 3.8' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. Irl IIII ThA iBgn RICA� e(MCOmpuiput LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 DF #18BTR WEBS: 2x4 DF #18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. Connector plateprefix designators: C,CN,CI8,CN18 ( 0 r no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 v 0 v o[ 0 <PL:10-00-12 TRUSS SPAN 4'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-03 0-01-08 12 3.00 l7 M -2x4 I. L 4-03 >PL:10-04-04 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-65) 17 1-3=(-33) 12 2-3=(-212) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 265V -35/ 24H 5.50' 0.28 DF ( 625) 4'- 4.5' 01 240V -35/ 24H 1.50' 0.09 DF (1782) building component. Applicability of design parameters and proper BRG @ 0'- 0.0' 0.28 DF/ 0.44 HF/ 0.42 SPF DATE: 8/26/2013 BRG @ 4'- 4.5' 0.26 DF/ 0.39 HF/ 0.38 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.028' @ 2'- 3.5' Allowed = 0.206' MAX TC PANEL TL DEFL = -0.041' @ 2'- 3.5' Allowed = 0.310' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.013' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. W ^ �1 C M O> �_ Z O JOB NAME: McFarlane Res d nceQ 1$6' ay Lot 334 - A65 Scale: 0.7150 WARNINGS a Q c/� 1. Builtler ntl ion contradl0r hou be�tivis f General Notes egfore GENERAL NOTES, unless otherwise noted 1. This design is based only upon the parameters shown and is for an individual Truss: A65 an VVa In oons1 do me e . building component. Applicability of design parameters and proper DES. BY: AM 2. 2x4 ce res ion web bra ngrr u�4P6e i Ter ra shown +. 3. Addition Ile porery breG insgre s i ty g nsuuct s the re bilit of the bona e 1 bracing of 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 by Do Y P 0 the ova II sl lure is the res i ty be 4g (ding esigner. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ DATE: 8/26/2013 4. No Ioatl he d be applied peak untk•ail all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 56402 61 (astene are complete SmU ssh_ a tl greater than 5. Design assumes trusses are to be used in a non-oortosive environment, TRANS I D : 377394 design to ds a applied to aa��yycomponeq" 5. compu7 s s no control 1311!@r end ass n sibility for the and are for *dry condition" of use. e. Design assumes full bearing at all supports shown. Shim or wedge if (aDricali , h ntlling, shipment and installs n nems. necessary. 7. Design assumes adequate drainage is provided. 8. This des( n i furnished subject to the limy( at ns to In by 8. Plates shall be located on both faces of truss, and placed so their center 7PINVEC in CSI, copies of which will be furnished u on request. coincide lines coincide with join) center lines. III II I I I III VIII VIII VIII II IIII 9. Digits size of plate in inches. MiTek U ATI (1 Q -E 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 = -0.028' @ 2'- 3.5' Allowed = 0.206' MAX TC PANEL TL DEFL = -0.041' @ 2'- 3.5' Allowed = 0.310' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.013' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. III LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF H18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 92.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL TRUSS SPAN 4'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-03 0-01.08 12 3.00 C--- M-2x4 1-00 4-04-08 _ ThMign �ed f_ompu'put SPATES FABRICATORS (MC) CBC20101IBC2009 MAX MEMBERFORCES 4WR/GDF/Cq=1.00 1-2=(.-5) 24 2.4=(-39) 12 3-4=(-210) 0 2-3=(-66) 17 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' Of 403V -411 24H 5.50' 0.43 OF ( 625) 4'- 4.5' Of 237V -411 24H 1.50' 0.09 OF (1782) BRG @ 0'- 0.0' 0.43 DF/ 0.66 HF/ 0.63 SPF BRG @- 4'- 4.5' 0.25 DF/ 0.39 HF/ 0.37 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002'. @ -1'- 0.4' Allowed = 0.071' MAX DL DEFL = .0.001' @ '-1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0:4' Allowed.= 0.107' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.014' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' This truss does not include any ,time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6,. Truss designed for wind loads Ci in the plane of the truss only. v Design checked for a 300 lb concentrated top chord o live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. >PL:10 04-04 Q ?,0FESS/O\ /50 L r No.(�F0806 * EXP.3/31l15 �. ENG\N�� P \TF OF CAS-k'i >i C m Q 0> JOB NAME: McFarlane Resi enc T&r ay Lot 334 - A66 Scale: 0.7080 - A66 WARNIN S: ��Z 1. Bui r a tl erection crnylrac r out a visetl fall General Notes before toIn,,I,?.h GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an intlividual building component. Applicability of design parameters and proper Truss: and s ceus4 2. 2x4 m�}Qsion web n t b re shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY' AM DATE: 8/26/2013 3. Addit ria IAnp mry b'bp'�'d'L'g urbirig construction n1 is Ih res risibilil of =dn pe ant bracing of Y 0 the o era structure is t e)eE b f t it ng designer. 2' o:c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5640262 4. No to d s ould be appliPp�o a until a er all bracing and taste re complete aoday0o a sh ul I ds greater than 4. Installation of truss is the responsibility of the respective con"clor. 5. Design assumes trusses are to be used in a non -corrosive env ronment, TRANS ID: 377394 desig lost s be applied non co a rim T hes no cool v tlare ponsibil ty for the 6. corn, fabd lion handling, sh' rill and in tion o portents. 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. 6. This sig is furnished subject to the li to ons a loon by - TPI C in BCSI, copies of, fu 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. IIII I III IIII III I VIII I I I II IIII MiTek 1 S InC.ICompuTrus Software 7.6.4- P5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Q ?,0FESS/O\ /50 L r No.(�F0806 * EXP.3/31l15 �. ENG\N�� P \TF OF CAS-k'i IIII _ ThMign �ed f-ompu> put SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF B18BTR TC LATERAL SUPPORT 24'OC. LION. BC LATERAL SUPPORT - 12'OC. LION. NOTE: 2x4 BRACING AT 24'OC LON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 12.8' 0.0' - For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 4.04-08 MONO HIP SETBACK 4-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 4'- 0.0' V TC UNIF LL( 60.0)+DL( 69.0)= 129.0 PLF 4'- 0.0' TO 4'- 4.5' V BC UNIF LL( 0.0)+DL( 21.0)= 21.0 PLF 0'- 0.0' TO 4'- 4.5' V TC CONC LL( 80.0)+DL( 92.0)= 172.0 LBS @ 4'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-11 0-04-13 12 172# 3.00 r -1- M-46 M -8x4 3-05 1-00 4-04-08 <PL:10-00-12 JOB NAME: McFarlane Rd A67 wARr 1. Bi Truss: 2. a' b DES. BY: AM 3. is is DATE: 9/3/2013 In 4. N SEQ.: 5647129 to TRANS ID: 377982 5.0 IS 6. TI TI 11111111111111111111111111IIIIIIIIIIIIIIIIII D � � C M �� O slidence_ Ri(dh II structure i$ the iesQgnsIt houId be appttetlbn. ed are compte dtin rtls De epplie�mf nd d In is fumished object to u A in BCSI, copies of which 111111 11111 11111 11111 11111 11111 11111 1111 1111 MiTeI�U ;A, Inc./CompOTru6 Sc 0-11-08 0 0 0 CBC2010/I8C2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2-5=( 0) 243 5.3=(-145) 2 2-3=(-289) 0 5-6=(-12) 77 5-4=( 0) 254 3-4=(-243) 0 4.6=(-394) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 0/ 425V -41/ 17H 5.50' 0.45 OF ( 625) 4'- 4.5' 0/ 397V -41/ 17H 1.50' 0.42 OF ( 625) BAG @ 0'- 0.0' 0.45 DF/ 0.70 HF/ 0.67 SPF BAG @ 4'- 4.5' 0.42 DF/ 0.65 HF/ 0.62 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1',- 0.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ 3'- 5.0' Allowed = 0.190' MAX TL DEFL = -0.003' @ 3'- 5.0' Allowed = 0.190' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.007' MAX HORIZ. LL DEFL = 0.000' @ 4'- 2.8' MAX HORIZ. TL DEFL = 0.001' @ 4'- 2.8' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. way Lot 334 - A67 Scale: 0.6451 GENERAL NOTES, unless otherwise noted: of all General Notes 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper here shown +. Incorporation of component is the responsibility of the building designer. ang construction 2. Design assumes the lop and bottom chords to be laterally braced at tanenl bracing of 9 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 'Idling designer' 3. 2x Impact bridging or lateral bracing required where shown ++ after all bracing and 4. Installation of truss is the responsibility of the respective contractor. oads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, and are for'dry condition- of use. sponsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if omponents. necessary. 7. Design assumes adequate drainage is provided. I forth by 8. Plates shall be located on both faces of truss, and placed so their center I d upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 4 SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) P�OFr '--No * EAP. 3/31/15 O, 5/3/3 Q I SNG1 �Q \�F OF CAOIF "11111M M M LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 3.00 N MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) OD 0/ 119V -18/ 6H 5.50' 0.13 OF ( 625) 1'- 7.5' 0/ 219V -18/ 6H 5.50' 0.23. OF ( 625) O BRG @ 0'- 0.0' 0.13 DF/ 0.20 HF/ 0.19 SPF BRG @ 1'- 7.5' 0.23 DF/ 0.36 HF/ 0.34 SPF O VERTICAL DEFLECTION LIMITS: LL=L/360,"TL=L/240 c; PANEL LL DEFL = .0.002' @ 0'- 10.2' Allowed = 0.030' MAX BC PANEL TL DEFL = -0.002' @ 0'- 10.2' Allowed = 0.041' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.000' WARNI GS MAX HORIZ. LL DEFL.= 0.000' @ 0'- 5.5' O MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper incorpomlion of component is the responsibility of the building designer. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, _ _ Enclosed, Cat.2, Exp.C, MWFRS, _ O ou at ea hino.crespectively unless braced throughout their length by 2' continuous continuous sheathing such as plywood sheathing(rC) and/or Orywall(BC). Truss designed for wind loads the l stmuure is es b ' 1. buil ing designer. in the plane of the truss only. Design checked for a 300 lb concentrated top chord 4. Installation of truss is the responsibility of the respective contractor. < caste ars re completee t o ime o ny I ads greater than M-1 TRUSS SPAN 1'- 7.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. L L 1-07-08 <PL:10-00-12 provide support N ZZ -1 . O O O _ Th ign ed- mpui put _ SP T S ABRI (MCPW CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-87) 0 1.3=(-17) 5 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 119V -18/ 6H 5.50' 0.13 OF ( 625) 1'- 7.5' 0/ 219V -18/ 6H 5.50' 0.23. OF ( 625) BRG @ 0'- 0.0' 0.13 DF/ 0.20 HF/ 0.19 SPF BRG @ 1'- 7.5' 0.23 DF/ 0.36 HF/ 0.34 SPF JOB NAME: McFarlane VERTICAL DEFLECTION LIMITS: LL=L/360,"TL=L/240 MAX BC PANEL LL DEFL = .0.002' @ 0'- 10.2' Allowed = 0.030' MAX BC PANEL TL DEFL = -0.002' @ 0'- 10.2' Allowed = 0.041' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.000' WARNI GS MAX HORIZ. LL DEFL.= 0.000' @ 0'- 5.5' Truss: A68 MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper incorpomlion of component is the responsibility of the building designer. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 2. 2x4 m cion webQg m}jsl 51 w are shown 3. Add iongmporary surejs�abilit du g construction Enclosed, Cat.2, Exp.C, MWFRS, DES. BY . AM interior zone, load duration factor=1.6, ou at ea hino.crespectively unless braced throughout their length by 2' continuous continuous sheathing such as plywood sheathing(rC) and/or Orywall(BC). Truss designed for wind loads the l stmuure is es b ' 1. buil ing designer. in the plane of the truss only. Design checked for a 300 lb concentrated top chord 4. Installation of truss is the responsibility of the respective contractor. live load per IBC 2009 due to maintenance workers caste ars re completee t o ime o ny I ads greater than which is non -concurrent with other live loads. '0.�o806 EXP. 3/31/15 O, X/W /3 Q ST �2 ENGA �Q 9rF CF CA\5G�/ I W > L'denceGe JOB NAME: McFarlane Re way Lot 334 - A68 Scale: 0.9202 WARNI GS GENERAL NOTES, unless otherwise naletl Truss: A68 1. Buil er nd erection c tra o e cos of all General Notes and ings before L Ir �Q a +. 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper incorpomlion of component is the responsibility of the building designer. 2. 2x4 m cion webQg m}jsl 51 w are shown 3. Add iongmporary surejs�abilit du g construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY . AM tt{� eng r or. A n hent brawn of is m re nsibilit of Y Qp P 9 ou at ea hino.crespectively unless braced throughout their length by 2' continuous continuous sheathing such as plywood sheathing(rC) and/or Orywall(BC). DATE: 8/26/2013 the l stmuure is es b ' 1. buil ing designer. 3. 2x Impact bridging or lateral bracing required where shown ++ aerY 4. No I d ould be app t aqy mp�hept�iilil aer all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5640264 " caste ars re completee t o ime o ny I ads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 377394 to its be appliedJ�e Ppr+e��t.��' 5. Com r s has no corflmUod &ssGme o r ponsibility for the tlesiq"IC and ere for"dry condition* of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrio" handlin s enl antl i �, g, r�lali mponents. 6. Thisig rs fumishet jed to Ih ilatlC 5 forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss. and placed so their center 1111111 Ips TPI In SCSI, copies of which "h upon request. P5(1 lines coincide with joint center lines. 9. cate size of plate ic design values ESR ESR (MiTek) MiTek�SI, , Inc./CompuTrus Soffwarelr&4- L) -E basits 0. Forconnector see -1311, -1988 '0.�o806 EXP. 3/31/15 O, X/W /3 Q ST �2 ENGA �Q 9rF CF CA\5G�/ I IIIIIM M M M M M M M M M M _M LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF g18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 1'- 7.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 3.00 C--- 1-00 1-07-08 <PL:10-00-12 provide support ANCHOR TO RESIST UPLIFT N co 0 0 _ Th�CATOR ign ed onlpu�put SPATES FABRIS (Mc ,o?,OFESS/O\ r1 '9l * EXP. 3/31/15 �IFNGIV4�- 'OF sT 2 CANE CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ti 1.2=( -5) 24 2-4=(-23) 5 C0 2.3=(-87) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -6/ 381V -24/ 6H 5.50' 0.41 OF ( 625) 1'- 7.5' -40/ 187V -24/ 6H 5.50' 0.20 OF ( 625) BRG @ 0'- 0.0' 0.41 DF/ 0.63 HF/ 0.60 SPF Resi a ce o H a'wa Lot BRG @ 1'- 7.5' 0.20 DF/ 0.31 HF/ 0.29 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Scale: 0.8702 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' WARNINGS: �, N 1. Builder and re ion contract ouw oe adq tl o G neral Notes MAX DL DEFL = -0.001' @ -1'- 0.4' Allowed = 0.107' Truss: MAX TL.OEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' building component. Applicability of design parameters and proper RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.001' 2. 2x4 compre sion.4b bracing m t be*R$ne' � h re h n +. 3. Additional t ary bracing t 04' bird n n radion MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' DES. BY: AM DATE: 8/26/2013 MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' 2' O.C. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ This truss does not include any time dependent 4. No load sho b applied to an @nI until afte-11 cing and fasteners are late and at r t sh ann IoOre ter than design loetls e a plied to any a1R deformation for long term loading (creep) in the TRANS I D : 377394 total load deflection. The building designer 8. Design assumes lull Dearing at all supports shown. Shim or wedge if shall verify that this parameter fits with the fabn on, h dli g, shipment and installalion ��a s. 6. This design is u had subject to the limilatio et fd�il'b intended use of this component. Wind: 85 mph, h=15ft, TCOL=13.8,BCDL=4.2, ASCE 7-05, coincide with joint center lines. Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration.factor=1.6, Truss designed for wind loads 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. ,o?,OFESS/O\ r1 '9l * EXP. 3/31/15 �IFNGIV4�- 'OF sT 2 CANE 59 C0 rn O -0z0 JOB NAME: McFarlane Resi a ce o H a'wa Lot 334 - A69 Scale: 0.8702 A69 WARNINGS: �, N 1. Builder and re ion contract ouw oe adq tl o G neral Notes GENERAL NOTES, unless olherv+ise noted 1. This design is based only upon the parameters shown and is for an individual Truss: and Wamin s bVP conshu r building component. Applicability of design parameters and proper 2. 2x4 compre sion.4b bracing m t be*R$ne' � h re h n +. 3. Additional t ary bracing t 04' bird n n radion incorporation of wmponenl is the responsibility of the building designer. 2. Design assumes the lop and bohom chords to be laterally braced at DES. BY: AM DATE: 8/26/2013 is the respo !!bit ty of the ere�cI{do�+ ditio al eaab cing of the overall s U refsthe respbn D ill o f th I�gg,Ues ner. 2' O.C. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5640265 4. No load sho b applied to an @nI until afte-11 cing and fasteners are late and at r t sh ann IoOre ter than design loetls e a plied to any a1R 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. TRANS I D : 377394 5. CompuT us h s n central over assumes a bi ly for the 8. Design assumes lull Dearing at all supports shown. Shim or wedge if fabn on, h dli g, shipment and installalion ��a s. 6. This design is u had subject to the limilatio et fd�il'b necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center - TPI CA in CS copies of which will be furnished port r uesl.lines coincide with joint center lines. III I I I I I I I I II I III I I IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, I ./ ompuTru -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ,o?,OFESS/O\ r1 '9l * EXP. 3/31/15 �IFNGIV4�- 'OF sT 2 CANE W11111= 0 LUMBER SPECIFICATIONS TC: 2x4 DF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT 24'OC. MON. BC LATERAL SUPPORT <= 12'OC. MON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL -FLAT -TOP CHORD AREAS -NOT -SHEATHED OVERHANGS: 12.8' 0.0' - For hanger specs. • See approved plans Connector plate prefix•designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek M series moo©000©� 4-11-08 MONO HIP SETBACK 4.00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DLJ 46.0)= 86.0 PLF 0'- 0.0' TO 4'• 0.0' V 129.0 PLF 00TO 4•TC UNIF LL( 60.0)+ ' 11.5 V BC UNIF LL( 0.0)+OL 21.0)= 21.0 PLF 0'• 0.0' TO 4'• 11.5' V TC CONIC LL( 80.0)+OL( 92.0)= 172.0 LBS @ 4'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-11 0-11-13 12 y172# 3.00 v M -4x6 0 0 0 L L 3-05 1-06-08 L 4-11-08 .1-00 <PL:10-00-12 co Di C n M O> �_ FJOB NAME: McFarlane Reside c - Ijd�ea 'ate A70 WARNINGS:(gyp t. Builder and eredi n ntrador shouu�e agwed'6T all �el Truss: and Warnings be re nslmdion 2. 2x4 compression eb raring must q{�' w r s DES. BY ' AM 3. Additional tempo bF�B ng to insu a i rt u nidi is me responsibilil of Ih<erector. A na me a it D n91 DATE: 9/3/2013 the overall slmdu is he responsiD� 4 bull d i9 r. 4. No load should ce ppl ad to any corryrjgrplDDppP�.,��Wr--n77 it an all 'n SEQ.: 5647130 fasteners ale ntlatnollm�sljOYx�a9ylo�! eater) design loads be ap lie to any cora ne l _\ TRANS ID: 377982 S. f empaTrus hes na n of over and gasy sn r nlos�Dt�fc fabrication, hantllin , s pmenl and irf--s,te��fla 1 n refs 6. This design is tum! er subied to Ihedpmitations s h �I II II I I I III III VIII III I III III TPI/WfCA in SCSI co as of which will be fumishetl rfregLe MiTek USA, Inc./ m uTrus Software 7.6.4-( of 334 - A70 Scale: 0.6466 GENERAL NOTES, unless otherwise noted: Votes 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of tlesign parameters and proper incorporation of component is the responsibility of the building designer. n 2. Design assumes the top and bottom chords to be laterally braced at 1 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2. Impact bridging or lateral bracing required where shown ++ and 4. Installation of truss is the responsibility of the respective contractor. an 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. me 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) Th=ign =edInpuC=put �] SPATES FABRICATORS (MC CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDFJCq=1.00 1-2=1 .51 24 2-5=� 0� 424 5.3=J-1631 5 2.3= •466 0 5.6= •12 81 5-4= 0 400 3-4= -424 0 4-6= -417 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)) 01- 0.0' OI 455V •41I 17H 5.50' 0.49 OF 625 4'- 11.5' 0/ 433V -411 17H 2.00' 0.46 OF 625 BRG @ 0'• 0.0' 0.49 -OF/ '0.75 HFI 0.71 SPF BRG @ 4'• 11.5' 0.46 OF/ 0.71 HFA 0.68 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.003' @ 4'- 0.0' Allowed = 0.144' MAX DL CREEP DEFL = -0.007' @ 4'- 0.0' Allowed = 0.217' MAX TL CREEP DEFL = -0.010' @ 4'• 0.0' Allowed = 0.217' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.010' MAX HORIZ. LL DEFL = 0.001' @ 4'- 9.8' MAX HORIZ. TL DEFL = 0.002' @ 4'- 9.8' Wind: 85 mph, h=15ft TCOL=I3.IIBCDL=4.2, ASCE 7.05, Enclosed, Cat. Exp .C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lbconcentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. Q �pFESS/0\ �1 '9l *� N0.S EXP..3/31/31!1515 �OF CAUF��/ "1111M = M, LUMBER SPECIFICATIONS TC: 2x4 OF III t&BTR BC: 2x4 OF qt&BTR WEBS: 2x4 OF M1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 12.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N rn 0 T C; 0 r 12 3.00 C--- TRUSS SPAN 4'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-11-08 M-2x4 _ Th�ign �ed f_Dmpu7 put SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -5) 24 2.4=(-42) 14 3-4=(-224) 0 2-3=(-68) 19 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 418V -44/ 27H 5.50' 0.45 OF ( 625) 4'- 11.5' 0/ 255V -44/ 27H 1.50' 0.10 OF (1782) 1-00 4-11-08 <PL:10-00-12 >PL:10-04-04 D 00 C �- m 0��qC V z JOB. NAME: McFarlane Reside a - '° 7 a- Lot 334 - A71 �n )• Scale: 0.6697 A71 WARNINGS: � v' GENERAL design is b unless upon the noted 1. Builder and ere ion tractor shddt� a ad se�3f all e I Notes 1. This tlesgn is based Doty upon the parameters shown and is for an individual Truss: and Warnings b for nst uction r m s. -( building Component. Applicability of design parameters and proper 2. 2x4 Comprossio we acing mu�i�slal etl a 9fToJtrt incorporation of component is the responsibility of the building designer. - - 3. Adtliticnel tem ery bracing to in sla by d n 'c¢95t'/u on 2. Design assumes the top and bottom choNs to be laterally braced al DES. BY AM is the res nsihi I o the erector, d li I e ma en tTrSl n of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC) end/or drywall(BC). DATE: 8/26/2013 the overall struct re' the responsil;W4 0' l ® b ing tlasigne . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should b ap liad to any nti�aflpr u g and 4. Installation of truss is the responsibility of the respective contractor. S EO .: 5640267 fasteners are Co tel and at no ti e h u nyy n s gpo to han 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be pli to any co M. rj'j /L�. and are for *dry Condition' of use. TRANS I D : 377394 5. CompuTrus has Co trot over andreAumas no Onsrbn4y r the 8. Design assumes full bearing at all suppons shown. Shim or wedge if necessary. fabrication, handli g, ipment and installation of coif poo Is. 7. Design assumes adequate drainage is provided. 6. This design is fu he subject to the limitations serf nr 8. Plates shall be located on both faces of truss, and placed so their center II II I I I III III III I 11111111111111 I I II III) INTPI/WTCA in BC Co ies of which will be furnished upon requ 1. lines Coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./ 1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) BRG @ 0'- 0.0' 0.45 DF/ 0.69 HF/ 0.66 SPF BRG @ 4'- 11.5' 0.27 DF/ 0.42 HF/ 0.40 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX. LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ -1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.024' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. Thebuilding designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/15 �'i FS/ZIP�l3 Q- \ST 4 ENG1N�� P TF OF CALWO "IIII � M .. LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF R18BTR WEBS: 2x4 OF fl18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 33.8' 0.0' For hanger specs. - See approved plans Connector pplate prefix designators: C,CN C18, 18 for no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = M1Tek MT series Q OCD O M M M M M M = M 2-09 TRUSS SPAN 7'- 5.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20 :0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-05-08 12 3.00 0 < I IM -3x4 <PL:10-00-12 7-05-08 M -2x4 - Th igned Input put SP ABRI (MI CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 03 1.2=� -14� 60 2-4=(-59) 23 3-4=(-294) 0 2-3= -106 24 �gg MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Gil ��a, 0/ 695V -65/ 42H 5.50' 0.74 OF 625 7'- 5.5' 0/ 344V -65/ 42H 1.50' 0.37 OF ' 625) Y -� BRG @- 0'- 0.0' 0.74'DF/. 1.14 HF/ 1.09 SPF JOB NAME: McFarlane Residence HiOa�aw 334 - A72 MAX LL DEFL = -0.116' @ -2'- 9.4' Allowed = 0.188' Scale: 0.5329 A72 WARNINGS: ri 1. Build., and erection con ad r should be V ed 41 CROral o s Warnings before ion 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 Truss: and cc lru cemmen 2. 2x4 compression web b n mu51 be incl a s, incorporation of component is the responsibility of the building designer. DES. BY: AM 3. Additional temporary bre no 'nsure steDilitpl, ring n ctio 1'�y1 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 length by DATE: 9/3/2013 the overall structure is th res sibilily of wild dr is the responsibility of in are . Atldiliona mh n atJ�b continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ is of the respective contractor. SEQ.: 5647131 4. No load should De applie to y compone unci "a ai a fasteners are complete a at o time shou y o r o. design loads be applied t n component. 4. Instellalion oftruss the responsibility 5. Design assumes trusses ere to be used in a non-cortosive environment, antl are for-tlry condition* of use. TRANS o �] I D : 377902 5. CompuTrus has no contra ov and assum re9wsibilil foy 8. Designassumes full Dearing at all supports shown. Shim or wedge if interior zone, load duration factor=1.6, fabrication, handling, ship an and installati corn n$n . 6. This design is furnished s Dje to the lim8a i, " si:'P h ece sa 7, Design sumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center in the plane of the truss only. II I I III'llll IIII VIII I I IIII IIII TPIAMCA in SCSI, cepie of ich will be fq ushed upon- egg��jj Ij� --T lines coincide with joint center lines. 9. Digits coincide indicate size of plate In inches. IIIIII MiTek USA, Inc./COMP fu($ Software 7.6.4-SP5(1, > 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - Th igned Input put SP ABRI (MI v 0 N Q�pFESS/0\ '9l ` N0UttU' EXPTZI1/1.1 \d'. ENGINE a�P \FOF CA01F CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1.2=� -14� 60 2-4=(-59) 23 3-4=(-294) 0 2-3= -106 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 695V -65/ 42H 5.50' 0.74 OF 625 7'- 5.5' 0/ 344V -65/ 42H 1.50' 0.37 OF ' 625) BRG @- 0'- 0.0' 0.74'DF/. 1.14 HF/ 1.09 SPF BRG @ 7'- 5.5' 0.37 DF/ '0.57 HF/ 0.54 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.116' @ -2'- 9.4' Allowed = 0.188' MAX DL DEFL = -0.062' @ -2'- 9.4' Allowed = 0.282' MAX TL DEFL = -0.116' @ -2'- 9.4' Allowed = 0.282' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.173' MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL 0.001' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat. Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lbconcentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. v 0 N Q�pFESS/0\ '9l ` N0UttU' EXPTZI1/1.1 \d'. ENGINE a�P \FOF CA01F IIII M = M_ LUMBER SPECIFICATIONS. TC:2x4 OF ft18BTR 8C: 2 x 4 OF 918BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 33.8' 0.0' - For hanger specs. - See approved plans Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS;6118HS,.16 = MiTek M series 0 TRUSS SPAN 7'- 5.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-05-08 12 3.00 C�-_- M -2x4 <l M -3x4 M -2x4 2-09 <PL:10-00-12 _, 7-05-08 m o> o� JOB NAME: McFarlane Residenc Hi`Vla tot 334 - A73 Scale: 0.5329 WARNINGS: O (�O GENERAL NOTES, unless otherwise noted: A73 1. Builder and erection can act r should be ail e I ere Ates 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before co Iro tion commenlE'.��51 building component. Applicability of design parameters and proper 2. 2x4 compression web bre 'ng usl be inslalled,w e h incorporation of component is the responsibility of the building designer. - 3. Additional temporary bra g t sure slabi 'no n I 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM is the res onsplor of the re Addilione man bra '+ o . 2' o.c. and of 10' o.c. respectively unless braced throughout their length by P Y 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2013 the overall structure is the es ilsibility oft i , de g r. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied o a y component I a8e II D n 4. Installation of truss is the responsibility of the respective contractor. SEQ. 5647132 fasteners are complete an time shou pals re I n 5. Design assumes trusses are to be used in a non -corrosive environment, design loatls De applietl to ny mponent. 1 o and an: for -dry condition- of use. TRANS I D : 377982 5. CompuTrus has no control ver nd as um ,biplplarlDe 8. Design assumes full hearing at all supports shown. Shim or wedge if lebdcetion, han." shi m nt tl inslallatiort gpcOlilgdnen necessary. 9. p f , Design assumes adequate drainage is provided. 6. This design is furnished sub U the limhatio at ronh b -SS Plates shall be located on both laces of truss, and placed so their center VIII I III IIII IIII I III I I I I IIII TPIANfCA in SCSI, copies w ch will be fu ed upon regyest lines coincide with joint center lines. . Digits indicate size of plate in Inches. MiTek USA, Inc./Compo s oftware 7.6.4-SP5(1 L - 1 . For basic connector plate design values see ESR -1311• ESR -1988 (MiTek) - Th�ign�ed nnput put TES F SPAABRICATORS (MC Q �OFESS/0 �5011. EXP. 3/31/15 \1ST �2 ENG�N�� P TF OF CAV �FO�/ CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=1 -14) 60 2-4=(-59) 23 3-4=(•294) 0 2.3= •106) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 695V •65/ 42H 5.50' 0.74 OF ( 625 7'- 5.5' 0/ 344V •65/ 42H 1.50' 0.37 OF ( 625 BRG @ 0'- 0.0' 0.74 DF/ 1.14 -HF/ 1.09 SPF BRG @ 7'- 5.5' 0.37 DF/ 0.57 HF/ 0.54 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = '•0.116' @ -2'- 9.4' Allowed = 0.188' MAX OL DEFL = -0.062' @ •2'- 9.4' Allowed = 0.282' MAX TL DEFL = •0.116' @ -2'- 9.4' Allowed = 0.282' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.173' MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.72 Exp C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. Q �OFESS/0 �5011. EXP. 3/31/15 \1ST �2 ENG�N�� P TF OF CAV �FO�/ III i�■r r �rM, - Th�ign ,xWed frompu�put i SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF IYIBBTR BC: 2x4 OF k18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 12.8' 0.0' ** For hanger specs. See approved plans Connectorpplate prefix designators: CCN,C18,CN18 (or no prefix) = CompuTrus, Inc 1.1:M20HS,M18HS, 16 = MiTek MT series 12 3.00 C--- TRUSS SPAN 7'- 5.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-05-08 M-2x4 1-00 <PL:10-00 1V C 7-05-08 m Ot*., r) p 90 "il JOB NAME: McFarlane Residence - Hide a� gt 334 - A74 Sale: 0.6226 Q �OFESS/0 EXP. 3/31/15 Q Oi \SNG�N�� Q F OF CAO1F CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 WARNINGS: i��1 {) .e GENERAL NOTES, unless otherwise noted: A74 2-3=1.95) 24 1. Builder and erection cont for hould be atl l NbtEs 1. This design is based only upon the parameters shown and is for an individual Truss: and Webefore cons cti n comment'@ building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 7'- 5.5' 0/ 344V -57/ 42H 1.50' 0.37 OF ( 625) 2. 2x4 compression web bran g ust be installed r s own n Design assumes the top and bottom Chords to be laterally braced at - DES. BY ' AM BRG @ 7'- 5.5' 0.37 OF/ 0.57 HF/ 0.54 SPF 3. Additional temporary bracin to sure stability -dun stg is the res nsibilit of the a cto . Additional pa raf Po Y 2' and at 10' hin respectively unless bracedeathin throughout their length by es sheathing(TC) and/or drywall(BC). DATE: 9/3/2013 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' the overall structure is the po sibility of theb�f ng des J continuous sheathing such plywood ntin 2x Impact bridging or lateral Dredng required where shown ++ SEQ.: 5647133 MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' 4. No load should be applied to ny mponent urf(;taner all brel fasteners are complete and no line should any loads grea� Installation of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non -corrosive environment, "dry TRANS I D : 377982 MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' design loads be applied to an co Pon tl for the and are for condition* of use. B Design assumes full bearing at all supporls shown. Shim or wedge if This truss does not include any time dependent 5. CompuT us has no control ov r a assumes no responsibility necessary. total load deflection. The building designer fabrication, handling,shi me an installation of co P 7. Design assumes adequate drainage is provided. intended use of this component. 8. This design is furnished Subje � set forth by fc 8. Plates shell be located on both faces of truss, and placed SD their center Enclosed, Cat.7 Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lbconcentrated top chord live load per IBC 2009 due to maintenance workers TPInNfCA in SCSI, copies of which will be furnished upon request lines condiwith joint center lines. lines 0 N VIII I II I III I III VIII IIII VIII I IIII 9. indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Q �OFESS/0 EXP. 3/31/15 Q Oi \SNG�N�� Q F OF CAO1F CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=1 -5) 24 2-4=(•51) 23 3-4=(-294) 0 2-3=1.95) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 493V -57/ 42H 5.50' 0.53 OF ( 625) 7'- 5.5' 0/ 344V -57/ 42H 1.50' 0.37 OF ( 625) BRG @ 0'- 0.0' 0.53 OF/ 0.81 HF/ 0.77 SPF BRG @ 7'- 5.5' 0.37 OF/ 0.57 HF/ 0.54 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX OL DEFL = •0.001' @ -1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.174' MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fi s with the intended use of this component. Wind: 85 mph, h=15ft TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.7 Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lbconcentrated top chord live load per IBC 2009 due to maintenance workers v which is non -concurrent with other live loads. 0 N Q �OFESS/0 EXP. 3/31/15 Q Oi \SNG�N�� Q F OF CAO1F LUMBER SPECIFICATIONS TC:2x4 OF q1&BTR BC: 2x4 OF k1&BTR WEBS: 2x4 OF M1&BTR TC LATERAL SUPPORT - 12'OC. MON. BC LATERAL SUPPORT - 12'OC. MON. OVERHANGS: 12.8' 0.0' ** For hanger specs.- See approved plans Connector pplate prefix designators: CCN,CI8,CN18 Ior no prefix) = CompuTrus, Inc M:M20HS,M18HS,N16 = MiTek M series TRUSS SPAN 7'- 5.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-05-08 12 3.00 v M -2x4 N ThLM:ign'l'ed 1=ampu W,'ut On 1-00 '<PL:10-00-12 Y.--- d" 6- 7-05-08 CBC2010/IBC2009 MAX MEMBER FORCES 011/GDF/CM .00 U3 2-3= -545) 527 BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 0'- 0.0' 0/ 493V -1000/ 1000H 5.50' 0.53 OF ( 625 7'- 5.5' O/ 344V -1000/ 1000K 1.50' 0.37 OF ( 625) BRG @ 0'- 0.0' 0.53 OF/ 0.81 HF/ 0.77 SPF BRG @ 7'- 5.5' 0.37 OF/ 0.57 HF/ 0.54 SPF 0 JOB NAME: McFarlane Residence - Hidi. a- -1, L� 334 - A75 MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.174' Scale: 0.6243 A75 WARNINGS: V 17 1 Builder and erection cent Uo 31)ou tl be adws of at Ge6eral tes and Warnings before con me, commend 11 GENERAL NOTES, unless otherwise noted: 1 This design is based only upon the parameters shown and is for proper individual building component. Applicability of design parameters and proper Truss: - DES. BY AM ® �l /� 2. 2x4 compression web bra g 1 be install d.W ere shop • {r ) 3. MON net temporary Drag tonsure slabilit d ting S14,40 � 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 by deformation for long term loading (creep) in the is the responsibility of the e U . Additional rmane t roti o continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 9/3/2013 the overall structure is the r po 5ibility of therb r/ld1n�d signer. 4. No load should be applied t en component V r a . 2x Impact bridging or lateral bracing required where shown F + Installation of truss is the responsibility of the respective contractor. SEQ. : rJ 647134 �D�a]g fasteners are complete and noi(ime shoultl rjr rblbg7eatli�thNae� 1�' 11 Design assumes trusses are to be used in anon -corrosive environment, and are for "dry condition' of use. TRANS I D : 377982 design loads be applied to a e7nponent. 'j S.CompuT us has no control o r akd assumes n m ponsibil ror tr' necessary.ssumes full Deering at all supports shown. Shim or wedge it fabrication handling, shipma anb installation of component 7 Design assumes adequate face is Design checked for a 300 lb concentrated top chord 8. This design is famished subje to Ute limitations set forth by - both truss, a B. Plates shall ce located on both fees of truss, and placed so their center live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. o ' N TPI/WTCA in BCSI, copies of hic will be furnished upon request lines coincide with joint center lines. IIII I I I I III I IIII IIII I I I IIII MiTek USA, InC./COmpuT S ftwarez7s6r4•"SP 1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) N ThLM:ign'l'ed 1=ampu W,'ut On �O9WESS/ONS °U�d'> EXP. 3/31/15 C> 3 Q' ENG1 �P \TF OF CA��FG�/ SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 011/GDF/CM .00 1.2=1 -5) 24 2-4=(-984) 1001 3-4=1-294) 0 2-3= -545) 527 BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 0'- 0.0' 0/ 493V -1000/ 1000H 5.50' 0.53 OF ( 625 7'- 5.5' O/ 344V -1000/ 1000K 1.50' 0.37 OF ( 625) BRG @ 0'- 0.0' 0.53 OF/ 0.81 HF/ 0.77 SPF BRG @ 7'- 5.5' 0.37 OF/ 0.57 HF/ 0.54 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.071' MAX DL DEFL = -0.001' @ -1'- 0.4' Allowed = 0.107' MAX TL DEFL = -0.002' @ -1'- 0.4' Allowed = 0.107' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.174' MAX HORIZ. LL DEFL = 0.009' @ 0'- 5.5' MAX HORIZ. TL DEFL = -0.009' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat. Exp.C, MWFRS, interior zone, load duration factor=l .6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. o ' N �O9WESS/ONS °U�d'> EXP. 3/31/15 C> 3 Q' ENG1 �P \TF OF CA��FG�/ IIII �� sm- M_ aw, ama' "*I- MR &I M,, Th�°gn JWed flimpu�, put SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF 1111&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF q1&BTR; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 1-06-00 0-00-00 OVERHANGS: 12.8' 0.0' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series v N c. TRUSS SPAN 16'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 8-00 I 1-05-04 6-06-12 7-02 0-10 12 12 3.00 C--- a 3.00 I I M -4x4 A n-, 1-00 <PL:20-02-02 8-0 - - _ ' 7-02 0-06-08 JOB NAME: McFarlane Residenc Truss: n DES. BY: AM DATE: 8/26/2013 SEQ.: 5640272 TRANS ID: 377394 WARNINGS: 1. Builder antleroction co ro and Wammas before co st 2. 2,4 compression web br ci 3. Additional temporary bra it is the responsibility a( th e the overall slruoture is Ih r 4. No load should be applie I fasteners are complete en design loads be applied to 5. CompuTrus has no control fabrication, handling. ship 6. This design is fumished sul TPI/VVTCA in BCSI, copies MiTek USA, Inc./Compu C1 �' 108 CBC20lO/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -5) 24 2. 7=( 0) 1059 2- 3=(-1490) 0 2. 3=( -62 ) 112 7. 8=( -4) 163 7- 4=( 0) 214 3- 4=(-1180) 0 8- 9=(-10) 21 7- 5=( 0) 904 4. 5=(-1177) 0 5- 8=(-1179) 0 5- 6=( -11) 93 9- 6=( -17) 432 BEARING MAX VERT MAX HORZ ERG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 882V -46/ 56H 5.50' 0.94 OF ( 625) 15'- 5.5' O/ 812V -46/ 56H 5.50' 0.81 OF ( 625) BRG @ 0'- 0.0' 0.94 DF/ 1.45 HFI 1.38 SPF BRG @ 15'- 5.5' 0.81 DF/ 1.25 HF/ 1.19 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.100' @ 8'- 0.0' Allowed = 0.485' MAX DL CREEP DEFL = -0.146' @ 8'- 0.0' Allowed = 0.727' MAX TL DEFL = -0.198' @ 8'- 0.0' Allowed = 0.727' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.146' MAX HORIZ. LL DEFL = 0.005' @ 15'- 3.8' MAX HORIZ. TL DEFL = 0.012' @ 15'- 3.8' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. M -2x4 v M -3x5 o 0-06-08 O �? Q -1Q6-00 -0 2 0 0-0G� - QO Hi ,1� All t 334 - A76um Scale: 0.3330 T1 should be act e II r 44 a GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual i n comme ces. must be insl w 1 s o insure s1aD�p rigens CIC a or. Additional'�A ane t Drean ,ola 9 s risibility of 1 u din delaer: J building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2 Design assumes the lop and bosom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2. Impact bridging or lateral bracing required where shown ++ jam„ y componen til ell nye It o time shout loads r r t aa� n CCC000m nent. 0 I! y Pa '�'J ve and assumes no responsibmrylfor� un ntl installation of components. ed o the limitations set forth b I which wi request. rus Software 7.6.4-SP5(1 L) -E 4. Installation of truss is the responsibility of the respective conlmctor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition" of use. 6. Design for 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. a. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1088 (MiTek) IIIIIIIIIIIIII �I �I' �' M' Ml SP AEIRI a ownipu"put M LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF B18BTR; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 1.06.00 0.00-00 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series v N t ot TRUSS SPAN 16'- 0.0' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 8-00 1-05-04 6-06-12 7.02 0-10 12 12 3.00 v v 3.00 I'M -4x4 A n M -2x4 M -3x5 I 0 8-01-12 7-02 0-06-08 15-05-08 0-06-08 <PL:20-02-02 1E00p� O FM,>> o� JOB NAME: McFarlane CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -62) 24 1-6=( 0) 1059 1-2=(-1413) 0 2-3=(-1180) 0 6-7=(-3) 163 6-3=( O) 214 Truss: A76A 3-4=(-1177) 0 7-8=(-9) 21 6.4=( 0) 904 4.5=( -11) 93 4-7=(-1179) 0 DES. BY • AM 8-5=( -17) 432 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 788V -40/ 56H 5.50' 0.84 DF ( 625) 15'- 5.5' 01 812V -401 56H 5.50' 0.81 OF ( 625) BRG @ 0'- 0.0' 0.84 DF/ 1.30 HF/ 1.24 SPF BRG @ 15'- 5.5' 0.81 OF/ 1.25 HF/ 1.19 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.100' @ 8'- 0.0' Allowed = 0.485' MAX DL CREEP DEFL = -0.146' @ 8'- 0.0' Allowed = 0.727' MAX TL DEFL = -0.198' @ 8'- 0.0' Allowed = 0.727' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.146' -TPI/WfCA in BCSI, copies of hi will be fumi upon re Hast lines coincide with joint center lines. MAX HORIZ. LL DEFL = 0.005' @ 15'- 3.8' II MAX HORIZ. TL DEFL = 0.012' @ 15'- 3.8' I I This truss does not include any time dependent I II deformation for long term loading (creep) in the I VIII total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. M -2x4 M -3x5 I 0 8-01-12 7-02 0-06-08 15-05-08 0-06-08 <PL:20-02-02 1E00p� O FM,>> o� JOB NAME: McFarlane Residence yz 334 - A76A lHid, Scale: 0.3477 WARNINGS: O ENERAL NOTES, unless otherwise noted: hould be Notes 1. This design is based only upon the shown and Is for an individual Truss: A76A 1. Builder and erection contra for advusetl erpl parameters and Warnings before cons) cli commencer'- building component. Applicability of design parameters and proper 2. 2x4 cora ression web brad m st be installe l�' show incorporation of component is the responsibility of the building designer. 3. Additional temporary bracin to sure stabilily4uQrfp col rutin 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 by DES. BY • AM s the responsibility of the er cto�dditional p ra of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 8/26/2013 the overall structure is the re ponblSility of the di �g4sig 2. Impact bridging or lateral bracing required where shown - + 4. No load should be applied to ny mponent u fl Ihp Installation of truss is the responsibility of the respective contractor. SEQ. : 5640273 fasteners are complete and a no ime should a y0a fflaler t a� Design assumes trusses are to be used in a noncorrosive environment, design loads be to ' 1 end ora I *dry condition' of use. TRANS I D : 377394 applied an co ponent. 5. CompuTms has no control ov r, d assumes n ityJD{the- 6 Des gn assumes full bearing at all supports shown. Shim or wedge if fabricolion, handlin shi me an installation n I5 necessary. 9. P 7. Design adequate drainage is assumes provided. 6. This design is furnished subje I to he limitat' n fo y jjj 8. Plates shell be located on both faces of truss, and placed so their center -TPI/WfCA in BCSI, copies of hi will be fumi upon re Hast lines coincide with joint center lines. II II II I I II III I II I I I VIII III p )q . Digitsindicate sizeofplate inre inches. ) MiTek USA, Inc./Com uT S ftware 7.6.4 -SPS 1 L - 0. or basic connector late des n values see ESR•1311, ESR -1988 (MiTek 09,0FESS/p\ r1 ql r No.t408O6 EXP. 3/31/15 \ _OF LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 12.8' 12.8' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 N V c� O O TRUSS SPAN 18'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC UNIF LL+DL= 70.0 PLF 8'- 6.3' TO 12'- 6.3' V ADDL: TC CONC LL+DL= 70.0 LBS @ 8'- 8.0' ADDL: TC CONC LL+DL= 70.0 LBS @ 12'- 4.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. TRUSS NOT PLATED SYMMETRICAL. ORIENTATION AS SHOWN. 9-05-12 9-05-12 SP Th�igll a `MCf fnpu7MPUt .m CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -5) 24 2. 8=(0) 3121 3- 8=(-443) 0 2. 3=(-3288) 0 8. 9=(0) 2344 8- 4=( 0) 594 3- 4=(-2941) 0 9- 6=(0) 3336 4- 9=( 0) 740 4- 5=(-3084) 0 9- 5=(-586) 0 5- 6=(-3509) 0 6- 7=( -5) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1227V -63/ 63H 5.50' 1.31 OF ( 625) 18'- 11.5' O/ 1276V .631 63H 5.50' 1.36 OF ( 625) BRG @ 0'- 0.0' 1.31 DF/ 2.02 HFI 1.92 SPF BRG @ 18'- 11.5' 1.36 OF/ 2.10 HF/ 2.00 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = .0.079' @ 9'- 5.8' Allowed = 0.601' MAX OL CREEP DEFL = -0.275' @ 9'- 5.8' Allowed = 0.902' MAX TL CREEP DEFL = -0.354' @ 9'- 5.8' Allowed = 0.902' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.275' MAX HORIZ. LL DEFL = 0.020' @ 18'- 6.0' MAX HORIZ. TL DEFL = 0.068' @ 18'- 6.0' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 5-03-05 11, 4-02-07 4-02-07 5-03-05 12 .70# 70# 12 3.00 C-- M -4X6 a 3.00 A n" 1-00 Q �OFESS/p\ * EXR 3/31115 \ENG1N�� P TF OF CA1�FO�/ 6-08-02 5-07-03 6-08-02 1-00 5PL:14-00-12 M 18-11-08 M �� O � -0Z JOB NAME: McFarlane Residenc - Hi "aa., u J Rt 334 - A77 Scale: 0.3209 A77 WARNINGS: ((//�� (n t 1. Builder and erection co lm or should beXdvis II a to GENERAL NOTES, unless otherwise noted 1. This design is based only upon the parameters shown and is for an indivltlual Truss: and Warnings before slrljy(gon commeg�s. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. _ 2. 2x4 compression web b dngyhust be instal�d w s�n . 3. Additional temporary br do to insure sta Rn ccu on 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 (heir length by DES. BY : AM s the responsibility of 1 Po Y e dor. Addilio a nt qa continuous sheathing such as plywood sheathing(TC) and/or tlrywall(BC). DATE: 8 / 26 / 2013 the overall structure is 1 4. No load should be appli re ponsibility o14n il�i dgkgn to ny component nil r all bllaaa d 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. E Q . 5640274 SE fasteners are complete tl a no time shoulrFe oa s re ter 5. Design assumes Trusses are to be used in a noncorrosive environment, and are for'drycondition' of use. TRANS I D : 377394 design loads be applied an component, 5. CompuTrus has no cont to r and assumZno respon l i y or t 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shi e t antl installation of compon�i 7. Design assumes adequate drainage is provided. 6. This design is furnished bje to the limitations set forth,Dy� 8. Plates shall be located on Doth faces of truss, and placed so their center TPI WfCA in SCSI, copi of hich will be furnished upon req u lines coincide with joint center lines. IIIIII IIII II III I IIII 11111111111111 III 9. Digits indicate size of plate to inches. MiTek USA, Inc./Comp T s Software 7.6 eaai- 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) 1-00 Q �OFESS/p\ * EXR 3/31115 \ENG1N�� P TF OF CA1�FO�/ IIIc W' M on= = M on= W S W Th�ign led mpui put ,S SPATES FABRICATORS (MIM LUMBER SPECIFICATIONS WARNINGS: ^ �4 1. Builder and erection contra or houkt bead of a1I Pene,l N es '� TRUSS SPAN 3'- 6.0' and Warnings beforeconst cti wfrlfrlenCo 1COND. 2: 500.00 LBS D G 00. TC: 2x4 OF H1&BTR DES. BY: AM LOAD DURATION INCREASE = 1.25 Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, BC: 2x4 OF q1&BTR overall structure s r po siDllity of wltlino gn SPACED 24.0' O.C. 4. No load should be applied t ny Component until after all b aflt� fasteners are Complete and no imeshould any loads greater a Enclosed, Cat.2, Exp.C, MWFRS, WEBS: 2x4 OF k1&BTR LOADING interior zone, load duration factor=1.6, in BCSI, copies of which will be furnished upon request. LL( 20.0)�DL( 23.0) ON TOP CHORD = 43.0 PSF Truss designed for wind loads TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF in the plane of the truss only. BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 50.0 PSF Note:Truss design requires continuous Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REOUIREMENTS OF CBC 2010 NOT BEING MET. Design checked for a 300 lb concentrated top chord M,M20HS,M18HS,M16 = MiTek MT series live load per IBC 2009 due to maintenance workers BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP which is non -concurrent with other live loads. AND BOTTOM CHORD LIVE LOADS.ACT NON -CONCURRENTLY. 3-06 12 a 3.00 M -2x4 co N 1� 9 N LAD O O <� 3-04-04 03-06 <PL:19-03-1 Dj M JOB NAME: McFarlane Residence -iii R O C 1-00 C o > o_ C7Z 0 OMNI AL334 - A78 Scale: 0.6450 A WARNINGS: ^ �4 1. Builder and erection contra or houkt bead of a1I Pene,l N es '� TrUSS : and Warnings beforeconst cti wfrlfrlenCo 2. 2x4 compression web braci m sl be inslolle�'jtw e s DES. BY: AM 3. Additional temporary bracin t sure VON,il n st'µm�.7IWn7 is the responsibility of the er do . Atltlilional panenl brad'df0of�" the the the des DATE: 8/26/2013 overall structure s r po siDllity of wltlino gn SEQ.: 5640275 4. No load should be applied t ny Component until after all b aflt� fasteners are Complete and no imeshould any loads greater a TRANS I D : 377394 design loads be applied to a Co ponent. 5. CompuTrus has no Control o r bil"ftr nir fabrication, handling, shipmen and installation of Components. 6. This design is furnished subject to the limitations set forth by in BCSI, copies of which will be furnished upon request. VIII I I II I I I I III I I VIII I II IITPI/WTCA MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1L)-E ENERAL 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 arta proper incorporation of component is the responsibility of the building designer. . Design assumes the top and bottom chords to be laterally braced at and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). . 2x Impact bridging or lateral bracing required where shown + . Installation of truss is the responsibility or the respective contractor. . Design assumes trusses are to be used in a non-conosive environment, and ere for'dry Condition' of use. . 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 intoes. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) QFtOFESS/0\ �1 '9l No.(�0806 Et/A131i15 ENG`Vk-' �Q \ 9TF QFA'01F � C IIII i r A SPATES FABRI e(MC�mpu> - (� LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0' TC: 2x4 OF If1SBTR LOAD DURATIONINCREASE = 1.25 BC: 2x4 OF H18BTR SPACED 24.0' O.C. WEBS: 2x4 OF fl18BTR LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF OVERHANGS: 0.0' 12.8' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL +• For hanger specs. - See approved plans REQUIREMENTS OF CBC 2010 NOT BEING MET. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT seriesries C,CN,CI8,CN18 (or no prefix) = r s, Inc 3-06 ND-804OM-CHORD-L-W-gADS ACT NON -CONCURRENTLY. 12 -z:zl 3.00 M -2x4 <PL:19-03-10 RON 1-00 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-64) 13 4.2=(-33) 11 4-1=(-193) 0 2.3=( -5) 24 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 216V -21/ 36H 1.50' 0.23 OF ( 625) 3'- 6.0' Of 385V -21/ 36H 5.50' 0.41 OF ( 625) BRG @ 0'- 0.0' 0.23 OF/ 0.36 HF/ 0.34 SPF � Q BRG @ 3'- 6.0' 0.41 OF/ 0.63 HF/ 0.60 SPF JOB NAME: McFarlane VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 34 - MAX LL DEFL = -0.002' @ 4'- 6.4' Allowed = 0.071' . MAX OL DEFL = -0.001' @ 4'- 6.4' Allowed = 0.107' A79 MAX TL DEFL = -0.002' @ 4'- 6.4' Allowed = 0.107' Truss: RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.009' building component. Applicability of design parametersand proper incorporation of component is the responsibility of the building designer. Design assumes the top and bottom chords to be laterally braced at MAX HORIZ. LL DEFL = -0.000' @ 3'- 0.5' 3. Additional temporary bracing 1 inst4 stability tl ��2,,',',�Qm 2' o.c. and at 10' o.c. respectively unless braced throughout their length by MAX HORIZ. TL DEFL = -0.000' @ 3'- 0.5' is the responsibility of the ere or. Additional per aeiu`Dr@dn b }�J This truss does not include any time dependent DATE: 9/3/2013 deformation for long term loading (creep) in the Impact bridging or lateral bracing required where shown ++ total load deflection. The building designer 4. No load should be applied 10 a y mponenl unli brdci ndsA. shall verify that this parameter fits with the, SEQ.: 5647135 intended use of this component. esign assumes trusses are to be used in a non -corosive enNronment, ntl are for "dry condition' of use. Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 5. Com uTrus has no control owe nd assumes no rPSpon i it m t1 e�' p yTh� Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, ecessary. esign assumes adequate drainage is provided. Truss designed for wind loads 8. This design is furnished subject th limitations set torr by V in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. c� 0 QOFESS/0\ * EXP. 3/31/15 C'" 1STT�4 ENG1N� F OF C4 1.1F0�/ C� m O e> 0 � Q JOB NAME: McFarlane Residence Hide A79 34 - . Scale: 0.7753 A79 WARNINGS: Z NERAL NOTES, unless otherwise noted: ld be ativis�f nerral P7of 1 Tnis tlesign is based Doty upon the paremeters shown and is for an intlivitlual 1. Builder and erosion contract In- Truss: and Warnings before constru mmences. D 2. 2x4 compression web bracing 01 installed r n +n 2, building component. Applicability of design parametersand proper incorporation of component is the responsibility of the building designer. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing 1 inst4 stability tl ��2,,',',�Qm 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: AM is the responsibility of the ere or. Additional per aeiu`Dr@dn b }�J ntinuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE: 9/3/2013 the overall structure is the res nsl ilily of the b i ner. P''3 �i el6 Impact bridging or lateral bracing required where shown ++ 4. No load should be applied 10 a y mponenl unli brdci ndsA. nslallation of Truss is the responsibility of the respective contractor. SEQ.: 5647135 fasteners are complete and at ti a should any d B e ter jpa) -6. design loads be applied to any m onent. [[�� LJ esign assumes trusses are to be used in a non -corosive enNronment, ntl are for "dry condition' of use. TRANS I D : 377982 5. Com uTrus has no control owe nd assumes no rPSpon i it m t1 e�' p yTh� esign assumes full bearing at all supports shown. Shim or wedge if oGGmm fabrication, handling, shipment d i slallation of rents. -r'r _4 ecessary. esign assumes adequate drainage is provided. 8. This design is furnished subject th limitations set torr by V ates shall be located on both faces of buss, and placed so their center TPIANfCA in BCSI, copies of w ch ill be furnished upon re que li as coincide with joint center lines. I II IIII III 9. airs indicate size of plate in inches. II II II I I III I I I IIID I III MiTek USA, Inc./CompuTrus o are 7.6.4-SPS(1 L) -E r basic connector plate design values see ESR -1311, ESR -1888 (MiTek) QOFESS/0\ * EXP. 3/31/15 C'" 1STT�4 ENG1N� F OF C4 1.1F0�/ WAIT= == == o Q o 0 0 LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. UON. ** For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M -2x4 TRUSS SPAN 3'- 6.0' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 3-06 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 a 3.00 7 O O Th=ign �ed f=mpuC7=put �JJ SPATES FABRICATORS (MC) CBC20lO/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-496) 490 3-2=(-991) 997 3.1=(-209) 63 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -41/ 232V -1000/ 1000H 2.00' 0.25 OF ( 625) 3'- 6.0' -22/ 251V -1000/ 1000H 5.50' 0.27 OF ( 625) BRG @ 0'- 0.0' 0.25 OF/ 0.38 HF/ 0.36 SPF BRG @ 3'- 6.0' 0.27 DF/ 0.41 HF/ 0.39 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = -0.019' @ 1'- 7.3' Allowed = 0.146' MAX TC PANEL TL DEFL = -0.028' @ 1'- 7.3' Allowed = 0.219' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.009' MAX HORIZ. LL DEFL = 0.004' @ 3'- 0.5' MAX HORIZ. TL DEFL = 0.004' @ 3'- 0.5' COND. 2: 1000.00 LBS DRAG LOAD. Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, 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 2009 due to maintenance workers which is non -concurrent with other live loads. 3-04-04 L L 3-06 <PL:19-03-10 D U3 C 0� �O O i1 Z90 JOB NAME: McFarlane Residenc Hick 334 - A80 Scale: 0.6715 �OQ�OFESS/pyq� A80 WARNINGS: < rU rev'GENERAL NOTES, unless otherwise noted: Q� p,. JO 1. But end erection con act r should be drse I G�'ejj r��Jg(es 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before co tru ion comme eye p -] i� building component. Applicability of design parameters and proper G) 2. 2x4 compression web b n must be insta�1�l��,,rt h r sh incorporation of component is the responsibility of the building designer. m '�"t 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional Temporary bra no insure slabi aieiP� G.l 1T nay 2' O.C. and at 10' o.c. respectively unless braced throughout their length by DES. BY : AM is the responsibility of th re or. Addition n t Mradng�i continuous sheathing such es plywood sheathing(TC) and/or drywall(BC). No. 0806 DATE: 9/3/2013 the overall structure is th res risibility of the� uiI mg dei §�er. 3. 2x Impact bridging or lateral bmang required where shown + 4. No load should be applie to y componerrPaMil after a11b11�TV gmr�l 4. Installation of truss is the responsibility of the respective contractor. EXP. 3/31/15 SEG. 5647136 fasteners are complete a at o time should any loads grel(gr tqg� 5. Design assumes trusses are to be used in a non -corrosive environment, p( �1 y and are for *dry condition' of use. Cl design loads be applied to ny component. TRANS I D : 377982 5. CompuTrus has no contra ve and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, ship ant and installation of 7. Design assumes adequate drainage is provided. S EN GAN Q 6. This design is fumiehed s i a ions set forth by 8. Plates shall be located on both faces of truss, and placed so their center III II II I II I I I VIII I III VIII I IIII TPI N/rCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines c 9. Digits indicate e size oplate in inches. T` OF CA`kF�� MiTek USA, Inc./CompuTrus Software 7.6.4-SP5(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) TM1111 M M M LUMBER SPECIFICATIONS TC: 2x4 DF M18BTR 8C: 2x4 OF k18BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plateprefix designators: C,CN,CI8,CN18 ( 0 r no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N O C13 O M V O�O 1 O < TRUSS SPAN 22'- 7.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 22'- 7.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-03-08 5-04-01 M -4x6 An 5-04-01 ThMign JW_ ed f�fnpui put 7-08-13 7-01'06 7-08-13 <PL:10-00-12 -( "2 7 M 0� I �- JOB NAME: McFarlane Residence SPATES FABRICATORS (MC) CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 A 81 1.2=(-3585) 0 1.6=(0) 3385 2-6=(-466) 0 Truss : 2-3=(-3198) 0 6-7=(0) 2349 6-3=( 0) 896 3.4=(-3198) 0 7.5=(0) 3385 3-7=( 0) 896 4-5=(-3585) 0 7-4=(-466) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 01 1355V -1000/ 1000H 5.50' 1.45 OF ( 625) 22'- 7.0' O/ 1355V -10001 1000H 5.50' 1.45 OF ( 625) TRANS ID: 377982 BRG @ 0'- 0.0' 1.45 OF/ 2.23 HF/ 2.13 SPF BAG @ 22'- 7.0' 1.45 DF/ 2.23 HF/ 2.13 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.105' @ 111- 3.5' Allowed = 0:722' MAX DL CREEP DEFL, = -0.311' @ 11'- 3.5' Allowed = 1.083' MAX TL CREEP DEFL = -0.416' @ 11'- 3.5' Allowed = 1.083' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.311' MAX HORIZ. LL DEFL = 0.029' @ 22'- 1.5' MAX HORIZ. TL DEFL = 0.084' @ 22'- 1.5' COND. 2: 1000.00 LBS DRAG LOAD. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-03-08 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 5-11-07 12 a 3.00 7-08-13 7-01'06 7-08-13 <PL:10-00-12 -( "2 7 M 0� I �- JOB NAME: McFarlane Residence fabrication, handling, shipment a 6. This design is furnished subject I TPI/WTCA in BCSI, copies of wt MiTek USA, Inc./CompuTrus ideaR% 34 - A81 Scale: 0.2968 Z E ERAL NOTES, unless otherwise noted: be advised11�49 m1"e 1. his design is based only upon the parameters shown and is for an individual nmences. uilding component. Applicability of design parameters and proper '�rstalletl w i corporation of component is the responsibility of the building designer. Olability du -_11 2• esign assumes the top and bottom chords to be laterally braced at lnional b0 1 o.i . and at 10' o.c. respectively unless braced lhmughout theft length by JJJ��..r//+sheathing(TC)and/or tl all BC . ntinuous sheathing such as plywood ryw ( ) ly of the builcMd r. 2 Impact bridging or lateral bracing required where shown ++ nenl unlit alte(an tl 4 I tallatien of truss is the responsibility of the respective contractor. should any Id'ad eat than D sign assumes trusses are to be used in a non -cortosive environment, ant nn a are for -dry condition" of use. sumes no res for D ign assumes full bearing at all supports shown. Shim or wedge if allation of Co vents. � 9 e ssary. -n ign assumes adequate drainage is provided. imitations set forth by ' JV 8. 1 es shall be located on both faces of truss, and placed so their center ri be furnished upon request --1 in Coincide with joint center lines. DI Is indicate size of plate in inches. are 7.6.4-SP5(1 L) -E 10. Fo sic connector plate design values see ESR -1311, ESR -1086 (MiTek) a l O O O QROFESS/0\ No. L40806 P. 3131!15 3 �OF CA1.1F� WARNINGS: A 81 1. Builder antl erection Contreaor Truss : antl Warnings Defara constructs 2. 2x4 compression web bracing 3. Additional temporary bracing to DES. BY: AM is the responsibility of the sterid DATE 9/3/2013 the overall structure s the respoi SEQ .: 5647137 4. No load should be applied to any fasteners are complete and at nc design loads be applied to any a TRANS ID: 377982 5. CompuTrus has no Control oven fabrication, handling, shipment a 6. This design is furnished subject I TPI/WTCA in BCSI, copies of wt MiTek USA, Inc./CompuTrus ideaR% 34 - A81 Scale: 0.2968 Z E ERAL NOTES, unless otherwise noted: be advised11�49 m1"e 1. his design is based only upon the parameters shown and is for an individual nmences. uilding component. Applicability of design parameters and proper '�rstalletl w i corporation of component is the responsibility of the building designer. Olability du -_11 2• esign assumes the top and bottom chords to be laterally braced at lnional b0 1 o.i . and at 10' o.c. respectively unless braced lhmughout theft length by JJJ��..r//+sheathing(TC)and/or tl all BC . ntinuous sheathing such as plywood ryw ( ) ly of the builcMd r. 2 Impact bridging or lateral bracing required where shown ++ nenl unlit alte(an tl 4 I tallatien of truss is the responsibility of the respective contractor. should any Id'ad eat than D sign assumes trusses are to be used in a non -cortosive environment, ant nn a are for -dry condition" of use. sumes no res for D ign assumes full bearing at all supports shown. Shim or wedge if allation of Co vents. � 9 e ssary. -n ign assumes adequate drainage is provided. imitations set forth by ' JV 8. 1 es shall be located on both faces of truss, and placed so their center ri be furnished upon request --1 in Coincide with joint center lines. DI Is indicate size of plate in inches. are 7.6.4-SP5(1 L) -E 10. Fo sic connector plate design values see ESR -1311, ESR -1086 (MiTek) a l O O O QROFESS/0\ No. L40806 P. 3131!15 3 �OF CA1.1F� B 1 BC -SI -B'1 SUMMARY SHEET - GUIIDE Spans o_v_er 60' may require Co GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo que frequency or location of temporary lateral restraint identifiquelafrecuencaolocalizaddr,derestriccitinlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendaciones for handling, installing and temporary restraining demanejo, instalacidin, rest -6n yardostretemporal de and bracing of trusses. Refer to BCST - Guide to los trusses. Vea el folleto BC5I - Guia de Buena Practira Good Practice for Handling, Installing. Restraining para el Manejo Ingtaladon. Reshlcci6n v.4rdo_gtre de log & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal— Trusses*** for more detailed information. pard informad6n mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseho de los trusses pueden especificar permanent lateral restraint or reinforcement for las locatizadones de restriccidin lateral pennanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss, vea la B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mas informad6n. EI bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la designer. responsabilidad del disefiador del edifido. AWARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! EI resultado de un manejo, levantamiento, instalaci6n, restricci6n y arnsotre incorrecto puede ser la caida de la estructura o a6n peor, heridos to muertos. ®CRUIMI Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. m 0MMEN Ublice cautela at quitar las ataduras o los pedazos de metal de sujetar para evitar dafio a IDS, trusses y prevenir la henda personal. Lleve el equipo protectivo personal para ojos, pies, A B Use BCO INS Udlice mans It cabeza cuando trabaja con trusses. special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables electrlcos o and airports. de aeropuertos. Spreader bar for truss HANDLING - 'Ilk MANEJO '" O O Avoid lateral bending. Evite la 0exidn lateral. 0 Use proper rig- Use equipo apropiado ging and hoisting para levantar e The contractor Is responsible for equipment. improvisar properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contrabsta bene la responsabilidad de recibir, descargar y almacenar adecuadamente r los trusses en la obra. Descargue los trusses en la tierra Aso para prevenir el dano. # ', Ik t-?�: ...1 (S) DO NOT store NO almacene RM. • W 1iP• z y u- ,• � unbraced bundles verticalmente los : upright. trusses sueltos. Trusses may be unloaded directly on the ground ! _ at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8'(2.4 m) to 10'(3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de en[ rega.Si Io s pusses estaran -,-� - ''•s --t.. guardados para mas de una semana, ponga �11, _< ' -- bloqueando de altura suficlente detras de la pila " de los trusses a 8 hasta 10 pies en Centro (o.c.). (S) DO NOT store on NO almacene en tierra 0 For trusses stored for more than one week, cover uneven ground. desigual. bundles to protect from the environment. Pard busses guardados por mas de una semana,`" cubra los paquetes para protegedos del ambiente. Refer to BCSI*** for more detailed information. -` pertaining to handling and jobsite storage of trusses. Vea el folleto BC51*** para inrorrnadbn mas decal-- lada sobre el manejo y almacenado de los lasses en area de trabajo. 1 HOISTING AND PLACEMENT OF TRUSS BUNDLES „ RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Mmm Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede 60' or less hacer dano at truss. APProx. 1/2 y Tagline truss length TRUSSES UP TO 30' (9.1 TRUSSES HASTA 30 PIES Attach Locate Spreader bar 10'( .'.(m ) above or stiflback o.c. 3mam x. mid -height yToe-in�_Toen ./L Spreader bar tl2 to -1 2/3 truss length Tagline TRUSSES UP TO 60'(18.3 m) 7TRUSSESUPTOAND preader bar 213 to TRUSSES HASTA 60 PIES 3l4trusslength Tagline OVER 60' (18.3 m)HASTA Y SOBRE 60 PIES -- Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posici6n con equipo de grtM hasty que la restriccidin lateral temporal de la cuerda superior estd instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' Trusses 30' 1 \ (6.1 m) or j (9.1 m) or f less, support less, support at near peak. quarter points. Soporte Soporte de cerca at pica, IDS cuartos los trusses t Trusses up to 20' -0. de tramo losI E Trusses up to 30' -iii;.de 20 pies o (6.1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-B2*** para mas infor- 2x4TLR) macidn. min. I Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint see table in the next column). Coloque los arriostres de Cierra para el primer -90' j truss directamente en Anea con cada una de las filas de restriccidin lateral temporal de la Brace first truss cuerda superior (vea la tabla en la pr6xima -- securely before 1 columna). erection of additional DO NOT walk on trusses. unbraced trusses. NO Gamine en trusses Qsueltos. e AND BRACING OF TRUSSES Design Professional. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA LNSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de Cierra. 2) Instate el primero truss y ate seguramente at arriostre de Cierra. 3) Instate los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los plans de los miembros secundarios para estabilice los primeros Gino trusses (vea abajo). 6) Instate la restdcci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Vea el res6men BCSI-B2*** para mas informacidin. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCI6NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccOn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 02. Vea la parte superior de la columna para la restriccidin y arriostre temporal de PCrs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span DONT overload the crane. Longitud de Tramp Espaciamiento del Arriostre Temporal de la Cuerda Superior NO sobrecargue la gr6a. 10'(3 m) o.c. max. 9.1 m) NEVER use banding to lift a bundle. 30'(9.1 m) - 8'(2.4 m) o.c. max. NUNCA use las ataduras pard levantar un paquete. (9.1 M) max. 45' (13.7 m) - A single lift point may be used for bundles of 60'(18.3 m) top chord pitch trusses up to 45' (13.7 m) and 4'(1.2 m) o.c. max. 80'(24.4 m parallel chord trusses up to 30'(9.1 m). for more Information. Plywood or OSB Use at least two lift points for bundles of top ®t chord pitch trusses up to 60' (18.3m) and paral- WARNING! Do noover load supporting Asphalt Shingles lel chord trusses up to 45' (13.7m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch iADVERTENCIAI No sobrecargue la concrete Block trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de Clay Tile >45'(13.7m).' trusses. lapped at least two trusses. Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30'o menos. Puse paquetes de trusses en una posici6n Use por to menos dos puntos de levantar con estable. Out -of -Plane -- grupos de trusses de cuerda superior inclinada Outof-Plumb Max. Bow Truss Length hasta 60'y trusses de cuerdas paralelas hasta 314" 45' Use por to mens dos puntos de levantar con grupos de trusses de cuerda superior inclinada Length -► Max. Bow mas de 60'y trusses de cuerdas paralelas mas de 45' 19 mm MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Mmm Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede 60' or less hacer dano at truss. APProx. 1/2 y Tagline truss length TRUSSES UP TO 30' (9.1 TRUSSES HASTA 30 PIES Attach Locate Spreader bar 10'( .'.(m ) above or stiflback o.c. 3mam x. mid -height yToe-in�_Toen ./L Spreader bar tl2 to -1 2/3 truss length Tagline TRUSSES UP TO 60'(18.3 m) 7TRUSSESUPTOAND preader bar 213 to TRUSSES HASTA 60 PIES 3l4trusslength Tagline OVER 60' (18.3 m)HASTA Y SOBRE 60 PIES -- Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posici6n con equipo de grtM hasty que la restriccidin lateral temporal de la cuerda superior estd instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' Trusses 30' 1 \ (6.1 m) or j (9.1 m) or f less, support less, support at near peak. quarter points. Soporte Soporte de cerca at pica, IDS cuartos los trusses t Trusses up to 20' -0. de tramo losI E Trusses up to 30' -iii;.de 20 pies o (6.1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-B2*** para mas infor- 2x4TLR) macidn. min. I Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint see table in the next column). Coloque los arriostres de Cierra para el primer -90' j truss directamente en Anea con cada una de las filas de restriccidin lateral temporal de la Brace first truss cuerda superior (vea la tabla en la pr6xima -- securely before 1 columna). erection of additional DO NOT walk on trusses. unbraced trusses. NO Gamine en trusses Qsueltos. e AND BRACING OF TRUSSES Design Professional. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA LNSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de Cierra. 2) Instate el primero truss y ate seguramente at arriostre de Cierra. 3) Instate los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los plans de los miembros secundarios para estabilice los primeros Gino trusses (vea abajo). 6) Instate la restdcci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Vea el res6men BCSI-B2*** para mas informacidin. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCI6NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccOn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 02. Vea la parte superior de la columna para la restriccidin y arriostre temporal de PCrs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramp Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10'(3 m) o.c. max. 9.1 m) CM Refer 15' 14.6 m)* 30'(9.1 m) - 8'(2.4 m) o.c. max. 45'(13,7 m) (9.1 M) max. 45' (13.7 m) - 6'(1.8 m) o.c. max. 60'(18.3 m) 60'(18.3 m) - 4'(1.2 m) o.c. max. 80'(24.4 m BCSI-B7*** para *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Regist2do de Diseno para trusses mas de 60 pies. 0 See BCSI-B2*** for TORR options. Vea el BCSI-B2*** para las options de TCTLR. Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement information. Para informaci6n sobre restric- ci6nlarnostrelrefuerzo para Armazones Hasb'ales vea el resumen BCSI-83*** 10" or Truss attachment Note: Ground bracing not shown for clarity. required at suppc 0 Repeat diagonal braces for each set of 4 trusses. Repita los arrisotres diagonales para cada grupo de 4 trusses. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS'SECUNDARIOS LATERAL RESTRAINT Web members & DIAGONAL BRACING ARE VERY IMPORTANT �c iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! 10' (3 m) - 15' (4.6 m) max. Same as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4xl2' or greater lapped over two trusses. Bottom chords' ��7 a 93� RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES CARGA DE CONSTRUCCI6N z^ RESTRICCI6N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ?33.3' 10' 3 m) or Diagonal bracing Repeat diagonal bracing CM Refer 15' 14.6 m)* every 15 truss spaces 30' to BCSI-B7*** for (9.1 M) max. Material more information. apropiada y Segura. Vea el resumen 0 DO NOT exceed maximum stack heights. Refer to BCSI-B4*** Gypsum Board BCSI-B7*** para for more Information. Plywood or OSB mas informaci6n. NO exceda las alturas maximas de mont6n. Vea el resumen Asphalt Shingles Apply diagonal brace to vertical BCSI-B4*** para mas informacicin. webs at end of cantilever and at concrete Block 8'(203 mm) bearing locations. All lateral restraints Clay Tile 3-4 tiles high �. lapped at least two trusses. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) O.C. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. I • - INSTALLING - INSTALACION Out -of -Plane -- [/f Tolerances for Out -of -Plane. Outof-Plumb Max. Bow Truss Length Tolerancias pard Fuera-de-Plano. 314" 12.5' Length -► Max. Bow D/50D (ft.) 19 mm 3.8 m Z-rn� 114" 1' 7I8" 14.6' u Len th 9 -► '( /- I 6 mm 0.3 m 22 mm 4.5 m max. ow I Lira" 2' 1" 16.7' - Max. Bow, p 13 mm 0.6 m 25 mm 5.1 m ' 3/4" 3' 1-118" 18.8' U- � Length ► I' ro plumb 19 ITT),0.9 m 29 mm 5.7 m i ./line 1" 4' 1-1/4" 20.8'' Tolerances for f 25 mm 1.2 m 32 mm 6.3 IT _ 1-1/4" 5' 1.3/8" 22.9' _Out-of-Plumb. Tolerancias para D/50 max I 32 mm 1.5 m _ 35 mm 7.0 m Fuera-de-Plomada. 1-1/2" 6' !1A mm\ !1 A m1 1-1/2" !'AR coral 25.0' !7 R ml _. CONSTRUCTION LOADING a5 mm 2.1 m 45 mm 8.9 m CARGA DE CONSTRUCCI6N z^ 28' 2^ ?33.3' 51 mm DO NOT proceed with construction until all lateral a2.4 m 51 mm 10.1 m restraint and bracing Is securely and properly In place. Maximum Stack Height NO proceea con la construcoi6n hasta que todas las restric- for Material on trusses clones laterales y los ardostres esten colocados en forma Material Height apropiada y Segura. 0 DO NOT exceed maximum stack heights. Refer to BCSI-B4*** Gypsum Board 12" (305 mm) for more Information. Plywood or OSB 16" (406 mm) NO exceda las alturas maximas de mont6n. Vea el resumen Asphalt Shingles 2 bundles BCSI-B4*** para mas informacicin. concrete Block 8'(203 mm) _ Clay Tile 3-4 tiles high TCCTLR / NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pito. hl G DO NOT overload small groups or single trusses. s) NO sobrecargue pequenos grupos o trusses individuales. Section A -A 0 Place loads over as many trusses as possible. Coloque las cargas sobre Lantos trusses tomo sea posible. 0 Position loads over load bearing walls. Diagonal Coloque las cargas sobre las paredes soportantes. bracing ALTERATIONS - ALTERACIONES = Refer to BCSI-BS.*** Truss bracing not shown for clarity. Vea el resumen BCSI-B5.*** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ning6n miembro estructural de un truss, a menos que este especificamente permiddo en el dibujo del diseno `Bottom chords del truss. �� Trusses that have been overloaded during construction or altered without the Truss Diagonal braces Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. every 10 truss spaces Trusses que se han sobrecargado durance la construcct6n o han sido alterados sin la autorizad6n 20'(6.1 m) max. previa del Fabricante de Trusses, pueden hacer nulo It sin efedo la ga2ntia limltada del Fabri- Note: Some chord and web members tante de Trusses. not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10' (3 m) - 15' (4.6 m) Note: Some chord and web members max. not shown for clarity. • I W I O I I O 4 -Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit wvow.slIdndustmoorntb1. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on arty given project. If the contractor believes it needs assistance in some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, Installing, restraining and bracing trusses are based upon the collective experience of leading personnel Involved with truss design, manufacture and Installation, but must, due to the nature of responsibilities Involved, Oe presented only as a GUIDE for use by a qualified building designer or contractor. It Is not Intended that these recommendations be Interpreted as superior to the building designer's design specification for handling, Installing, restraining and bracing trusses and It does not preclude the use of other equivalent methods for restralningumcing and providing stability for the walls, columns, floors, roofs and all the Interrelated structural building components as determined by the contractor. Thus, $BCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SM w000twescuuxu. TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 " www.sbcindustry.com 703/683-1010 • www.tpinst.org 81WARNIIx17 118784 Q FEBRUARY 14 2012 CONVENTIONAL VALLEY FRAMING DETAIL- ST VALLEYI 00 EV as 0 00 0 00 Baa MiTek USA, Inc. MiTek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS POST (24" O.C. ) GABLE END, COMMON TRUSS ■ rLPAINI TRUSS MUST ----- ------ ----- ----- ------ - - ----- ----- ----- ----- ----- GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED �� 48" O.r,_f AaC MV �5P I�7UA ' (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD��3U F SF (�X,)�` SAFDEAD BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF LOAD��'S'P5F NPA2. r ;D.O.L.INC= .153. ASCE 7 X98, ASCE 7� 02, ASCE�7:0r5] ' THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MP AW f� 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X.131") NAILS. VALLEY PLATE 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF ")NAILS.BY POST TO SET EVENLY ON THE SHEATHING, FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 FASTEN POST TO ROOF SHEATHING WITH ")TOE DATE �— ' ' ( SEE NOTE #4) 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131.) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X .131") TOE -NAILS. 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 Q�yoFESS/�� Q 5o0/ F POST WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. /�� O O VALLEY RAFTERS ( SEE NOTE #8) CD74486 1 8, POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED PLY 2 4's FASTENED TOGETHER WITH '6" ( SEE NOTE #2) EX 1-13 _L�__ * Cl gTFOFCAUF��\ L PLAN DRAWING POST (24" O.C. ) GABLE END, COMMON TRUSS ■ rLPAINI TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED �� 48" O.r,_f AaC MV �5P I�7UA ' (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD��3U F SF (�X,)�` SAFDEAD BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF LOAD��'S'P5F NPA2. r ;D.O.L.INC= .153. ASCE 7 X98, ASCE 7� 02, ASCE�7:0r5] ' THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MP AW f� 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF ")NAILS.BY POST TO SET EVENLY ON THE SHEATHING, FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 FASTEN POST TO ROOF SHEATHING WITH ")TOE DATE �— ' (3) 10d (3" X .131 -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131.) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X .131") TOE -NAILS. 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 Q�yoFESS/�� Q 5o0/ F WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. /�� O O FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. c V� �C '� CD74486 1 8, POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED PLY 2 4's FASTENED TOGETHER WITH '6" m (2) x 2 ROWS OF 10d NAILS O.C.. EX 1-13 * Cl gTFOFCAUF��\ 1 FOR GABLE ENDS OVER 6'-1' IN HEIGHT CompuT�us, i�IC. ""MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG -FIR GABLE STUD SPACING 16" ac Custom Software Engineering Manufacturing Q�tOFESS/p^, AI IAL;HtU WI IH 1W DRAG GABLE 90C (+ 6'-l") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151507 EXP. 3/31/15 C' 411113 Q' ENAA Q s 'f'OF CAUFOQ`a\ 2x4 STUD 16" Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, EXp.C, gable end zone, load duration factor -1.6 6'-V o.c. MAX M -2.5x4 II II II II II II M -1x3 Typical CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. I� Qj 2 GABLE ENDTRUSSISADEQUATELYANDCONTINUOUSLY CONNECTED ar C C`i TO SUPPORTING BEARING WALL.. m � � SHEATHING TO GABLE END I U ";2,,4 B�CKS WITH 3-16d NAILS CHINDO I O 1 12 f 8d NAc IL AT GABLE STUD I � - 03 ®; r 1-16d { .1 c < r 2x4 CK WITH 2O -16d 2-16d ad - 8d NAIL AT 6" o.c. M'y ' 1 t t TOE NAIL EACH END. R \ NOTCHED PER 2x4 BRACE WITH 4-16d NAILS ® 2-16d OUTLOOKERSPACI G O Z Z M :-I 2-16d M -2.5x4 16d at 24" o.c. i 16d at 24' O.C. Design conforms to Main Windforce-Res!sting FOR GABLE ENDS UNDER 6'-1' IN HEIGHT System also Components and Cladding criteria. COMpuTfj US, Inc. " MINIMUM GABLE STUD GRADE -2x4STUD GRADE DOUG -FIR Wind: 90 mph, h=30ft max, ASCE 7-05, Custom Software Engineering Manufacturing GABLE STUD SPACING 16° oc Enclosed, Cat.2, Exp.C, gable end zone, load duration factor -1.6 CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, GABLE END PROVIDED 1 STUCCOOROTHERSHEAR RESISTING MATERIALADEQUATETORESIST M -2.5x4 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. (2) 2 GABLE END TRUSS ISADEQUATELYAND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. N 2x4 BRACE AT 16-0"ox. OR AT W CENTERLINE. ATTACH WITH 16d M -1x3 Typical a NAILS SHOWN IN O. (2) BRACING FOR GABLE END DRAG GABLE 90C (- 6'-1 ") DATE: 07/01/09, REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 RAL ATE QROFESS/p\ M -2.5x4 V' of •,i -pry O> ir w No. 0806 mI -U EXP. 3/31/15 n O� S EN G`N�� \Q 7 92010 a 9TF OF CAl.1F0� � --( � nrn c Z o -----� CUTOUT FOR 4x2 OUTLOOKER 4- 4- 1x4ADD-ON. ATTACH WITH 8d NAILS AT 9" o.c. 4x2 OUTLOOKER DETAILS M -2.5x4 (Spl) rrv�iw ' CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER OVER STUD MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE ioo ° baa O 00 0 00 � a MiTek USA, Inc. 1 MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL A B C D A I B I C I D C I D 1 3143 1 3143 1 4715 1 4715 1 7074 1 .Bay size shall be measured in between the centers of pairs of diagonals. 1 2358 1 2358 1 3536 3143 4715 1886 1886 2829 GENERALNOTES TYPE 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1788 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 1 3143 1 3143 1 4715 1 4715 1 7074 1 .Bay size shall be measured in between the centers of pairs of diagonals. 1 2358 1 2358 1 3536 3143 4715 1886 1886 2829 ' FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' TPI ICC PPAr:INr, INCTAI I ATInN rzinnF Amn PPnn11r.T CP9rILIr.AT1nM 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. TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) O9?,OF ESS/ONS SOON oG) i 74486 m NW%� C OF GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-6d (0.131'>Q.5') FOR 1 x4 BRACES, 2.1 Od (0.131'x 3') FOR 2x3 and 2x4 BRACES, AND 3-1 Od (0.131'4') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.6d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, 2. Od (0.131'4') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-1 Od (0.131')3') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 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 #3, STD, CONST (SPF, DF, HF, OR SYP) DS"9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 6 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE 1w SI cindustry.mm and w .lpinsl.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B, TABULATED VALUES ARE BASED ON A DOL. " 1.15 ' FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' TPI ICC PPAr:INr, INCTAI I ATInN rzinnF Amn PPnn11r.T CP9rILIr.AT1nM 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. TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) O9?,OF ESS/ONS SOON oG) i 74486 m NW%� C OF 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 August 10, 2010 L�J L—JL—I 0 00 0 00 a MiTek Industries, Inc. T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY I ST - T -BRACE 2 MiTek Industries, Chesterfield, MO Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace 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) WE Nails Nails Nails Web Nails I -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 2x8 I -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. CITY OF LA (QUINT BUILDING& SAFETY® F APPROVED FOR DATE SOON O,Lc i X74486 IC-Tn! OF CAL 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 MI -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 2x8 I -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. CITY OF LA (QUINT BUILDING& SAFETY® F APPROVED FOR DATE SOON O,Lc i X74486 IC-Tn! OF CAL 1 11 1 I� 1 11 DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (psf) SPACING 2 -o -o BRACING MiTek Industries, Inc. OTCLL 20.0 Plates Increase 1.15 Western Division TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 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 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 2-0-0 3x4 = LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131 "X3.0" MIN) NAILS @ 3" O.C. 2 ROWS SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 DIA. X 3.5") LGT TOENAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS 8-0-0 y BOTTOM CHORD LENGTH MAY BE 2'-0" fv \ 3X4— OR A BEARING BLOCK. CONN. W/2 16d COMMON WI TOE NAILS OR SEE DETAIL t PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Gj. LX ,QrFLSLA QUI NTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DP, -!TE BY. A WARNING - Vert fy destgn pa—etera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6777-7473 BEFORE USE. 7777 Greenback Lane _110 Design valid for use on with ANTek connectors. i Suite 109 co nec ors. Th s design is based on upon parameters shown an is for n individual g N g N po pa d o a -building component. Citrus Heights, CA. 9561 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - 1 Q 8-0-0 6-0-0 EXT. 2-0-0 4-0-0 2-0-0 EXT. EXT. 2-0-0 -,. EXT. 2-0-0 2-0-0 ed J,. CONN. W/316d COMMON WIRE (0. y BOTTOM CHORD LENGTH MAY BE 2'-0" fv \ 3X4— OR A BEARING BLOCK. CONN. W/2 16d COMMON WI TOE NAILS OR SEE DETAIL t PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Gj. LX ,QrFLSLA QUI NTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DP, -!TE BY. A WARNING - Vert fy destgn pa—etera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6777-7473 BEFORE USE. 7777 Greenback Lane _110 Design valid for use on with ANTek connectors. i Suite 109 co nec ors. Th s design is based on upon parameters shown an is for n individual g N g N po pa d o a -building component. Citrus Heights, CA. 9561 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - 1 Q C❑mPIJM-Us. 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 L 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 IBC 2009 / CBC 2010 SEQ: S5480564 D �kOFESS/0 m -tt Q Q� P C a "' L`: ``' Jap S 2 m p t No. 0806 z EXP. 3/31/15 ENGk { � � F OF CA% -%F O® 0 "0 10d Hip No. 1 truss 3-10d Z� C13MP rus, Inc. Custom Software Engineering Manufacturing Plate Pitch 2.82-3.00 M -3x8 M -3x5 M -3x8 3.00-4.50 M -3x8 M -3x5 M -3x8 4.50-6.00 1 M -3x6 M -3x5 M -3x8 Deflection Criteria: Live Load = U240 Dead Load = U180 12 2.82-6.00 2y�6 Extensions must be supported every 4-0-0 max. Extensions may be plated as shown for additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. Al Varies with pitch 0 - Do not overcut ripped chords. § - Shim all supports solid to bearing Refer to Max Setback R = 347# max- W = 1.5" min. .&-- over 2 su000rts b R = 694# max. W = 1.5" min. FILE NO: Hip Rafter -24(1.25) DATE: 04/11/13 SEQ: 2787668 IBC 2009/CBC 2010 Block O Plate (2) Raised Heel 2x4 M -3x6 A 2x6 M -3x8 M - 3 x 5 2x8 M -3x10 2X10 I M -3x12 L--- 1.5" --1.5" min. 18" min. Cantilever -i 3x4 2x4, 2x6, 2x8, 2x10 block FL grade Lumber Grades TC LL/DL Max Setback DF,SS 20/14 = 34# 8-0-0 Note Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. /'C Mp Or u s. Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT ALTERNATE FRAMING DETAIL AROUND 30" ACCESS QFtOFESS/p\ s. JOl�r� EXP. 3/31/15 4�Q- �� ENG1 a sT�TF OF CAUFO� �P 24" 24- 1.24" 24" 24" L 24" L 24" 1 NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) Ladder Frame Between trusses with 2x4 at 48" o.c. T A A A \ �m o� 24" 24" 21" 30" clear 21" O 2:�4 Section A -A Z 9 FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 IBC 2009 / CBC 2010 SEQ: S5480563 03 -1 C) D > E<m.C) M C: o®oZ Z M ;-i Section A -A (bottom view) I110ifliflf till m M' s on M M ,ter � M a M; M'. M'r w .r1- ., s MINIMUM LUMBER SPECIFICATIONS (OF ONLY) TC: 2x4 OF #2 BC: 2x4 OF N2 WEBS: 2x4 OF STD/STUD TC LATERAL SUPPORT — 12"OC. UON. ** 2x4 stripping required as shown. Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. 4'-0" max 12 3to6F7' RS - ROOF SHEATHING TO BE CONTINUOUS OVER JOINT. SHEATHING�JOINT. RLAP A MINIMUM OF 12" OVER M -2x4 RS xx PIGGYBACK TRUSS SPAN UP TO 16'- 0.0" LOAD DURATION INCREASE = 1.25 MAX. SPACING = 24.0" O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TOTAL LOAD = 36.0 PSF MAXIMUM WIND SPEED = 100mph, MAX MEAN ROOF HEIGHT = 20ft. CATEGORY II, BUILDING EXPOSURE B or C ENCLOSED STRUCTURE, GABLE END ZONE ASCE 7-05, DURATION OF LOAD INCREASE = 1.60 NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. 16'-0" max 4'-0" max 4'-0" max 4'-0" max M -4x4 4.0" 12 a3to6 M -2x4' M -2x4 2 M -2x4 xx xx xx RS M -2x4 M -2x4 W qC I r0zo,�7u) Z ® OF TOP CHORD AT STRUCTURAL TRUSS BELOW �'T1JOB NAME: STANDARD CAP � Truss: DES. BY: MJ DATE: 6/20/2013 SEQ.: 5568625 TRANS ID: 371550 11111111111111111111111111111111111111111 III NARNIjeraj S: t. Buil atd erection co cto u vi d 1 all General Notes antlrgs belore c r 1�P com en2. 2x4mssion web bia4rif i u I t st �w reshown.. 3. Addnemporarybr`�¢Sm u=bilitydun g construction is lherisibility of t'l9ir 10 A ndl�g7m nenI bracing of I structure ism esponsibi f t�q ] ingdesigner. 4. Nols oultl be appllclSto any co e-41 er all bracing antl tastrs ra complete and at no time S'ttpul�a,iy I ads greater than desiloads be applied to any compone t. I/�5. ComTrgs has no control over and assumes no r ponsibility, for the Iabnc oo handling shisu and inc mponents. 6. This d@"sign is urn' the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.5.2.2F(1 Q -Z M -2x4 ** xx 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 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 buss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge it necessary. 7. Design assumes adequate drainage is provitled. 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 -1966 (MiTek) t 1 ICC -ES Evaluation Report ESR -1988 www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53 -Shop -Fabricated Wood Trusses Reissued December 1, 2010 This report is subject to re-examination in two years. A Subsidiary of the International Code Council® 3.2 MiTek® MT18HSTm: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, 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 MiTek® M18SHSTm: 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 A 653 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 3/8 -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. T1h spacia_alo the longitudinal dire do o, a n hg� iTA 25.4 mm on cert er. [fhe ra sve€s c nt i s of adjacent slots are staggpre��0��0 tacRmF�'-WrnVEReT- distance between�loi�gi u i al cente lime sJots s�0.25 inch (6.35 mm). There are `eigPtR,ethrper p�d°r�i . M(645 mm2) of surface area. Plaites�are(a5SIa1Bff'(� 1 TJ13VJth (12.7 mm) increments, up' 2 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. DATE _--- BY 3.4 MiTek® TL20 Ud MT20T"': Models TL20 and MT20TIl metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 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 center. The transverse centerlines of adjacent slots are ICC -ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed �- as an endorsement of rhe subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as .Lo toanyftnding or oilier nmtter in this report, oras to any product covered by the report. ICopyright O 2011 Page 1 of 3 REPORT HOLDER: r, MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HS-, M18SHS-, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: • •2009 International Building Code® (2009 IBC) • •2009 International Residential Code® (2009 IRC) • •2006 International Building Codee (2006 IBC) • •2006 International Residential Code® (2006 IRC) • •1997 Uniform Building Code TM (UBC) Property evaluated: Structural 2.0 USES MiTeke 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 A 653 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 mm) of surface area. Plates are available in /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 December 1, 2010 This report is subject to re-examination in two years. A Subsidiary of the International Code Council® 3.2 MiTek® MT18HSTm: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, 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 MiTek® M18SHSTm: 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 A 653 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 3/8 -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. T1h spacia_alo the longitudinal dire do o, a n hg� iTA 25.4 mm on cert er. [fhe ra sve€s c nt i s of adjacent slots are staggpre��0��0 tacRmF�'-WrnVEReT- distance between�loi�gi u i al cente lime sJots s�0.25 inch (6.35 mm). There are `eigPtR,ethrper p�d°r�i . M(645 mm2) of surface area. Plaites�are(a5SIa1Bff'(� 1 TJ13VJth (12.7 mm) increments, up' 2 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. DATE _--- BY 3.4 MiTek® TL20 Ud MT20T"': Models TL20 and MT20TIl metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 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 center. The transverse centerlines of adjacent slots are ICC -ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed �- as an endorsement of rhe subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as .Lo toanyftnding or oilier nmtter in this report, oras to any product covered by the report. ICopyright O 2011 Page 1 of 3 IESR -1988 1 Most Widely Accepted and Trusted Page 2 of 3 staggered 0.10 inch (2.54 mm). The distance between 5.3 This report establishes plate design values only. For longitudinal centerlines of the slots is 0.25 inch (6.35 mm). items not covered by this report, such as truss design, There are eight teeth per square inch (645 mm2) of surface fabrication, quality assurance and special inspection, area. Plates are available in 1/2 -inch width (12.7 mm) refer to ANSI/TPI 1, engineering drawings and the increments, up to 12 inches (304.8 mm), and lengthwise in applicable code. 1 -inch (25.4 mm) multiples. See Figure 1 for details. 5.4 The design values (lateral resistance values, effective 4.0 DESIGN AND INSTALLATION tension strength ratios, and effective shear resistance 4.1 General: ratios) used in the design of trusses, using MiTek® All truss plates are pressed into the wood for the full depth Industries metal truss connector plates, must not listed in Tables of their teeth by hydraulic -platen embedment presses, exceed those 1 and 2 of this report. multiple roller presses that use partial embedment followed Load combination reductions must be in accordance by full -embedment rollers, or combinations of partial with the applicable code. r embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must Trusses must be assembled within the tolerances provided be graded in compliance with the applicable building by the Truss Plate Institute's Quality Criteria for Metal Plate code, and must have a moisture content not Connected Wood Trusses, shown as Section 4 in exceeding 19 percent at the time of assembly. Wet ANSI/TPI 1 National Design Standard for Metal Plate service factors from ANSI/TPI 1 Section 6.4.5 must be Connected Wood Truss Construction. applied to the table values when the lumber moisture 4.2 Allowable Design Values: content exceeds 19 percent. Allowable values shown ® Allowable design values for MiTek metal truss connector in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - plates to be used in the design of metal plate connected treated lumber or preservative -treated lumber. wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the 5.6 Metal truss connector plates must be installed in pairs connection is made with identical plates on opposite sides on opposite faces of truss members. of the joint. This evaluation report is limited to the 5.7 Galvanized G60 metal truss plate connectors subject evaluation of connection capacity of the MiTek® metal truss to corrosive environments must be protected in connector plates listed in this report. The design, accordance with Section 6.5 of ANSI/TPI 1. manufacture, and installation of trusses employing the 5.8 MiTek® metal truss connector plates are truss plates have not been evaluated. manufactured in St. Charles, Missouri; Phoenix, 5.0 CONDITIONS OF USE Arizona; Tampa, Florida; Edenton, North Carolina; The MiTek® Industries metal truss connector plates and Bradford, Ontario, Canada. described in this report comply with, or are suitable 6.0 EVIDENCE SUBMITTED alternatives to what is specified in, those codes listed in 6.1 Data in accordance with the National Design Section 1.0 of this report, subject to the following Standard for Metal Plate Connected Wood Truss conditions: Construction, ANSI/TPI 1- 2007. 5.1 This evaluation report and the manufacturer's 6.2 Manufacturer's descriptive literature. published installation instructions, when required by the code official, must be submitted at the time of 6.3 A quality control manual. permit application. In the event of a conflict between 7.0 IDENTIFICATION the manufacturer's published installation instructions The MiTek® connectors are identified by an imprint of the and this document, the instructions in this document govern. plate name embossed �h surf�,ce o e r example, the YT20IM rp Ilds �oi�s _ M ' 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by osietrpl�cr�l be labeled with ,.the i�e-c In nes name }he metal' Additionally, boxes c�otair g\�ev documentation showing that the design, manufacture, connector plate model, and�theal io Vpot�mber and proposed installation conform with the (ESR -1988). FOR CONSTRUCTION requirements of the applicable code. TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN,I IM.PEDMENT' (IblinZf? TE) LUMBER SPECIES SG AA EA i At TL18, MT18, MTI8HSTM, M18SHST-, 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: 1lb/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, !plates 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. 1 t f' 1 1 n 1 1 n ESR -1988 1 Most Widely Accepted and Trusted Page 3 of 3 TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TI -18 AND MT18 MTI8HSTM . M18SHS'm 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•• 1 0.5 1 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90-• 0.52 1, 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with T13I-1 with a deviation [see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint) Tension @ 0•• 0.59 1 1349 1 0.59 1 1975 0.6 2586 0.59 1035 Tension @ 90•• 0.53 1214 0.51 1 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 @ 120•• 0.39 608 0.4 1 802 0.41 1073 0.42 1 498 Shear @ 150•• 0.45 702 0.37 1 745 0.33 868 0.5 1 592 For SI: 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 Section 4.3.6 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" 3.2 mm 6.4 mm 3.2 mm 00000000000 0o000o00000 0o000o000000 c E O fUi V 0 0 0 0 0 0 0 0 0 0 0 0 000oo0oao00U v Ln r N O o 0 0 0 U 0 a 0 0 0 U z W J 0.375" 9.5 mm Y OF LA QUANTA 131 JILDING&-��SAAe® a SAFETY DEPT. =APPROVED E® R CONSTRUCTION DA-[�:-� BY WM'H MT18, TL18, MT18HS, M18SHS, MT20, TL20 FIGURE 1 -APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) 11