Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
SFD (13-0222)
78180 Masters Cir 13-0222 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00000222 Property Address: 78180 MASTERS CIR , BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: THOMAS J HAACKER TRUST VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153. Date: 5/21/13 ' APN: 770-360-002- - -- 1192 CAMBERA,LN. Application description: DWELLING - SINGLE FAMILY DETACHED SANTA ANA, CA 92705 Property Zoning: LOW DENSITY RESIDENTIAL = (760) 771-4722 ,Application valuation: 582561 Applicant: Architect or Engineer: Contractor: D d Q SUN VISTA DEVELOPMENT COR P.O. BOX 1144 LA QUINTA, CA 92247 dy (760) 771-47.22^I 6® t Lic.. No.: 744091 CI ?YqCE F WAR taT. --------------------------------------------------------------------------------------------------- - LICENSED CONTRACTOR'S DECLARATION ., WORKER'S COMPENSATION DECLARATION - hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with - I hereby affirm under penalty of perjury one of the following declarations: - Section 7000) of Division 3 of the BusinessandProfessionals Code, and my License is in full force and effect. _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided cense Class: 13 Lice n No.: 744091 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Date 22 Contractor: _ I have and will maintain workers' compensation insurance, asrequired by Section 3700 of the Labor - Code, for the performance of the work for which this permit is issued. My workers' compensation OWNER -BUILDER DECLARATION insurance carrier and policy number are: - I hereby affirm under penalty of perjury that I. am exempt from the Contractor's State License.Law for the Carrier STATE FUND I Policy Number , 903738513 - following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to - - I certify that, in the performance of the work for which this permit is issued, 1 shall not employ any - construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the person in any manner so as to become subject to the workers' compensation laws of California, - permit to file a signed statement that he or -she is licensed pursuant to the provisions of the Contractor's State and agree that, if I should become subject to the w rkers' compensation provisions of Section - License Law (Chapter 9 -(commencing with Section 700011 of Division 3 of the Business and Professions Code) or - 3700 of the Labor Code,,kshVonhwith comply ith those provisions. 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 ($5001.: Date✓ %1 pplicant: . (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and - Or,— the structure is not intended or offered for, sale (Sec. 7044, Business and Professions Code: The - WARNING: FAILURE TO SECURE WORKERS' COM SATION COVERAGE IS UNLAWFUL, AND SHALL Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and who does the work himself or herself through his or her own employees, provided that the DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN - - improvements are not intended or offered for sale. If, however, the building or improvement is sold within SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. - 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.). - - - APPLICANT ACKNOWLEDGEMENT 1 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. IMPORTANT Application is hereby. made to the Director of Building and Safety for a permit subject to the _ 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of conditions and restrictions set forth on this application. property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed 1. Each person upon whose behalf this application is made, each person at whose request and for pursuant to the Contractors' State License Law.). - whose benefit work is performed under or pursuant to any permit issued as a result of this application, (_) I am exempt under Sec. • , B.&P.C. for this reason , 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. Date: Owner: 2. Any permit issued as a result of this application becomes null and void if work isnotcommenced within 180 days from date of issuance of such permit, or cessation of work -for 180 days will subject CONSTRUCTION LENDING AGENCY permit to cancellation. 1 hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the _ I certify that I have read this application and state that the above information is correct. I agree to comply with all -work for which this permit is issued (Sec. 3097, Civ. C.). city and county ordinances and state laws relating to building construction, and hereby authorize representatives. .- - his co ty to enter on the above-mentioned property for 'nspoon purposes. Lender's Name: /udte'6 yl Signature (Applicant or Agent): - Lender's Address: ro. LQPERMIT Application Number . . . . . 13-00000222 Structure.Information Construction Type . . TYPE V, UNPROTECTED Occupancy Type DWELLG/LODGING/CONE <=10 Other struct info . . . CODE EDITION 2010 - # .BEDROOMS 6.00 FIRE SPRINKLERS yes GARAGE SQ FTG 1632.00 - PATIO SQ FTG 1042.00 NUMBER OF UNITS. 1.00 1ST FLOOR SQUARE FOOTAGE 6472.00 i Permit . . . BUILDING PERMIT Additional'desc . Permit Fee 2288.50 Plan Check Fee 1487.53 Issue Date Valuation . . . . 582561 Expiration Date _ 11/17/13 Qty Unit Charge Per Extension BASE FEE 2039.50 83.00 3.0000 ------------------------------------------------------------------------ THOU BLDG 500,001-1,000,000 249.00 Permit- ELEC-NEW RESIDENTIAL ` Additional desc . Permit Fee 289.16 Plan -Check Fee 72..29 Issue Date Valuation 0 Expiration Date .. 11/17/13 - Qty Unit Charge Per Extension BASE FEE 15.00". 6472.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 226.52 1632.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 32.64 1.00 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 Permit GRADING -PERMIT Additional desc `. Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date _ Valuation 0 Expiration Date 11/17/13 Qty Unit Charge Per Extension BASE FEE 15.00 Permit . . . . MECHANICAL LQPERMIT Application Number . . . . 13-00000222 Permit MECHANICAL Additional desc Permit. Fee . . .: . 238.50 Plan Check Fee `:' 59.63 Issue Date Valuation 0 Expiration Date 11/17/13 Qty Unit Charge Per Extension BASE FEE 15.00 6.00 9.0000 EA- MECH FURNACE <`100K 54.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 ..5.00 16.5000 EA MECH B/C'>3"-15HP•/>100K-500KBTU 82.50 11.00 6.5000 EA MECH VENT FAN 71.50 .1.00 6.5000 EA MECH EXHAUST HOOD 6.50 Permit PLUMBING Additional*desc . Permit Fee . . . 248.25. Plan Check. Fee 62.06 Issue Date . . . Valuation 0 Expiration Date.. 11/17/13 QtyUnit Charge Per Extension " BASE FEE 15.00 25.00 6.0000 EA PLB FIXTURE 150.00 _ 1.00 15.0000 EA- PLB BUILDING SEWER 15.00. 3.00 6.0000 EA: PLB ROOF•DRAIN 18.00 2.00 7.5000 EA PLB WATER HEATER/VENT 15.00 1.003..0000 EA' PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB. LAWN SPRINKLER SYSTEM 9.00 11.00 .7500 EA PLB GAS PIPE >=5 8.25_ 1.00 157.0000 EA PLB GAS METER'. 15.00 -Special Notes and Comments 6472sf SFD. 2010 CODES. TYPE V -B W/ FIRE SPRINKLERS.2013 DIF. TUMF. ENGINEER: DANNY MATSUMOTO C 33307 **PERMIT DOES NOT INCLUDE BLOCK WALLS, FENCES, SWIMMING POOLS, SPA, BBQIS and DRIVEWAY APPROACH** ----------------------------------------------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 956.40 -; BLDG STDS ADMIN (SB1473) 24.00 DIF COMMUNITY CENTERS -RES 129.00 - DIF CIVIC CENTER -,RES 942.00 ENERGY REVIEW FEE 148.75 DIF FIRE PROTECTION -RES 433.00. - DIF LIBRARIES - RES 344.00 MULTI -SPECIES (MSHCP) FEE 1254.00 LQPERMIT . Application Number .. . 13-00000222 Other Fees. :. DIF PARK MAINT FAC - RES --- 4'0.00, DIF PARKS%REC -.RES 2048.00 _ TUMF: RESIDENTIAL 1837.44. D IF STREET MAINT FAC -RES 116.00 - DIF TRANSPORTATION - RES 2842.00 Fee summary Charged- Paid Credited Due Permit;Fee."`Total: 3079.41 .00 .00 3079.41. Plan Check Total 1681.51 750.00. c00 931.51 Other Fee Total.- 11114.59 .00 .00 11114.59 Grand Total .'. •,;15875.51 750:00" .00 15125.51 ,. LQPERMIT - - lL Building 7 8 _ /go Address / VV Owner Mailing Address Cjty Zip Contr for Address 25?- 8a / Cit Zip C 6 a& 0 1&4 4 N a" P.O. BOX 1504 78-495 CALLE TAMPICO 15 /"A QUINTA, CALIFORNIA 92253 & Classif. Tv,- { O 9 I Lic. # Arch., Engr., Designer //—,o + .5 S)5!5i-2 0 / Address Tel. City Zi State ✓i/Vl 278D Lic. e,4 #G324 V-0 LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Divi 'on of t e Business and Profes ons Code, and m license is in full f rce and effect. DO A y t / ; ce SIGNATURE ATE OWNER -BUILDER DECLARA11bN 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 Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). ❑ I, 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 im- provement 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). ❑ 1, 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.) ❑ 1 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 consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT If, 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,:P. 000. GR A.P. Number % 70 -,-36 ?) —00-2 Legal Description T c Z ;7 Project Description --7/,2 _ / A 0 Sq. Ft. / No. No. Dw. Size ?Z Stories Units New CV/ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. CITY Driveway Enc. r t'vA3brF DEPT Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 4 3 o 47950 Dune Palms Road C BERMUDA DUNES O /► q 00 RANCHO MIRAGE CJ Date 5/22/13 La Quinta, CA 92253 k- INDIAN WELLS (760) 771-8515d PALM DESERT 31653 QN V INDIO Owner Thomas Haacker Trust APN # 770-360-002 Address 1192 Cambera Lane Jurisdiction ,La Quinta City La Quinta Zip Permit # Tract # No. of Units 1 Type Single Family Residence Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78180 Masters Circle 6472 Unit 6 Unit 2 Unit 7 . Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, coveted patiostwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying "school fees at this time due to the following reason: Addition of Sq. Ft. to New Construction This certifies that school facility fees imposed pursuant to in the amount of $3.20 X 6,472 S.F. or $20,710.40 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By 1 st Bank/Bill Leddy Check No. 1049526 Bank Name/Recipient of Certificate Telephone 760-275-9734 Funding Residential By Dr. Gary Rutherford Superintendent Fee collected /exempted by E e Lara Payment Recd 5-00 $20,710.40 r,yOver/UnderX, Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this Will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting ra itio - April 9, 2013 Mr. Tom Haacker C/O Rob Capetz ' r. 78080 Calle Amigo, Suite 201 La Quinta, CA 92253 ` RE: Haacker/Lot 74, Tract 28867 at 78180 Masters Circle ,Construction Documents. . Dear Mr. Haacker: ' The Tradition Architectural Design Review Committee (ADRC) reviewed and .approved' your final ' ` Construction_ Documents subject to the following stipulations being addressed prior to your request for ' Setback Observation: , 1.' The exterior light fixtures must be submitted for1review and approval once selected and prior to installation. , 2. The committee appreciates the modification of the trash yard area; however, it appears a wall - needs to be added between the side yard property line wall and the back of the trash area as well. 3. The side yard wall adjacent to lot 73 still .appears to be incorrectly. labeled and/or designed. The - wall appears to be 2' lower than required: Please resolve this height discrepancy on all plan. sheets. 4. Please review the solar submittal guidelines attached in the event future solar applications are desired. ; Please contact Brook Marshall at (760) 219-8057 or by email at Brook@dc.rr.com with any questions or to schedule your .Pre -Construction Meeting at the lot once a Building Permit has been issued by the City of La Quinta. ' Sincerely, _ + Tradition Architectural Design Review Committee ' cc: Rob Capetz x ADRC File r } t M. 1 .- Y r' -„ ' AHS—a- • yM1eet LLZ r DBSE RESP® TMANAGEMENT POST OFFICE BOX 14387 PALM DESERT, CALIFORNIA 92255-4387 ' 42-635 MELANIE PLACE, SUITE 103 • PALM DESERT, CALIFORNIA 92211 TELEPHONE (760) 346-1161 FAx (760) 346-9918 r Brandl,,:OCC,User :3600 RECORDING REQUESTED BY: WFG Title Insurance Company AND WHEN RECORDED MAIL TO: Thomas J. Haacker . Trustee' . 1192 Cambera Ln Santa Ana CA 92705 Order No.: 12-0543243F Escrow No.: FS121 A.P.N.: APN: 770360-0023 TRA: 020-121 nment: Station Id :KLK5 DOC # 2012-0547649' 11/13/201203:24 PM Fees: $18.00 Page 1 of 2 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: MGREGSTON ' THE UNDERSIGNED GRANTOR(S) DECLARE(S) DOCUMENTARY TRANSFER TAX IS $ 687.50 [ X ] computed on full value of property *conveyed, or [ ] computed on full value less value of liens or encumbrances remaining at time of sale. [ ] unincorporated area [ X ] City of La Quints t FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, ry William A. Budge and Candace C. Budge, Trustees of the William A. Budge Inc., Retirement Plan and William A Budge Inc PSP who acquired title as William A Budge and Candace Cain Budge, Trustees of the William A Budge Inc., Money Purchase Pension Plan dated May 1, 2000 hereby GRANT(S) to Thomas J. Haacker, Trustee of The Thomas J. Haacker Revocable Trust Dated 4/18/07 the following described real property in the County of Riverside, State of California See Exhibit "A" attached hereto and made a part hereof .. Dated: October 29, 2012 , STATE OF CALIFORNIA COUNTY OF ( P_" &G SS. On 1 1()Jb/It3 1, aa►a. before me, j bTF—FAN2F_ r--. QAsta,& Notary Public William A Budge Inc., Retirement Plan and • j personally appeared William A Budge nc PS WIU-1AM A,.13kp E Arm CNibAtC C.1&Atl&E who proved to me on the basis of satisfactory By: Wil ' m A B,ppu' dge, T t evidence to be the person (s) whose name (s) Islare %(N (i U. f_ subscribed to the within instrument and acknowledged to me that hal sheL they executed the same in cried her/ By: Candace C. Budge, Trustee their authorized capacity (ies), and by hind hea their signature (s) on the instrument the person (s), or the entity upon behalf of which the person (s) acted, executed the instrument. I STEFANIE E. RANSOM 1 certify under PENALTY OF PERJURY under the N mmisaroe r 11322n4 Notary Public -California laws of the State of California that the foregoing Orange County paragraph is true and correct M Comm. Mres Feb 16.2015+ ' WITNESS my hand and official seal. , SignatureQcunSarr— (This area for official notary seal) MAIL TAX STATEMENTS AS DIRECTED ABOVE RIVERSIDE,CA Page 1 of 2 Printed on 4/9/2013.12:24:12 PM . Document: DD 2012.547649 :;,Bra'nc'h :000,USer :3600 Comment: Station Id :KLK5 DOC # 2012-0547649 Page 2 of 2 11/13/2012 03:24 PM Order No.: 12 -05432 -DF EXHIBIT "A" Lot 74 of Tract No. 28867, in the City of La Quinta, County of Riverside, State of California; as shown by map on file In Book 276 Page(s) 69 through 78, Inclusive of Maps, In the office of the County Recorder of said County. APN:770-360-002 RIVERSIDE,CA.. Page 2 of 2 Printed on 4/9/2013 12:24:12 PM Document: DD 2012.547649 PROUDLY SERVING THE UNINCORPORATED AREAS OF RIVERSIDE COUNTY AND THE CITIES OF: BANNING BEAUMONT CALI M ESA CANYON LAKE COACHELLA DESERT HOT SPRINGS EASTVALE INDIAN WELLS INDIO LAKE ELSINORE LA QUINTA MENIFEE MORENO VALLEY PALM DESERT . PERRIS RANCHO MIRAGE RUBIDOUx CSD SAN JACINTO TEMECULA WILDOMAR BOARD OF SUPERVISORS: BOB BUSTER DISTRICT 1 JOHN TAVAGLIONE DISTRICT 2 JEFF STONE DISTRICT 3 JOHN BENOIT DISTRICT 4 MARION ASHLEY. DISTRICT 5 RIVERSIDE COUNTY FIRE DEPARTMENT. IN COOPERATION WITH THE CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION 77-933 Las Montanas Rd., Ste. #201, Palm Desert, CA 92211-4131 • Phorie (760) 863-8886 • Fax (760) 863-7072 www.rvcfire:org September 18, 2013 Holland Fire 1600 Meadowlark Way Roseville, CA 95661 Re: Residential Fire Sprinkler Plan Review LAQ-13-RS-067 Haacker Residence 787180 Masters Circle 'La Quinta, CA The sprinkler plans you submitted for the above referenced project have been reviewed by Riverside County Fire Department Planning & Engineering personnel and are approved with the following conditions: A minimum of one spare fire sprinkler head of each type and temperature rating along with a sprinkler wrench should be located in a spare head cabinet at the system riser or other approved location. Permanently. marked identification signs shall be attached to all control valves. A warning sign, with minimum '/ inch letters, shall be affixed adjacent to the main shutoff valve and shall state the following: WARNING: The water system for this home supplies fire sprinklers that require certain flows and pressures to fight a fire. Devices that restrict the flow or decrease, the pressure or automatically shut off the water to the fire sprinkler system, such as water softeners, filtration systems, and automatic shut-off valves, shall not be added to this system without a review of the fire sprinkler system by a fire protections specialist. DO NOT remove this sign. The following inspections/tests are, required to, be witnessed by the Fire Department Planning Division staff: (a) Overhead Rough and Hydro static test: All piping shall be visible and pumped at normal operating pressure. (b) Final inspection; The Fire Department job card, approved plans and conditions letter must be at the job site or NO inspection will be performed. Applicant/installer shall be responsible to contact the Fire Department to schedule inspectioh(s) a minimum of 72 hours prior to the requested inspection date. All questions regarding the meaning of these conditions should be referred to the Fire . Department Planning & Engineering staff at (760) 863-8886. - Applicant/installer shall be responsible to contact the Fire Departmentrto schedylenspection. 1' Sincerely, VAJas IStubble Fire afety Specialist i- - il%l' Building Permit Number. I _ Project Description: SFR Exempt: 0 (Materials may contain hazardous wastes and are not subject to recycling provisions) Construction Debris Management Plan Plan Submittal Date 5/7/2013 Job Site Address 78180 Masters Chia Owners Name Sun Vista Development Number, Street, or PO Banc PO Box 1144 city, stem. Postal Code La Quinta, Ca 92247 Owners Phone Number Owners E -Mail Address _ Project Managers Nernal Bat Leddy "act Managers Phone Number760-275-9734 Project Managers E-mail Addressl blll®sunvistaday.com Builder/ Contractorl Sun Vista Development Numbar,StrWorPOBox1 PO Box 1144 City, State, Postal codel La Quanta, CA 92247 Project Square Footage) . 7,900 City Approval By Date of City Approval G CITY OF LA QUINTA BUILDING & DEPT. APPROVED FOR CONSTRUCTION DA ►3 sL 1 22Z_. Materials To Be Discarded: Product Tons Trash 15.01 Not recyclable Product Asphalt 0.00 Recyclable Masonry (broken) Bdck/Block 0.00 Recyclable Plaster Cardboard 2.61 Recyclable Scrap Metal Commingled 0.00 Recyclable Tile (floor) Concrete 0.63 Recyclable Tile (roof) Drywall 0.47 Recyclable Wood Donated / Reuse" 0.00 Recyclable Landscape Debris 'Describe Items Totals: Recycle Trash Projected Diversion: 26.4 15.0 1 understand it is the property owner's responsibility to submit copies of weight tickets or receipts to the District Environmental Coordinator as these hauls occur. I hereby earthy that completion, implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 50% of the Jobslts waste Is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project in accordance with. this plan. This DMP Is Issued in the name of the property owners) and shall remain their property throughout the construction and/or demontlon project A contractor serving as agent of the owner may obtain a DMP for the owner. However, the DMP Is still Issued In the name of the property owner(s) and the owner retains legal responaiblI4 for ensuring that the provisions of the DMP are adhered to The property owner(s) and general contractor shall be kept informed of the diversion progress through bi-monthly reports. If self g, refuse mate fhxnthis project site must be taken to an approved recycler or transfer station. / S /3 Owner / DeveloW_LlYaWt Manager / arintandent Date k ES'GH Corporation -In Partnership with. Governmentfor Building Safety DATE: 5/7/2013 ❑ AP NT JURIS. JURISDICTION: City of La Quinta ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: 13-222 SET: II PROJECT ADDRESS: - 78-180 Master Circle PROJECT NAME: Haacker Residence ❑ The plans transmitted herewith have been corrected where necessary and substantially, comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are.resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified. on the enclosed check list and should be corrected and resubmitted for a complete recheck.. The check list transmitted herewith is, for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is, enclosed for the jurisdiction, to forward to the applicant contact persona ❑ The applicant's copy of the check list has been sent to: EsGil Corporation staff did not'advise the applicant that the plan check has been completed. ❑ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted:. (by: ) Ema.il: Fax #: , Mail Telephone Fax In Person - REMARKS:: All A sheets shall be signed by the person responsible for their preparation. By: David Yao, Enclosures: EsGil Corporation GA ❑ EJ ❑ PC 5/1 9320'Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ICC-ES'Evaluation Report ESR -2401 Reissued February 1, 2013 This report is subject to renewal January 1, 2014. . www.icc-es.org 1 (800) 423-6587 1.(562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 10 00 00—SPECIALTIES Section: 10 31 00—Manufactured Fireplaces REPORT HOLDER: MASONRY FIREPLACE INDUSTRIES, LLC " 315 WEST 3RD STREET SANTA ANA, CALIFORNIA 92701 _- (800)345-7078 www.mason-lite.com EVALUATION SUBJECT: MASON -LITE MODULAR CONCRETE FIREPLACES ADDITIONAL LISTEES: . FMI PRODUCTS, LLC 2701 SOUTH HARBOR BOULEVARD . SANTA ANA, CALIFORNIA 92704 BURNTECH FIREPLACE SOLUTIONS 6250 PLATT AVENUE, NO. 577 WEST HILLS, CALIFORNIA 91307 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 and 2006 International Building Code® (IBC) ■ 2009 and 2006 International Residential Code® (IRC)': ■ 2009 and 2006 International Mechanical Code® (IMC) E 2009 and 2006 International Fuel Gas Code® (IFGC) Properties evaluated: ■ Fire resistance ' ■ Seismic resistance 2.0 USES , The Mason -Lite TM modular concrete fireplaces, Models .MFP-33, MFP-39, MFP-44, MFP-49 and MFP-63, are fireplaces that are constructed in the field using prefabricated concrete firebox components with factory - built chimneys. The fireplaces are for use only with solid wood logs, LPG or natural gas log lighters complying with CSA 8, and decorative gas appliances complying with ANSI Z 21.60. Mason -Lite modular concrete gas-fired fireplace models MGFP-39, MGFP-44, and MGFP-49 (Burntech Models GBVS39, GBVS44 and GBVS49) comply with ANSI Z21.50, and are constructed in the field and vented with a listed Type B gas vent. . 3.0, DESCRIPTION 3.1 Fireplace Units: The Mason -Lite TM Masonry Fireplace is a modular refractory masonry unit designed for field assembly. The firebox is constructed using precast, interlocking refractory blocks secured to each other using Mason -Lite mortar. The system is supplied with all parts necessary for the assembly of a complete masonry firebox unit: Figures 1. and 2 illustrate the Mason -Lite system components. For combustible floor installations, .the Mason -Lite system includes a noncombustible raised platform designed to be placed beneath the field -assembled firebox unit. High- temperature refractory brick, 08 inches (28.6 mm) thick, is -required to line the interior of the firebox. See Table 1 for Masonry Fireplace Industries (MFI), FMI Products LLC (FMI) and Burntech fireplace Solutions (Burntech) models, fireplace weights and floor areas. The MFP-33, MFP-39, MFP-44, MFP-49, and MFP-63 . are also sold as FMI Products, LLC, models MM33, MM39, MM44, MM49 and MM63, respectively. Additionally, the products are sold as Burntech Fireplace Solutions models TFS-33, TFS-39, TFS-44,, TFS-49, and TFS-63, respectively. ` 3.2 Factory -built Chimneys: The wood -burning fireplaces may only be used in conjunction with , listed factory -built specific chimney systems. The MFP-33, MFP-39, MFP-44 (MM33, MM39, MM44, TFS33, TFS39, TFS44) and MM49 wood burning fireplaces require the use of a Desa/FMI DM12 12 -inch - diameter (305 mm) chimney or 12- or 14 -inch -diameter (305 or 356 mm) flue system listed by an approved agency . as complying with UL103. The MFP-49 (TFS-49) fireplace requires a 14 -inch -diameter (356 mm) flue system listed by an approved agency as complying with UL103. The MFP- 63 (TFS63) fireplace requires the use of a Desa/FMI DM16 16 -inch -diameter (406 mm) flue, system listed by an approved agency as complying with UL103 and labeled as "Residential Type and Building Heating Appliance Chimney." The MM -63 fireplace requires the .use of a dual Desa/FMI DM12 12=inch-diameter (305 mm) flue system. The chimneys are limited.to a maximum height of 40 feet (12 192 mm) and a minimum height of 14 feet (4267 mm); except that, where offsets are used, the minimum height is 17 feet (5181 mm). No more' than two offsets are permitted. 3.3 Fireplaces Equipped with a Decorative Gas Appliance: The fireplace systemsdescribed in Section 3.1 may be installed with, a decorative 'gas appliance. listed in accordance with ANSI Z 21.60, provided the fireplace is !CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other mailer in this report, or as to any product covered by the report. • - -. 1. a Copyright 0 2013 Page 1 of 16 ESR -2401 I Most Widely Accepted and Trusted Page 2 of 10 terminated with a 10 -inch -diameter (254 mm) listed Type B gas vent. 3.4 Gas-fired Fireplaces: Models MGFP-39, MGFP44, and MGFP-49 (GBVS39, GBVS44 and GBVS49), complying with ANSI Z21.50, require the use of a listed 10 -inch -diameter (254 mm) Type B gas vent and must comply with Chapter 8 of the IMC and Chapter 5 of the IFGC. The models must be as specified in the Mason -Lite published installation instructions. 3.5 Grout and Mortar: The grout and mortar used to construct the fireplace is provided by Masonry Fireplace Industries, LLC. 4.0 DESIGN AND INSTALLATION 4.1 General: The fireplace units must be installed in accordance with this report, the fireplace manufacturer's published installation instructions, and the applicable code. A copy of the manufacturer's instructions must be available at the jobsite at all times during installation. As applicable, the factory -built chimney or Type B gas vent installation instructions must also be available at the jobsite at all times during installation. The fireplaces are not recognized for use with doors. 4.2 Design: When installed in accordance with Section 4.3 of this report and the manufacturer's instructions, the fireplace units may be installed in Seismic Design Categories A through F. In Seismic Design Categories C, D, E and F, the seismic design parameters are limited to the values noted in Table 2. The seismic design must be in accordance with Sections 13.3, 13.4, 13.5 and 13.6 of ASCE 7. When installed in accordance with Figure 10 of this report, the Mason -Lite modular concrete fireplaces may be anchored to a concrete slab -on -grade, located in Seismic Design Categories A through F, as determined from the seismic design parameters shown in Table 2 of this report. When installation is on wood floor construction, the licensed design professional must determine the requirements for support and anchorage for the combined gravity and seismic loading. The applicability of the seismic design parameters in Table 2 must be verified with due consideration of the flexibility of anchorage and supports. In addition, the calculated long-term deflection of the wood members supporting the fireplace must not exceed the values shown in IBC Table 1604.3 for floor members. Under the IRC, an engineered design must be provided in accordance with IRC Section R301.1.3. 4.3 Installation: The Mason -Lite TM masonry fireplace system may be installed directly on concrete slabs and footings or on combustible floors, subject to the structural design limitations contained within this report. For concrete foundations, the firebox base must be installed directly to the foundation. For combustible supporting systems, installation of a 1 -inch -thick (25.4 mm) ceramic fiber -board, 6 -inch -high (152 mm) or 8.5 -inch -high (216 mm) (for MFP- 63) metal support base and 1/2 -inch -thick (12.7 mm) cement board is required before placement of the firebox hearth components. The precast components are assembled following the Mason -Lite published instructions and using the mortar described in Section 3.5. Minimum No. 4 reinforcing bar or 1/2 -inch -diameter (12.7 mm) all - thread bar must be installed, and the cells of the precast components are grouted with Mason -Lite grout. Anchorage of the fireplace unit to the foundation or supporting floor must be as described in Section 4.2. After completion of the construction of the lower firebox components, the precast lintel and firebox dome components are installed. The chimney anchor plate must then be attached to the firebox dome as shown in Figure 4. Once the installation of the chimney anchor plate is completed, the listed prefabricated chimney flue pipe or listed Type B gas vent must be installed. See Figures 5, 6 and 7. The clearances to combustibles must comply with Table 4 or Table 5. Installation of the chimney or gas vent must be in accordance with the chimney or gas vent listing, the chimney or gas vent manufacturer's instructions and the applicable code. Firebrick lining having a minimum thickness of 11/8 inches (29 mm) and complying with ASTM C1261 must be installed along with any required hearth extensions as shown in Figure 8. Combustion air must be provided in accordance with Chapter 17 of the IRC or Chapter 7 of the IMC. 5.0 CONDITIONS OF USE The Mason -Lite modular concrete fireplaces described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fireplaces must be installed in accordance with this report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's instructions, the more restrictive governs. 5.2 The fireplace units must be installed by contractors approved by Masonry Fireplace Industries, LLC. 5.3 When installation is over framed floor construction, the supporting structure and the anchorage of the fireplace unit to the supporting structure must be designed for all applicable loads, including gravity, wind and earthquake loading, and must include applicable load combinations in accordance with IBC Section 1605. The weights of the various components and the footprint of the installed unit are included in Table 1. The structural design and calculations must be prepared by a registered design professional and must be provided to the code official for approval. 5.4 When installation is over a slab -on -grade concrete, foundation, the installation must be as shown in Figure 10 of this report. 5.5 The fireplaces must not be installed with doors. 5.6 Compliance with the fireplace air leakage provisions found in 2009 International Energy Conservation Code® (IECC) Section 402.4.3 and 2009 IRC Section N1102.4.3 is outside the scope of this report. 5.7 The fireplace units are manufactured in Highland, California, under a quality control program with inspections by PFS Corporation (AA -652). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Field -constructed Fireplace Systems Using Prefabricated Blocks (AC375), dated February 2012. 7.0 IDENTIFICATION The components of the fireplace units, including mortar and grout, are supplied to the jobsite on a factory - assembled, shrink-wrapped pallet bearing a label with the company name (Masonry Fireplace Industries, LLC, FMI Products LLC, or Burntech Fireplace Solutions) and address; the product name; the address of the manufacturing plant; and the evaluation report number (ESR -2401). A permanent label must be attached to the *'*Sladden nineerrn CYT 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847. 6783 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 April 2, 2013 Project No. 544-13070 13-04-117 Sun Vista Development Corporation P. O. Box 1144 ' a La Quinta, California 97947 RE CEA/GeotechnicalSubject: Update ED Project: Haacker Residence APR 24 2013 78180 Masters Circle — Lot 74 Tradition Golf ClubA CC7y OF QUIN La Quinta, California 4 OMM'UN�ITY DE QUINTMEN7 Ref: Report of Testingand Observation During rough Grading prepared by Sladden Engineering dated July 30,1997; Project No. 522-6138G1 Geotechnical Update report -prepared by Sl adden -Engineering dated December 12, 1996; Project No. 444-6130 As requested, we have reviewed the referenced geotechnical reports as they relate to the design and construction of the proposed custom residence. The project site is located at 78180 Masters Circle within The Tradition Golf Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood - frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The lot was previously graded during the initial rough grading of the Tradition Golf Club project site. The rough grading included over -excavation and/or recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced grading report along with the compaction test results. The referenced reports include recommendations pertaining'to the design and construction of residential structure foundations- Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. CITY OFLA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAT 5 I3 BY April 2, 2013 -2- Project No. 544-13070 13-04-117 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 1800 psf and 2000 psf, respectively. Allowable increase of 200 psf for each additional 1 foot of width and 250 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. Increases in allowable bearing pressures may be realized with increased footing size. Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.48 between soil and concrete may be used with dead load forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings, which are placed against properly compacted native soils. , 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 khat reinforcement is placed at slab mid -height. Because the lot has been previously graded, the remedial grading required at this time for the proposed residence should be minimal. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted so that 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. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described 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). 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. Sladden Engineering April 2, 2013 -3- Proiect No. 544-13070 13-04-117 Occupancy Category (Table 1604.5): II Site Class (Table 1613.5.5): D Ss (Figure 1613.5.1):1.508 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 Ssl): 1.508 Sm1 (Equation 16-37 )Fv X Si)): 0.908 SDS (Equation 16-38 (2/3. X Sms)):1.0og SDI (Equation 169 (2/5'k Sint)): 0.608 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 10 ppm (0.001 percent) that corresponds with the "negligible" exposure category in accordance with ACI 318-08, Table 3. Based upon this, the use of sulfate resistance concrete mixes is not required. We appreciate the opportunity to provide service to you on this project, if you have any questions regarding this letter or the referenced reports please contact the undersigned. . Respectfully submitted, SLADDEN ENGINEERING OQ�,OfESSlpNq� BRITT L. ANDERSON �C _ y No. G45389 Z MXp.9/30114 Brett L. And cc CIVIL Principal Engineer ENGINEERING rql� F C Q� SER/gvm Copies: 4/ Sun Vista Development Corporation r . ,�y _,�. f L'� " .f � ' - - -, • ! � �' � orb t � •°. 4 j t ,� f.,. y 4 #•i i South Coast Air Quality Management District - ' 2.1865 Copley Drive, Diamond Bar, CA 91765-4182 ` (909) 396-2000 • www.agmd.gov RECEIVED APR 24 2013 AQMD Fact Sheet CITY OF LA QUINTA - (Apri12008) COMMUNITY DEVELOPMENT Background - • AQMD has developed the Healthy Hearths initiative to reduce smoke from fireplaces and .' woodstoves, which is a significant source of air pollution. The smoke contains gases and tiny particles known as PM 2.5 which stands for "particulate matter less than 2.5 microns in diameter." These particles are so small that the body's natural defense mechanisms can't keep them from entering deep into the lungs where they can harm us by reducing lung function, making bronchitis and other lung conditions worse, and triggering asthma and heart attacks. Pollutants from fireplaces and stoves can also cause indoor air quality problems. Additionally, incomplete combustion of wood can produce toxic air Pollutants, such as polycyclic aromatic hydrocarbons (PAHs). Because this area does not meet State and federal health -based air quality standards, and other air districts in California have adopted programs similar to Healthy Hearths, AQMD was required to adopt a wood burning rule. Rule Summary AQMD's Rule 445 -Wood Burning Devices is applicable to the South Coast_ Air Basin = portion of the South Coast Air Quality Management District and is not applicable to the ' Coachella Valley.' AQMD Rule 445 was adopted on March 7, 2008 and includes the following key components: • On or ager March 9, 2009: ✓ no permanently installed indoor or outdoor wood burning device can be installed in new developments (open hearth fireplaces with a gas log set or other design feature that precludes wood burning are acceptable). • On or after September 8, 2008: ✓ a permanently installed indoor or outdoor wood burning device can only be sold or installed in existing homes or businesses if it is one of these cleaner burning options: >r U.S. EPA Phase H -certified fi eplaee insert or stove; fo Pellet -fueled wood burning heater; + Masonry heater (not an open hearth wood burning fireplace); or %*6 Dedicated gaseous -fueled fireplace. , (Continued on next page) "' j AQMD Fact Sheet (Apra! 2008) • currently: ✓ can not burn anything not intended as fuel (e.g., trash) in a wood burning device. ✓ commercial firewood facilities may only sell seasoned (less than 20 percent moisture content) firewood from July 1 through the end of February each year. • Beginning in November 1, 2011 (if necessary to meet air quality goals): ✓ .establishes a mandatory wood burning curtailment program on high pollution days during November through February. Would apply to specific areas where PM2.5 levels are forecast to exceed 35 micrograms per cubic meter (federal 24- hour 4hour standard). Based on current air quality conditions, there may be 10 to 25 mandatory curtailment days in specific areas, but as air quality improves there may be fewer or no curtailment days. Exemptions • Wood burning cookstoves are exempt from this regulation. • New developments above 3,000 feet in elevation may install a wood burning device if it is a cleaner unit as listed in the rule for existing developments [refer to paragraph (dx2) in Rule 445 — Wood Burning Devices]. • New developments, above or below 3,000 feet in elevation that do not have access to natural gas within 150 feet of the property line may install a wood burning device if it is a cleaner unit as listed in the rule [refer to paragraph (d)(2) in Rule 445 — Wood Burning Devices]. • If mandatory wood burning curtailments are issued on high pollution days in_2011,. _ households where wood is the sole source of heat, or low income households, or households with no natural gas service will be exempt, as will the use of ceremonial fires. Incentives AQMD plans an incentive program in fall 2008 to encourage residents to, permanently install clean-burning gas log sets in their open-hearth fireplaces. Check www.agmd-Ro_v in summer 2008 for more information 2/2 CITY OF LA QUINTA - PUBLIC WORKS DEPARTMENT GREEN SHEET PUBLIC WORKS CLEARANCE FOR RELEASE OF BUILDING PERMIT Form updated & effective 9/2=oo9 Green Sheet approvals are forwarded to the Building & Safety Department directly by Public Works. Please DO NOT submit the Green Sheet. (Public Works Clr,►'arancej Packet to the Public Work_ s Department until ALL requirements listed below are complete. Incomplete applications or applications which cannot be processed will be retumed to applicant. Date:./ ZS/ J3 Developer. �0PL.-'e,A Tract No.� "-? TractName:/,-i�,..d,.�o .1 Lot No.(s): 7y 0 Address(s)` Phone .Number. 7( 60 ) 77/— A17Z 2 The following are the requirements for Public Works Clearance to authorize issuance of a building permit from the Building & Safety. Department: / 4. 4. 1. Attach Pad Elevation.Certificates,in compli nce Gwith the approved deli n .elevation r b MAaa omaz rric�m allowable deviation of +/- 0.1 foot). Pad Elevation Certificates must be current. (within-6�Hvj 1Q&te). If a precise grading plan creates the pad for approval, please withhold green sheet submittal Certificate can be provided. tort. Attach geotechnical certification of grading plan compliance including compaction reporWfrom Oicensed-Soils j�% Engineer.. Recently. rough graded residential developments which have a previously approved° geotechnical �1 certification are exempt from this requirement. �3! Attach recorded final map or title information/grant deed showing proposed building locations are legal lots. ® Complete the attached <1 acre per lot or infill -project Fugitive Dust Control project informationform, PM10. plan & agreement or provide alternative & valid .City approved PM10..plaii set .reference number or hard copy plan. PM10 plans for.commerclal &.residential developments (beyond 1 lot) are submitted separately with.grading-plans & aresubject to additional requirements. A current PM 10 certification number is required.. Attach a .copy of the rough. or_ precise. grading plan to the Public --Works. Department showing building locations) for pad elevation verification. AO flood zone developments will require an approved.flood plain development plan. 6. Attach supporting documentation for wall plan, monument sign, grease trap or special facility installations. © Complete and sign the. attached water quality management plan (WQMP) exemption form; if applicable. PW approved building construction projects require either a WQMP or a completed WQMP exemption form: Approved maps/plans maybe viewed at the following link: http://www.la,ouinta.oLc /P_linCheck/m search.asax 1 have reviewed and confirmed the requirements listed above as presented and•find.the improvements to be sAciently, complete for construction of the proposed buildings/structures/walls/signs on the subject lot(s). Pursuant to my findings, the above project may be released for building permit issuance. This. section completed. by City staff. Recommended by: Date: Public Works Distribution: ( ✓) Green -Sheet to.Building & Safety (. ) Green Sheet to Planning Department Declined for approval for reasons) as follow(s), please'eorrect and resubmit: ,Y:%Ch-eddists - Forms & AppGcaWm%Fonns & ApplicationslGREEN SHEET cover & PM10less than 4 Acre Revised 9-25.09,doc .City of Quinta PMIO Fugitive Dust Control Project Information Construction Phase PM10 A regn lent <1 acre/lot or Infill Project Project Information Project Contractor: Project Phase (check one) Construction Demolition Project Name: �- ���� lsT 7 Project Tract/Lot Numbers: �i�. / Project Street Address: Cf4 Z L`f3 Total Acres in Active' Construction (<1 acre per Lot): •.'�ac�—� Anticipated Start Dated /./D / / Anticipated Completion Date: / /O/� PM10 Contact Information Please note: Dust control is required 24 hours- a day, 7 days a week, regardless of construction status. Person listed below is responsible for dust control during business and non -business hours. Name: kt,o Azc. Title: Company Name- nn F'r - Mailing Address: O is City, State 23P Code: v 2 ?,- Primary. Prima . Phone it: V 6 0 _% 1—Y % Z -L_ Fax %��� 771-- 9 2� 24 Hour Emergency Phone# (� 7 6 Z-) Cell Phone #: Email Address: PMI 0 Certificate #: I. CV 12 — 03- 9 2 The:above stated property owner (or authorized representative): ❖ Shall .act as his/her acknowledgement of dust control requirements and their enforceability, Pursuant to SCAQMD Rules 403, 403.1; 401; 402, 201, 203 and PERP;. ❖ Shall constitute an Agreement to -comply with all project conditions as. identified in the approved dust control plan. 4 -Acknowledges that dust control is required twenty-four (24) hours a day; seven (7) days a week, throughout the period of project performance,. regardless of project size or status; ❖ Shall ensure that each and every contractor, subcontractor and all other persons -associated with the project shall be in continuous compliance with all requirements of the approved dust control plan £• Shall take all necessary. precautions to minimize dust, even if additional measures beyond those listed in the dust control plan are necessary; •3 S4all authorize representatives of City/County to enter the Property for inspection and/or abatement purposes; ❖ Shall hold harmless the City/County and its representatives from liability for any actions related to this dust control plan or/any�ity/County initiate abatement activities. `(/ L Z . Signature of Prope er or Auoiori#a Representative Date/. TAOteddsis - Fams 3 APPicationsTams 6 ApplkationslGREEN SHEET corer 6 PM1 U less Om 1 Acre Revised 9-25-09.doc f CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE► t3 B It— E S I F NI E INC. S TR UC TURA.L ENGINEERS R ECENED APR 2 4 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT PROJECT: Structural calculations for SUN VISTA DEVELOPMENT to be built in Traditions - Lot 74, La Quinta, CALIFORNIA HAACKER RESIDENCE @ TRADITIONS - LOT 74 Date: Feb. 26th, 2013 Revisions: PER 2010 CBC Sun Vista Development I Client Job No. Shipped: Job No. 0 2 1 3- C 7 7 2 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714.) 835-2800 / Fax: (714) 835-2819 Page: 2 OF, E S -I / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: 2113-C772 . _ . Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: LOT 49 C LOAD CONDITIONS: . ROOF': Wd.Shake Rock Tile FLOOR: 0 0 Slope >4:12 >4:12 >4:12 w/o Conc. w+ 1- 1/2° Ltwt Conc.. 8 1" gyperete Live Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf 40.0 psf Roofg 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 5.5 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 20.0 psf 28.0 psf Total Load 34.0 psf 40.0 psf 48.0 psf LOAD CONDITIONS: 0 0 STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS Job Name . ' HAACKER RESIDENCE @ TRADITIONS City La Quinta, California 1. Sketches of details in calculations are not Client Sun Vista Development to scale and may not represent true PROJECT ENGINEER: D.M. conditions on plans. Architect or designer CALCS BY: DATE: 2/14/2013 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: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primaryA _ SHTS: S 7 S DATE: '$- structural system. The attachment of non-Init.: structural elements is the responsibility of <6>SHTs: DATE: the architect or designer, unless specifically/\ shown otherwise. Init.: C>SHTS: DATE: / Init.: 3. The drawings, calculations, specifications O SHTS: DATE: and reproductions are instruments of Init.: service to be used only for the specific E SHTS: DATE: project covered by agreement and cover sheet. Any other use is solely prohibited. F SHTS: Init.: DATE: O SHTS: Init.: DATE: 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. E S I / F M E, Inc. - Structural Engineer These calculations are meant to be used by a design professional, omissions are intended. (This signature is to be a wet signature, not a copy.) APPROVED BY: 5. Copyright © - 1994 by E S I / F M E, Inc.+ Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission M CAVIL of E.S I/ F ME, Inc. DATE: C JYLIt` 'APR 1 8.2013 Page: 3 E S I/ F M E Inc. Date: 02/14/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: 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=1.6 416 #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 si;E=1.8E6 psi MICROLLAM LVL: Fb=2600 si;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 tappings 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 nailers, 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.O.), 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 ESI/F.ME Inc. STRUCTURAL ENGINEERS Client: Sun Vista Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - Page: 4 Date: 2/14/2013 Job #: C772 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 44 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"o 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 A872 : 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 : 112"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 AB48 : 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. HTT5 1 Simpson HTT5 per post HDU2: 1 Simpson HDU2 per post AB32 : 1/2"o x 10"Anchor Bolts at 32"o/c or MASA anchors @ 32" o.c. ' HDU4: 1 Simpson HDU4 per post HDU5: 1 Simpson HDUS per post AB24 : 1/2"o z 10" Anchor Bolts at 24"o/c or MASA anchors @ 24" o.c. HDU8 1 Simpson HDUS per post HDQ8: 1 Simpson HDQ8 per post AB16 ,: 1/2"o x 10" Anchor Bolts at 16"o/c . or MASA anchors @ 16" o.c. HDU11 : 1 Simpson HDU 11 per post _ HDU14 : 1 Simpson HDU14 per post . AB8 : 1/2"o x 10" Anchor Bolts at 8"o/c or MASA anchors @ 8".o.c. HD3B : 1 Simpson HD3B per post HD19: 1 Simpson HD19 per post 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/ FM E Inc. STRUCTURAL ENGINEERS Project Name: HAACKER RESIDENCE @ TRADITION - LOT 74 LATERAL SHEAR NOTES (rev. 12/14/10) ( 2010 CBC : SEISMIC DESIGN CATEGORY D&E) Client: Sun Vista Plan #: (Table 2306.3 CBC) ..................... .................................. 770 plf 1A — 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 (3x Vertical Studs @ 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" Wood 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/10d'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 FRAMING MEMBERS Page: Date: Job #: 5 02/14/13 C772 (Table 2306.3 CBC) ..................... .................................. 770 plf 1A — 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 (3x Vertical Studs @ 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" Wood 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/10d'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 FRAMING MEMBERS V E R T I C A L: DOUG FIR -LARCH @ 16" o.c. 10 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 -- 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 640 plf -- 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 1A — 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 (3x Vertical Studs @ 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" Wood 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/10d'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:•2-/144/F201133 STRUCTURAL ENGINEERS Job #: 213-C772 Client: SUN VISTA DEVELOPMEI Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: Oi Drop Beam at Rear of Dining Rm: Member Span = 18.0 ft L1= 18.00 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft ' DL= 0 Ib5 X2 P2 xi Pi W SRI J azv e Li PSF TRIBUTARY PLF Dead Load ROOF = ( 48• )x( 10.5 + 0.0 )= 504. 28 psf =_> 294 plf WALL = ( 10 )x( 5.0 +- 0.0 )= 50 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 = 23.0 22.97 psf =_> 23.0 plf TOTAL LOAD = 577.0 PLF TOTAL D.L. = 387.0 PLF MEMBER•SIZE _ = 1. '.:: '..: w 5 25 . "` x ALTERNATE BEAM DESIGN: n= 0.1111 PSLIVL/6xSAWN Size Factor, Cf = 0.98 [If d>12, Cf=(12/d)t0J] 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 psiE= 2.0 x106 . psi Mmax = 23367.23 ft -Ib= 280.41 in -K Vmax= Rmax-(w*d)= 4520 lbs R1= 5193 lbs R2= 5193 lbs Cd= ' 4 -Roof R, D.L= 3483 lbs; R2 D.L = 3483 lbs - R1 LL= 1710 lbs R2LL= 1710 lbs Sreq = Mmax/(Fb*Cd)= 78.68857 in3 Sprov.= 171.5 in3 O.K. ' Areq = 1.5*Vmax/(Fv*Cd)= 18.7 int Aprov.= 73.5 int O.K. Allow. Def = L/ 360 = 0.60 in. Actual Def.= 0.57 in. O.K. Dead Load Def.= 0.38 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 381 1Z P2 OHeader in Front of Dining Rm: xi PL Member Span = 15.0 ft L1= 15.00 ft i P1= 0 lbs from @x1= 0.0 w 'A'Rl R2 P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs. LI PSF TRIBUTARY PLF Dead toad ROOF = ( 48 )x(. 8.5 + 2.0 )_ 504 28 psf ==> 294 plf WALL = ( 14 )x( 5.0 + 0.0 )_ 70 r 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 = 23.0 23 psf'==> 23.0 plf TOTAL LOAD = 597.0' PLF TOTAL D.L. = 387.0 PLF MEMBER'$IZE' ( :.r 1 ) .... .. _5 25 :: x iqA ; ,1 F7 (Parallam, ALTERNATE BEAM = DESIGN: - - n= 0.1111 PSvvL16xSAWN Size Factor, Cf = 0.98 [If d>12, Cf=(12/d)(0)]4 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 = 16789.746 ft -Ib= 201.477 in -K Vmax= Rmax-(w*d)= 3781 lbs R1= . 4477 lbs R2= 4477 lbs - Cd= 4 -Roof = 1.25 R113.1-= 2902 lbs R2 p,L= 2902 lbs t R1 LL= 1575 lbs 1121-1-= 1575 lbs " Sreq = Mmax/(Fb*Cd)= 56.53904 in Sprov.= ' 171.5 in3. O.K. Areq = 1.5*Vmax/(Fv*Cd)= 15.6 int Aprov.= 73.5 int O.K. Allow. Def = L/ 360 = 0.50 in. Actual Def.= 0.28 in. O.K. ad Def.= 0.18 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual DO .= U 636 VER Page: ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: 213-C772 S, Client: SUN VISTA DEVELOPMEt Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: ODrop Beam at right side of Kit: Member Span = 14.0 ft LI= 14.00 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs Et XI i PI i I W i LRI J R2 i. PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 10.3 + 1.5 )= 564 28 psf ==> 329 plf WALL = ( 14 )x( 7.0 + 0.0 )= 98 14 psf =_> 98 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 = 19.5 19.48 psf =_> 19.5 plf TOTAL LOAD = 681.5 PLF TOTAL D.L. = 446.5 PLF MEMBER SIZE = ( 1 ) _ 5.25.. x. . `11.875: ." F- (Parallam, PSL) Size Factor, Cf = 1.00 [If d>12, q=(12/d)I"I]4 n= 0.136 LVL d= ALTERNATE BEAM = Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. DESIGN: n= 0.1111 PSL/VV6xSAWN Mmax = 5093.7891 ft -Ib= 61.12547 in -K Vmax= Rmax-(w*d)=' 1418 Size Factor, Cf = 1.00 [If d>12, CI=(12/d)I"I] n= 0.136 LVL Cd= 4 -Roof = 1.25 d= 11.88 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL RI L.L= 810 lbs R2LL= 810 lbs b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.0 x106 psi Mmax = 16696.32 ft -Ib= 200.36 in -K Vmax= Rmax-(w*d)= 4096 lbs R1= 4770 lbs R2= 4770 lbs Cd= 4 -Roof = 1.25 RI D.L= 3125 lbs R2 D.L.= 3125 lbs RILL= 1645 lbs R2LL= 1645 lbs Sreq = Mmax/(Fb*Cd)= 55.27057 in3 Sprov.= 123.4 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 16.9 int Aprov.= 62.3 int O.K. Allow. Def = L/ 360 = 0.47 in. Actual Def.= 0.40 in. O.K. Dead Load Def.= 0.26 in. Camber = D.L. Def.x 1.5 = N.A. O4 Flush Beam at Outdoor Living Skylight: Member Span = 12.0 ft L1= 12.00 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs in. Actual Def.= U 418 X2 P2 XI PI W ARI R2A LI PSF TRIBUTARY PLF Dead Load ROOF = ( 40 )x( 6.8 + 0.0 )= 270 20 psf =_> 135 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 = 13.0 13 psf =_> 13.0 plf TOTAL LOAD = 283.0 PLF TOTAL D.L. = 148.0 PLF MEMBER SIZE = ( 1, ) 3.5; x 11.875. F- (Parallam, PSL) ALTERNATE BEAM = DESIGN: n= 0.1111 PSVVL/6xSAWN Size Factor, Cf = 1.00 [If d>12, q=(12/d)I"I]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 x10^6 psi Mmax = 5093.7891 ft -Ib= 61.12547 in -K Vmax= Rmax-(w*d)=' 1418 lbs R1= 1698 lbs R2= 1698 lbs Cd= 4 -Roof = 1.25 RI D.L= 888 lbs R2 D.L= 888 lbs RI L.L= 810 lbs R2LL= 810 lbs Sreq = Mmax/(Fb*Cd)= , 16.8622 in Sprov:= 82.3 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 5.9 int Aprov.= 41.6 int O.K. Allow. Def = L/ 360 = 0.40 in. Actual Def.= 0.14 in. O.K. Dead Load Def.= 0.07 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 1065 VER: 1.45 Page: ESI /FME Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS' Job #:' 213-0772- ki Client: SUN VISTA DEVELOPMEF. Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: NDS 2005 (ASD) X2 P2 5 lush Beam over Outdoor Living supporting BM#4- X1 Pi G> Member Span = 19.0 ft Ll= 19.00 ft Pl= 1682 lbs from BM#4 @Xl= 7.0 ft DL= 872 lbs Jai 112L, P2= 1682 lbs from BM#4 @X2= 13.5 ft DL= 872 lbs Ll PSF TRIBUTARY PLF Dead Load ROOF 40 )X( 1.3 + 0.0 53.2. 28 psf 37.24 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 = 26.0 25.98 psf 26.0 plf TOTAL LOAD = 79.2 PLF TOTAL D.L. = 63.2 PLF a FA'm ALTERNATE BEAM DESIGN: n= 0.1111 PSL/VL/6xSAWN 7 Size Factor, Cf = 1.00 [If d>12, Q=(12/d)(n)] n= 0.136 LVL d= 11.88 in. Repetitive Member, Cr=> No '=> Cr= I n= 0.092 LSL b= 7 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.0 X106 Psi Repetitive Member, Cr=> No => Cr= 1 Mmax = 17582.13 ft -lb= 210.99 in -K Vmax= Rmax-(w*d)= 2541 lbs R1= 2301 lbs R2= 2567 lbs Cd= 4 -Roof = 1.25 RI D.L= 1408 lbs R2 D.L= 1541 lbs Vmax= Rmax-(w*d) 4724 lbs R1 LL= .893 lbs R2 LL= 1026 'Ibs Cd 4 -Roof = 1.25 Sreq = Mmax/(Fb*Cd)= 58.20292 in' Sprov.=- 164.5 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 10.5 int Aprov.,= - 83.1 int O.K. Allow. Def = L/ 360 = 0.63 in. Actual Def.= 0.58 in. O.K. Dead Load Def.= 0.34 in. Camber = D.L. I)ef.x 1.5 = N.A. in. Actual Def.= U 390 6 > Flush Beam at Left side of Outdoor Living Area: Member Span = 24.5 ft Ll= 24.56 ft Pl= 0 lbs from @xi= 6.0 ft DL= 0 lbs P2= 0 lbs from @X2=, 0.0 ft DL= 0 lbs Pz W 7R1 '2C PSF TRIBUTARY PLF Dead Load ROOF 40 )x( 9.5 + 0.0 380 20 psf 190 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 64 )x( 0.0 + 0.0 0 24 psf 0 plf MISC. OVER FULL LENGTH = 0.0 0. psf 0.0 plf. SELF WEIGHT = 26.4 26.4 psf 26.4 plf TOTAL LOAD = 434.4 PLF TOTAL D.L. = 244.4 PLF =' J' OmWIMEABEk SIZE1316ibiii :1-1-111, . e ALTERNATE BEAM = with 112" Camber DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 0.97 (If d>12, q=(12/d)(n1) 4 n= 0.136 LVL d= 16.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.125 in. Fb= 2400 x Cf x Cr= 2317 psi Fv= 190 psi E= 1.8 X10A6 psi Mmax = 32595.509 ft -lb= 391.1461 - in -K Vmax= Rmax-(w*d) 4724 lbs R1= 5322 lbs R2= 5322 Lb" Cd 4 -Roof = 1.25 R113.1-= .2994 lbs R2 D.L= 2994 lbs R1 L.L= 2328 lbs R2L•L= 2328 lbs Sreq. Mmax/(Fb*Cd)=.. 115.0733 in3 Sprov.= 232.5 in3 O.K. 1 Areq =.5*Vmax/(Fv*Cd)= 29.8 int Aprov.= 84.6 int O.K. Allow. Def = L/ 240 = 1.23 in. 'Actual Def.= 1.02 in. OX. Dead Load -Def.= 0.57 in. Camber = D.L. Def.x 1.5 = -0.86 in.' Actual Def.= U 288 VER: 1.45 -- - Page: Q ESI / F M E Inc. Date: 2/-14/t2-01-3* STRUCTURAL ENGINEERS Job #: 213-0772 Client: SUN VISTA DEVELOPMEI Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: NDS 2005 (ASD) x2 P2 < Header at Left side of Great Rm: X1, P1 Member Span = 24.5 ft L1= 24.50 ft w P1= 1682 lbs from BM#4 @x1= 7.0 ft DL= 872 lbs � SRI J a2L\ P2= 1682 lbs from BM#4 @x2= 13.5 ft DL= 872 lbs ` LI PSF TRIBUTARY PLF Dead Load 12.00 ROOF = ( 48 )x( 17.3 + 7.9 )= 1208 28 psf =_> 704.66667 plf WALL = ( 14 )x( 7.0 + 0.0 )= 98 14 psf =_> 98 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pff 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 = 50.6 50.63 psf =_> 50.6 plf TOTAL LOAD = 1356.6 PLF TOTAL D.L. = 853.3 PLF MEMBER SIZE _ (. 1. ) .. 6.75 x . 24 D= (Glulam 24F V4) ALTERNATE BEAM = with 1/2 Camber DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 0.93 [If d>12, C,=(12/d)1"I] n= 0.136 LVL d= 24.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 6.75 in. Fb= 2400 x Cf x Cr= 2222 psi Fv= 190 psi E= 1.8 x106 psi b= Mmax = 120394.25 ft -Ib= 1444.73 in -K Vmax= Rmax-(w*d)= 15862 lbs R1= 18575 lbs R2= 18026 lbs Cd= 4 -Roof = 1.25 Vmax= Rmax-(w*d)= 4387 Rl o.L= 11472 lbs R2 0.4= 11182 lbs R1= 5253 lbs R2= 5253 lbs Cd= 4 -Roof = 1.25 Rl LL= 7103 lbs R2 Lc= 6844 lbs R1 p,L= 2355 lbs R2 p,L= 2355 lbs Sreq = Mmax/(Fb*Cd)= 520.0919 in3 Sprov.= 648.0 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 100.2 in2 Aprov.= 162.0 in2 O.K. Allow. Def = L/ 240 = 1.23 in. Actual Def.= 0.93 in. O.K. Dead Load Def.= 0.57 in. Camber = D.L. Def.x 1.5 = 0.85 in. Actual Def.= U 316 Allow. Def = L/ 360 = 0.40 in. 08Drop Beam at Right side of MBR: Member Span = 12.0 - ft L1= 12.00 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @xz= 0.0 ft DL= 0 lbs X2 P2 XI PI I W R1 I R2� E J Ll PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 15.8 + 1.5 )= 828 20 psf =_> 345 plf WALL = ( 14 )x( 2.0 + 0.0 )= 28 14 psf =_> 28 pff 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 = 19.5 19.5 psf =_> 19.5 plf TOTAL LOAD = 875.5 PLF TOTAL D.L. = 392.5 PLF MEMBER SIZE _ ( 1'' ,) 5.25, x: ,, : ` 11.875 F='(Parallam; :PSL) ALTERNATE BEAM = DESIGN: n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 1.00 [If d>12, C,=(12/d)1"1] 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 x10^6 psi Mmax = 15758.684 ft -Ib= 189.1042 in -K Vmax= Rmax-(w*d)= 4387 lbs R1= 5253 lbs R2= 5253 lbs Cd= 4 -Roof = 1.25 R1 p,L= 2355 lbs R2 p,L= 2355 lbs RILL= 2898 lbs R2LL= 2898 lbs Sreq = Mmax/(Fb*Cd)= 52.16668. in3 Sprov.= 123.4 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 18.2 in2 Aprov.= 62.3 in2 O.K. Allow. Def = L/ 360 = 0.40 in. Actual Def.= 0.28 in. O.K. Dead Load Def.= 0.12 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 517 VER: a Pager_ ESI/ F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: ` 213-0772 Client: SUN VISTA DEVELOPMEI Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: 9 Flush Beam at- Rear of Courtyard: Xi P1 Member Span = 11.0 ft L1= 11.00 IN Pi= 0 lbs from @x1= 0.0 ft DL= 0 lbs VR1 J R2 P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs u PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 4.5 + 0.0 )_ 216 28 psf =_> 126 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 = ( 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 9.167 psf =_> 9.2 plf TOTAL LOAD = 253.2 PLF TOTAL D.L. = 163.2 PLF MEMBER SIZE _ . ( " ... 1 .:) . .. 6 '= .: x, :` 8, '•,z+ , rwx `:B (DF #i) , x x , 6, ALTERNATE BEAM = DESIGN: n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cr=(12/d)1"1] 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 Mmax = 3829.15 ft -Ib= 45.95 in -K Vmax= - Rmax-(w*d)= 1234 lbs R1= 1392 lbs R2= 1392 lbs Cd=` 4 -Roof = 1.25 R, D.L= 897 lbs R2 D•L= 897 lbs R1 LL= 495 lbs R2LL= 495 lbs Sreq = Mmax/(Fb*Cd)= 30.63317 in3 Sprov.= 51.6 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 8.7 in Aprov.= 41.3 int O.K. Allow, Def = L/ 240 = 0.55 in. Actual Def.= 0.27 in. O.K. Dead Load Def.= 0.17 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 490 Xt 10 Drop Beam at Right side of Great Rm: X1 P1 P2 Member Span = 24.5 ft L1= 24.50 ft P1= 1392 lbs from BM9 @x1= 18.0 ft DL= 897 lbs Fa .=IN -1 s R, Rz P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs L1 PSF TRIBUTARY PLF Dead Load ROOF- ( 48 )x( 15.8 + 1.5 )= 828 20 psf =_> 345 plf WALL = ( 14 )x( 8.0 + 0.0 )= 112. 14 psf =_> 112 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 = 36.0 36 psf =_> 36.0 plf TOTAL LOAD = 976.0 PLF TOTAL D.L. _ 493.0 PLF MEMBER SIZE ( 1 =) 5 125 Glulam 24F ALTERNATE BEAM = with 112" Camber DESIGN: n= 0.1111 PSL/VL/6xsAWN Size Factor, Cf = 0.93 [If d>12, C1=(12/d)(n)] n= 0.136 LVL, d= 22.SO in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LsL b= 5.125 in.. Fb= 2400 x Cf x Cr= 2238 psi Fv= '190 psi E= 1.8 x10^6 psi Mmax = 79880.648 ft -Ib= 958.5678 in -K Vmax= Rmax-(w*d)= 12912 lbs R1= 12326 lbs R2= 12979 lbs Cd= 4 -Roof = 1.25 Rl D.L= 6282 lbs R2 D.L = 6699 lbs RILL= 6043 lbs R2 LL= 6280 lbs Sreq = Mmax/(Fb*Cd)= 342.6137., in3 Sprov.= 432.4 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 81.5. in2 Aprov.= 115.3 in O.K. Allow. Def = L/ 240 = 1.23 in. Actual Def.= 0.99 in. O.K. Dead Load Def.= 0.51 in. Camber = D.L. Def.x 1.5 = 0.76 in. Actual Def.= U 298 veR:1.45 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 NDS 2005 (ASD) 11 Drop Beam at Right side of Courtyard: Member Span = 18.0 ft L1= 18.00 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 IDS Page: Date: 2/14/2013 Job #: 213-C772 Client: SUN VISTA DEVELOPMEI Plan #: X2 xt I IN i 11 liI R2 LI PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 4.0 + 2.0 )= 288 20 psf =_> 120 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 = ( 64 )x( 0.0 + • 0.0 )= 0 24 psf =_> 0 plf MISC. OVER FULL LENGTH = 0.0 0 psf =_> 0.0 plf SELF WEIGHT = 23.0 22.97 psf =_> 23.0 plf TOTAL LOAD = 339.0 PLF TOTAL D.L. = 171.0 PLF MEMBER SIZE _ ( 1 . ). 5.25 x .. ' .14 , F- (Parallarii, PSL) plf ALTERNATE BEAM = TOTAL D.L. = 476.0 DESIGN: n= 0.1111 PSUVU6xSAWN F- (Pairallam, P5l) Size Factor, Cf = 0.98 [If d>12, Cr=(12/d)L"I] n= 0.136 LVL d= 14.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092. ISL b= 5.25 in. Fb= 2900 x Cf x Cr= 2851 psi Fv= 290 psi E= 2.0 x106 psi Mmax = 13728.23 ft -Ib= 164.74 in -K Vmax= Rmax-(w*d)= 2655 lbs R1= 3051 lbs R2= 3051 lbs Cd= 4 -Roof = 1.25 Repetitive Member, Cr=> No => Cr= 1 R1 D,L•= 1539 Itis R2 D.L= 1539 lbs b= R1 L.L.= 1512 Itis R21-1-= 1512 lbs Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.0 x10^6 psi Sreq = Mmax/(Fb*Cd)= 46.22948 in3 Sprov.= 171.5 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 11.0 in Aprov.= 73.5 in2 O.K. Allow. Def = L/ 360 = 0.60 in. Actual Def.= 0.33 in. O.K. Dead Load Def.= 0.17 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 648 12 > Flush Beam at Left side of Her Closet: Member Span = 15.0 ft L1= 9.00 ft P1= 210 lbs from lower roof @x1= 9.0 ft DL= 122.5 lbs 48*7/2*2.5/2 P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs IO P2 XI PI W ARI R2 LI PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 15.8 + 1.5 )= 828 20 psf =_> 345 plf WALL = ( 14 )x( 8.0 + 0.0 )= 112 14 psf =_> 112 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 = 19.0 19 psf =_> 19.0 plf TOTAL LOAD= 959.0 PLF TOTAL D.L. = 476.0 PLF MEMBER SIZE = (:. 1 .) 5.125 x 11.875 F- (Pairallam, P5l) ALTERNATE BEAM = DESIGN: n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf=(12/d)(")]4 n= 0.136 LVL d= 11.88 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.125 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.0 x10^6 psi Mmax = 19945.197 ft -Ib= 239.3424 in -K Vmax= Rmax-(w*d)= 5200 lbs R1= . 6149 lbs R2= 2807 lbs Cd= 4 -Roof = 1.25 R1 D•L= 3074 lbs R2 D.L= 1450 lbs R1 LL= 3074 lbs R2LL= 1357 lbs Sreq = Mmax/(Fb*Cd)= 66.02548 in3 Sprov.= 120.5 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 21.5 in' Aprov.= 60.9 in O.K. Allow; Def = L/ 360 = 0.50 in. Actual Def.= 0.56 in. NOT O.K. !f.= 0.39 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 319 VER: Page: ESI / F M E Inc. Date: 2/149/2013 STRUCTURAL ENGINEERS Job #: 213-C772 Client: SUN VISTA DEVELOPMEI Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: NDS 2005 (ASD) 13 Single Car Garage Dr Header: Member Span = 11.0 ft L1= 11.00 ft P1= . 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs PSF TRIBUTARY PLF 14 XI PI 28 psf==> 371 I W WALL = ( 14 )x( 4.0 • + : 0.0 )= 56 14 psf =_> 56 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 ,,RI DECK = ( 64 )x( 0.0 + 0.0 )= 0. RzL plf PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 11.8 + 1.5 )= 636 28 psf==> 371 plf WALL = ( 14 )x( 4.0 • + : 0.0 )= 56 14 psf =_> 56 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 = 11.6 11.61 psf =_> 11.6 plf TOTAL LOAD = 703.6 PLF TOTAL D.L. = 438.6 PLF MEMBER:SIZE plf ALTERNATE BEAM = SELF WEIGHT = 26.3 DESIGN: plf TOTAL LOAD = n= 0.1111 PSL/VL/6x5AWN Size Factor, Cf = 1.00 [If d>12, q=(12/d)I"I] n= 0.136 LVL d= 9.50 Repetitive Member, Cr=> No => Cr= 1 . n= 0.092 LSL b= 5.5 Fb= 1350 x Cf x Cr= 1350 psi Fv= 170 psi E= 1.6 x106 psi DESIGN: Mmax = 10642.12 ft -Ib= 127.71 in -K Vmax= Rmax-(w*d)= 3313 lbs R1= 3870 lbs R2= 3870 lbs Cd= 4 -Roof = 1.25 n= 0.1111 PSLIVL/6xSAWN R1D.L= 2412 lbs RZo.L= 2412 lbs n= 0.136 LVL d= R1 L.L= 1458 lbs RZ L.L= 1458 lbs; Repetitive Member, Cr=.> No => Cr= Sreq = Mmax/(Fb*Cd)= 75.67728 in3 Sprov.= 82.7 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 23.4 int Aprov.= 52.3 inZ O.K. Allow. Def = L/ 240 = 0.55 in. Actual Def.= 0.37 in. O.K. Dead Load Def.= 0.23 in. Camber = D.L: Def.x 1.5'= N.A. i Vmax= Rmax-(w*d)=5686 Two Car Garage Dr Header at Attached Garage: Member Span = 18.5 ft L1= 18.50 ft P1= 0 lbs from lower roof @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 Ibs 14 n. Actual Def.= U 358 X2 P2 I XI PI W 7RI R2 Ll in. in. PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 11:8 + 1.5- )= 636 28 psf =_> 371 plf WALL = ( 14 )x( 4.0 + 0.0 )= 56 14 psf =_> 56 plf FLOOR= ( 64 )x( 0.0 + 0.0. )_ 0 24 psf .==> 0 '==> plf = ( 64 )x( 0.0 + 0.0 )_ 0 24 psf=_> 0 p plf MISC. OVER FULL LENGTH = 0.0 0 psf ==> 0.0 plf SELF WEIGHT = 26.3 26.3 psf ==> 26.3 plf TOTAL LOAD = 718.3 PLF TOTAL D.L. = 453.3 PLF MEMBER SIZE _ ALTERNATE BEAM = DESIGN: n= 0.1111 PSLIVL/6xSAWN Size Factor, Cf = 0.97 [If d>12, q=(12/d)I"I] n= 0.136 LVL d= 16.00 in. Repetitive Member, Cr=.> No => Cr= 1 n= 0.092 LSL b= 5.2.5 in. Fb= 2900 x Cf x Cr= 2809 psi Fv= 290 psi E= 2.0 x10^6 psi Mmax = 30727.633 ft -Ib= 368.7316 in -K Vmax= Rmax-(w*d)=5686 lbs R1= 6644 lbs R2= 6644 Ibs Cd= 47Roof = 1.25. RI D•L= 4193 lbs RZ D•L= 4193 lbs RILL= 2451 lbs RZLL= 2451 lbs Sreq = Mmax/(Fb*Cd)= 105.0196 in3. Sprov.= .•'224.0 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 23.5 int Aprov.= 84.0 int O.K. Allow. Def = L/ 360 = 0.62 in. Actual Def.= 0.53 in. O.K. f.= 0.33 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 420 VER: 145 Page: '/ ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: 213-C772 Is. Client: SUN VISTA DEVELOPMEI Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: NDS 2005 (ASD) 15 lush Beam at left side of Entry Foyer: Member Span = 10.5 ft L1= 10.50 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 ibs from @x2= 0.0 ft DL= 0 lbs XI PI W ARI R2 u PSF TRIBUTARY PLF Dead Load ROOF = ( 40 )x( 9.5 + 0.0 )= 380 20 psf =_> 190 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 = 10.4 10.39 psf =_> 10.4 plf TOTAL LOAD = 390.4 PLF TOTAL D.L. = 200.4 PLF MEMBER SIZE;= ( _ 1 . ) 3.5' x 9.5 E- (Microtarri,:LVI). plf ALTERNATE BEAM = TOTAL D.L. = 327.5 DESIGN: - MEMBER SIZE _ ( 1 ) . 5.25 x . 11.875 _ F- (Parallam, PSL)' n= 0.1111 PsuvU6xSAWN Size Factor, Cf = 1.00 [If d>12, C,=(12/d)I"I1 n= 0.136 LVL d= 9.50 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 2600 x Cf x Cr= 2600 psi Fv= 285 psi E= 1.9 x106 psi Size Factor, Cf = 1.00 [If d>12, q=(12/d)°'I] 4 Mmax = 5380.07 ft -Ib= 64.56 in -K Vmax= Rmax-(w*d)= 1740 lbs R1= 2050 lbs R2= 2050 lbs Cd= 4 -Roof = 1.25 n= 0.092 LSL RI D.L= 1052 lbs R2 D.L= 1052 lbs 5.25 in. R1 LL= 998 lbs R2 LL= 998 lbs 290 psi E= 2.0 x10^6 psi Sreq = Mmax/(Fb*Cd)= 19.86488 in3 Sprov.= 52.6 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 7.3 int Aprov.= 33.3 int O.K. Allow. Def = L/ 360 = 0.35 in. Actual Def.= 0.22 in. O.K. Dead Load Def.= 0.12 in. 16 Beam over BR#4: Member Span = 14.5 ft P1= 0 lbs from P2= 0 lbs from Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 561 L1= 14.50 ft @x1= 0.0 ft DL= 0 lbs @x2= 0.0 ft DL= 0 lbs X2 . Pz xi PI W is RI R2 Ll PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 6.0 + 1.0 )= 336 28 psf =_> 196 plf WALL = ( 14 )x( 8.0 + 0.0 )= 112 14 psf =_> 112 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 = 19.5 19.5 psf =_> 19.5 plf TOTAL LOAD = 467.5 PLF TOTAL D.L. = 327.5 PLF MEMBER SIZE _ ( 1 ) . 5.25 x . 11.875 _ F- (Parallam, PSL)' ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 1.00 [If d>12, q=(12/d)°'I] 4 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 x10^6 psi Mmax = 12286.022 ft -Ib= 147.4323 in -K Vmax= Rmax-(w*d)= 2927 lbs R1= 3389 lbs R2= 3389 lbs Cd= 4 -Roof = 1.25 RI D.L= 2374 lbs R2 D.L =• 2374 lbs RILL= 1015 lbs R2 LL= 1015 lbs Sreq = Mmax/(Fb*Cd)= 40.67097 in3 Sprov.= 123.4 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 12.1 int Aprov.= 62.3 int 0. K. Allow. Def = L/ 360 = 0.48 in. Actual Def.= 0.32 in. O.K. Def.= 0.22 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 548 VER: 1.45 Page: / ( ESI / FM E' Inc.. Date: 2/144/•2013 STRUCTURAL ENGINEERS Job #: 213-C772 Client:' SUN VISTA DEVELOPMEF Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: NDS 2005 (ASD) .17 Header at rear of Casita Living Rm: Member Span = 9.5 ft L1 9.50 ft P1= 0 lbs from . @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs ' P2 i. xl Pl j W ARl R2A Ll PSF TRIBUTARY PLF Dead Load Dead Load ROOF = ( 48 )x( 11.o ROOF = ( 48 )x( 7.5 + 1.5 )= 432 600 20 psf =_> 180 plf WALL = ( 14 )x( 3.0 + 0.0 )= 42 + 0.0 )= 14 psf ==> 42 plf FLOOR = ( 64 )x( 0.0 + 0.0. )= 0 ' FLOOR= ( 64 )x(' 0.0 24 psf =_> 0 plf DECK = ( 64 )x( 0.0 + 0.0 )_ 0 plf 24 psf =_> 0 plf MISC. OVER FULL LENGTH = 0.0 24 psf =_> 0 0 psf =_> 0.0 plf SELF WEIGHT = 9:2 0 psf =_> 0.0 9.167 psf =_> 9.2 plf TOTAL LOAD = 483.2 PLF TOTAL D.L. = 231.2 PLF TOTAL LOAD = 667.6 ALTERNATE BEAM = PLF MEMBER SIZE (:.:. 1: .) 10 ....:: x ....-6 DESIGN: ALTERNATE BEAM = n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 1.00 [If d>12, C,=(12/d)1"1] 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 d= E= 1.6 x106 psi Repetitive Member, Cr=> Mmax = .5450.72 ft -Ib= 65.41 in -K 1 Vmax= Rmax-(w*d)= 1993 lbs R1= 2295 lbs R2= 2295 lbs 5.5 in. Cd= 4 -Roof = 1.25 1350 psi R1D.L= 1098 lbs R2D.L= 1098 lbs Fv= 170 psi E= 1.6 x10^6 psi Mmax = 8345.1389 ft -Ib= 100.1417 in -K R1 L.L= 1197 lbs R2 L. = 1197 Its lbs R1= 3338 lbs R2= 3338 Sreq = Mmax/(Fb*Cd)= 43.60579 in3 Sprov.= 51.6 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 14.1 int Aprov.= 41.3 in O.K. Allow. Def = L/ 360 = 0.32 in. Actual Def.= 0.29 in. O.K. Dead Load Def.= 0.14 in. Camber = D.L. Def.x•1.5 = N.A. in. Actual Def= U 398 18 Garage Or Header at Detached Garage: Member Span =' 10.0 ft L1= 10.00 ft P1= 0 lbs from @x1= 0.0 ft . DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs X2 P2 I Xl PI W I. 'a:LJ i Rl R2 LI PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 11.o + 1.5 )= 600 28 psf =_> 350 plf WALL = ( 14 )x( 4.0 + 0.0 )= 56 14 psf =_> 56 ` Of 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 = 11.6 11.6 psf =_> 11.6 plf TOTAL LOAD = 667.6 PLF TOTAL D.L. _ 417.6 PLF MEMBER SIZE (:.:. 1: .) 10 ....:: x ....-6 ALTERNATE BEAM = DESIGN: n=.0.1111 PSL/VL/6xSAWN Size Factor, Cf = 1.00 [If d>12, C,=(12/d)I"I] 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 = 8345.1389 ft -Ib= 100.1417 in -K Vmax= Rmax-(w*d)= 2810 lbs R1= 3338 lbs R2= 3338 lbs Cd= 4 -Roof = 1.25 R1 D.L= ' 2088 lbs R2 D.L = 2088 lbs R1 LL= 1250 lbs R2LL= 1250 lbs Sreq = Mmax/.(Fb*Cd)= 59.34321 in Sprov.= 82.7 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 19.8 in Aprov.= 52.3 in O.K. Allow. Def = L/ 360 = 0.33 in. Actual Def.= 0.24 in. O.K. Dead Load Def.= 0.15 in. Camber = D.L. Def.x 1.5 = N.A..in. Actual Def.= U 502 VER: ESI/FME' Inc. STRUCTURAL ENGINEERS Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 NDS 2005 (ASD) 19 Drop beam at Rear of Porte Cochere: Member Span = 15.5 ft L1= 15.50 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @xz= 0.0 ft DL= 0 lbs Page: / < Date: 2/14/20132`00133 Job #: 213-C772 Client: SUN VISTA DEVELOPMEI Plan #: X1 P1 w ARI I R2 E PSF TRIBUTARY PLF Dead Load Dead Load ROOF = ( 48 )x( 0.0 + 0.0 )= 0 ROOF = ( 48 )x( 7.8 + 1.5 )= 444 plf 20 psf =_> 185 plf WALL = ( 14 )x( 2.0 + 0.0 )= 28 FLOOR= ( 64 )x( 0.0 + 0.0 )= 0 14 psf =_> 28 plf FLOOR = ( 64 )x( 0.0 + 0.0 )_ 0 24 psf =_> 0 24 psf =_> 0 plf DECK = ( 64 )x( 0.0 + 0.0 )_ 0 plf 24 psf =_> 0 plf MISC. OVER FULL LENGTH = 0.0 TOTAL LOAD= 140.6 PLF 0 psf =_> 0.0 plf SELF WEIGHT = 19.5 -: D- (Glulam 24F. -V4) 19.48 psf =_> 19.5 plf TOTAL LOAD = 491.5 PLF TOTAL D.L. = 232.5 PLF MEMBER SIZE x 11.875 F-;(Parallam,.PSL) _ n= 0.1111 PSUVL/6xSAWN ALTERNATE BEAM = n= 0.136 LVL d= 16.00 in. DESIGN: n= 0.092 LSL n= 0.1111 PSUVU6xSAWN 5.125 in. Fb= 2400 x Cf x Cr-- 2325 psi Fv= Size Factor, Cf = 1.00 [If d>12, Cf=(12/d)1'1) . n= 0.136 LVL d= 11.88 in. Repetitive Member, Cr=> No => Cr= 1 Cd= 4 -Roof = 1.25 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi R3 LL= 37 lbs R2"= 37 lbs E= 2.0 x106 psi Mmax = 14759.83 ft -Ib= 177.12 in -K Vmax= Rmax-(w*d)= 3323 lbs R1= 3809 lbs R2= 3809 lbs Cd= 4 -Roof = 1.25 R1 D.L= 1802 lbs RZ D.L.= 1802 lbs ' R1 L.L= 2007 lbs R2 LL= 2007 lbs Sreq = Mmax/(Fb*Cd)= 48.86013 in3 Sprov.= 123.4 in3 OX Areq = 1.5*Vmax/(Fv*Cd)= 13.7 inZ Aprov.= 62.3 inZ O.K. Allow. Def = L/ 360 = 0.52 in. Actual Def.= 0.44 in. O.K. Dead Load Def.= 0.21 in. Camber = D.L. Def.x 1.5 = N.A. i 20 Non -Bearing Beams at Right and Left Side of Great Rm: Member Span = 24.5 ft L1= 24.50 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs n. Actual Def.= U 427 X2 P2 - XI Pl w A RI I R2v LI J PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 0.0 + 0.0 )= 0 28 psf =_> 0 plf WALL = ( 10 )x( 8.o + 0.0 )= 80 14 psf =_> 112 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 = . 35.0' 0 psf =_> 0.0 plf SELF WEIGHT = 25.6 25.6 psf =_> 25.6 plf TOTAL LOAD= 140.6 PLF TOTAL D.L. = 137.6 PLF MEMBER SIZE _ ( - 1 ) 5.125: x 16..- -: D- (Glulam 24F. -V4) ALTERNATE BEAM DESIGN: n= 0.1111 PSUVL/6xSAWN Size Factor, Cf = 0.97 [If d>12, Cf=(12/d)1')] n= 0.136 LVL d= 16.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.125 in. Fb= 2400 x Cf x Cr-- 2325 psi Fv= 190 psi E= 1.8 x10^6 psi Mmax = 10551.27 ft -Ib= 126.6152 in -K Vmax= Rmax-(w*d)= 1535 lbs R1= 1723 lbs R2= 1723 lbs Cd= 4 -Roof = 1.25 R3 D.L= 1686 lbs RZ p.L= 1686 lbs R3 LL= 37 lbs R2"= 37 lbs Sreq = Mmax/(Fb*Cd)= 43.57455 in3 Sprov.= • 218.7 in3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 9.7 int Aprov.= 82.0 in' O.K. Allow. Def = L/ ' 360 = 0.82 in. Actual Def.= 0.36 in. O.K. Load Def.= 0.35 in. Camber = D.L. Def.x 1.5 = 0.53 in. Actual Def.= U 812 VER: 1.45 Page: ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: 213-0772 Client: SUN VISTA DEVELOPMEF Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: NDS 2005 (ASD) xt P2 21 lush Beam over BR#3: xi Pi Member Span = 19.0 ft L1= 19.00 ft W P1= 1568 lbs from @x1= 8.5 ft DL= 848 lbs (48*8/2+40*10/2)*8/2 i:Ri I R2 1% P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs u J PSF TRIBUTARY PLF - Dead Load . Dead Load ROOF = ( 48 )x( 0.0 + 0.0 )= 0 ROOF = ( 48 )x( 8.5 + 2.0 )= 504 plf 28 psf ==> 294 plf WALL- ( 14 )x( 2.0 + 0.0 )= 28 FLOOR= ( 64 )x( 0.0 + 0.0 )= 0 14 psf =_> 28 plf FLOOR = ( 64 )x(. 0.0 + 0.0 )= 0 24 ' psf =_> 0 24 psf =_> 0 plf DECK = ( 64 )x( 0.0 . + 0.0 )= 0 plf 24 psf =_> 0 plf MISC. OVER FULL LENGTH = 0.0 TOTAL LOAD = • 126.6 PLF 0 psf =_> 0.0 plf SELF WEIGHT = 26.3 26.25 psf =_> 26.3 plf TOTAL LOAD = 558.3 PLF TOTAL D.L. = 348.3 PLF MEMBER -SIZE 25 X ;°= 16,. :;= P (Parallam, PSL) ... n= 0.1111 PSL/VU6xSAWN ALTERNATE BEAM = n= 0.136 LVL d= 9.50 in. DESIGN: n= 0.092 LSL b= 5.5 in. Fb= 1350 x Cf x Cr= 1350 psi Fv= n= 0.1111 PSLIVL/6xsAWN Size Factor, Cf = 0.97 [If d>12, q=(12/d)(°)j Mmax = 4145.7708 ft -Ib= 49.74925 in -K 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 psi E= 2.0 x106 psi Mmax = 32556:50 ft -Ib= 390.68 in -K Vmax= Rmax-(w*d)= 5426 lbs R1= 6170 lbs R2= 6005 lbs Cd= 4 -Roof = 1.25 R1 D.L.= 3782 lbs R2 D.L.= 3688 lbs R1 L.L.= '2388 lbs R2 L.L= 2317 lbs Sreq = Mmax/(Fb*Cd)= 111.2703 in3 Sprov.= 224.0 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 22.5 int Aprov.= 84.0 int O.K.. Allow. Def = L/ 360 = 0.63 in. Actual Def.= 0.59 in. O.K. Dead Load Def.= 0.36 in. 22 Header btwn BR#3 and BR#4: Member Span = 3.0 ft P1= 6005 lbs from BM#21 P2= 0 lbs from Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 386 L1=' ' 3.00 ft @x1= 2.0 ft DL= 2890 lbs @x2= 0.0 ft DL= 0 lbs P2 xt P! W Ri R2 Ll PSF TRIBUTARY PLF Dead Load . ROOF = ( 48 )x( 0.0 + 0.0 )= 0 28 psf =_> 0 plf WALL = ( 10 )x( 8.0 + 0.0 )= 80 14 psf =_> .112 plf FLOOR= ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> D plf DECK = ( 64 )x( 0.0 + 0.0 )= 0 24 ' psf =_> 0 plf MISC. OVER FULL LENGTH = 35.0 0 psf =_> 0.0 plf SELF WEIGHT = 11.6 11.6 psf =_> 11.6 plf TOTAL LOAD = • 126.6 PLF TOTAL D.L. _ , 123.6 PLF MEMBER SIZE ( ' ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN 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 = 4145.7708 ft -Ib= 49.74925 in -K Vmax= Rmax-(w*d)= 4156 lbs R1= 2192 lbs R2= 4193. lbs Cd= 4 -Roof = 1.25 RI p.L.= 1149 lbs R2 p.L.= 2112 lbs R1 L.L.= 1042 lbs R2L.L.= 2081 lbs Sreq = Mmax/(Fb*Cd)= 29.48104 in Sprov.= 82.7 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 29.3 int Aprov.= 52.3 int O.K. Allow. Def = L/ 360 = 0.10 ' in. Actual Def.= 0.01 in. O.K. !f.= 0.01 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 3370 VER Page: /7 ESI / F M E Inc. Date: 22/-114//2013 STRUCTURAL ENGINEERS Job #: 213-C772 Client: SUN VISTA DEVELOPMEI Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: NDS 2005 (ASD) _ 23 rop beam in middle of Detached Garage: Member Span = 21.0 ft L1= 19.00 ft P1= 0 lbs from @x1= 0.0 ft DL= 0 lbs P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs P2 %1 P1 W LR1 I _7721 c LI PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 7.0 + 2.0 )= 432 28 psf =_> 252 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 = ( 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 = 486.3 PLF TOTAL D.L. = 306.3 PLF MEMBER SIZE _ ( 1 ) . 5.25x -. 16 F- (:Parallem,.PSI) plf ALTERNATE BEAM = 35.0 0 psf =_> DESIGN: plf SELF WEIGHT = n= 0.1111 PSUVL/6xSAWN Size Factor, Cf = 0.97 [If d>12, q=(12/d)101] 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 psi E= 2.0 x106 psi ) 6 x Mmax = 26346.62 ft -Ib= 316.16 in -K Vmax= Rmax-(w*d)= 4413 lbs R1= 5062 lbs R2= 4229 lbs Cd= 4 -Roof = 1.25 RI D.-= 3189 lbs R2 D.i.= 2682 lbs RI LL= 1873 lbs R2 LL= 1547 lbs DESIGN: Sreq = Mmax/(Fb*Cd)= 90.04639 in3 Sprov.= 224.0 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 18.3 in2 Aprov.= 84.0 in2 O.K. Allow. Def = L/ 360 = 0.70 in. Actual Def.= 0.58 in. O.K. Dead Load Def.= 0.37 in. . Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 432 24 not used Member Span = P1= 0 lbs from P2= 0 lbs from 3.0 ft L1= 3.00 ft @x1= 0.0 ft DL= 0 lbs @x2= 0.0 ft DL= 0 lbs P2 XI Pi W I RI I R2L% LI PSF TRIBUTARY PLF Dead Load ROOF = ( 48 )x( 0.0. + 0.0 )= 0 28 psf ==> 0 plf WALL = ( 10 )x( 0.o + 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 = 35.0 0 psf =_> 0.0 plf SELF WEIGHT = 11.6 11.6 psf =_> 11.6 plf TOTAL LOAD = 46.6 PLF TOTAL D.L. = 11.6 PLF MEMBER SIZE _ ( 1 ) 6 x 10 B- (DF #1), ALTERNATE BEAM = DESIGN: n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 1.00 [If d>12, C1=(12/d)I"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 x10^6 psi Mmax = #DIV/0! ft -Ib= #DIV/0! in -K Vmax= Rmax-(w*d)= 33 lbs R1= 70 lbs R2= 70 lbs Cd= 4 -Roof = 1.25 RI D.L= 17 lbs R2 D.L= 17 lbs R1 LL= 53 lbs R2 LL= 53 lbs Sreq = Mmax/(Fb*Cd)= #DIV/0!. in Sprov.= 82.7 in ### Areq = 1.5*Vmax/(Fv*Cd)= 0.2 in2 Aprov. 52.3 in2 O.K. Allow. Def = L/ 360 = 0.10 in. Actual Def.= #DIV/0! in. ### Dead Load Def.= 0.00 in. Camber = D.L. Def.x 1.5 = N.A. in. Actual DO .= U #### VER y - i ASCE 7-05 SIMPLIFIED WIND DESIGN: '' - ' ` (ASCE 7-05 Sec. 6.4.2.1) C0= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity'= 'ss mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= w x X x Kzt x Ps30 x I I = 1.0 ' ii = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) , ZONES , Horizontal Pressures Vertical Pressures -• Overhangs A B, I C F D E F G. 1, H EOH GOH Ps30 059 14.4 -4.8 9.6 2.7 -13.8 -9.0 -9.6 6.9 19.3 f PS (pst) 23.8 -7.9 15.9 -4.5 -22.9 -14.9 -15.9 -11.4 -32.0 -25.0»Y.......r.,,',.. . LONGITUDINAL lI r LEVEL • Page: .. FxStory E S I /. F -M E.• I -n• c. s y Dated 02/14/2013 STRUCTURAL ENGINEERS (plf) C 7 2 '-(Plf) . FORCE(plf) 1 lob #: - Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74'< Plan #: (WINDj,=r *;.231f 1 -STORY LATERAL ANALYSIS (ASCE 7 05.8 2010. CBC)1`SIMPLIFIED`METHOD. LOCATION: GREAT ROOM AND MASTER BATHROOM t• '`'"' +*LONGITUDINAL '( Ll 1st STORY • - ` Roof D.L. _ ( 28,. )psfx( 34 -)ft _ 952 plf Exterior Wall =( •14 )psfx( '.17 - 8.5 )( 2 )_ 238 plf HC Interior Wall=(,, ' 10 )psfx(, 17 -_ 8:5 )( 0 )_ ' 0 plf Parallel F_xt.Wall=(''-14 ")psfx( 6:5. x 32' / `j, 52 )= . 56 plf• _ Parallel Int.Wall=(%0 )psfx( 75 •'x 31 / 52 _ _ 45 plf F1 4+ ' TOTAL = 1291 plf TRANSVERSE• (' TI H1 ,) 1st STORY• ., ; v J Roof. D. L. _" (.. , 28 )psfx(- 56 )ft f ` - 1568 plf Vb Exterior Wall =( 14 ')psfx(- • 13 - , , 6.5. ")( 1. )_ , 91 plf Interior Wall=( 10 )psfx('- 17 ,• 8.5 )( 1. )_ - 85 plf ' ParallelExt.Wall=( •14' )psfx(,'` 8.5 x 64 / 32 .)_' 238 plf Parallel Int.Wall=(. , 10 )psfx( 8.5 x' '0 / 32 = 0 Plf ' TOTAL = 1982 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)' " ma - x - r Actual Ss = 1.5 - Design Ss = 1.5 - r SDs =2/3 x Fa x SsFa= SOIL' Rock, Fa=1.0 Sl = 0.6 SDs =:1.400' r Soil, Fa` -1.4 Site SOiI CIBSS = D (In simplified method Soil Class can't be"E") .. Seismic Desi n g Category = D 6.5 • p = 1 (SIMPLIFIED F=1.0 1 STORY F x SDs x p x W V= > -. Y 0.154 xW ,F = 1 STORY r 'rr -1.0 F=1.1 2 STORY R X 1.4 " _; .. .... c.,.._• F=1.2 3 STORY y - i ASCE 7-05 SIMPLIFIED WIND DESIGN: '' - ' ` (ASCE 7-05 Sec. 6.4.2.1) C0= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity'= 'ss mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= w x X x Kzt x Ps30 x I I = 1.0 ' ii = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) , ZONES , Horizontal Pressures Vertical Pressures -• Overhangs A B, I C F D E F G. 1, H EOH GOH Ps30 059 14.4 -4.8 9.6 2.7 -13.8 -9.0 -9.6 6.9 19.3 f PS (pst) 23.8 -7.9 15.9 -4.5 -22.9 -14.9 -15.9 -11.4 -32.0 -25.0»Y.......r.,,',.. . LONGITUDINAL lI r LEVEL • W FxStory Shear USE WIND ZONE=> - C , CONTROLLING (Plf) (plf) (Plf) '-(Plf) . FORCE(plf) 1 1290.712 199 --- ' (23.0 - 8.5 )xPS= -231. (WINDj,=r *;.231f TRANSVERSE LEVEL T W Fx Story Shear • USE WIND ZONE => C CONTROLLING (Plf) (Plf) (Plf) ; ., (Plf) • FORCE(plf) 1 1982. .305 --- ( 20.0 i 8,5 )xPS= 183 (SEISMIC),-1-305 VERSION: 2011.1 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: Haacker Residence @ Tradition - Lot 74 Page: Date: 02/14/2013 Job #: C 772 Client: Sun Vista Development Plan #: 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC) ] SIMPLIFIED METHOD - .:: LOCATION: MASTERBEDROOM OR DINING RM: **LONGITUDINAL ( L2 ) 1st STORY / Roof D.L. _ ( 28 )psfx( 28 )ft = 784 plf Exterior Wall =( 14 )psfx( 15 7.5 )( 1 )= 105 plf Hr / Interior Wall=( 10 )psfx( 15 - 7.5 )( 1 )= 75 plf Parallel Ext.Wall=( 14 )psfx( 7.5 x 54 / 22 )= 258 plf Parallel Int.Wall=( 10 )psfx( 7.5 x 54 / 22 = 184 plf F1 - an TOTAL = =TRANSVERSE W (plf) (o= ( T2 ) 19.00 ft < 60 ft Wind Velocity= 85 1st STORY Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= (o x X x KA x Ps30 x I Roof D.L. _ ( 28 )psfx( 25 )ft = 700 plf 1 Exterior Wall =( 14 )psfx( 15 - 7.5 )( 2 )= 210 plf Vertical Pressures Interior Wall=( 10 )psfx( 15 - 7.5 )( 2 )= 150 plf EOH GOH 19.3 -15.1 Parallel Ext.Wall=( 14 )psfx( 7.5 x 22 / 27 )= 86 plf -32.0 1 -25.0 Parallel Int.Wall=( 10 )psfx( 7.5 x 22 / 27 )= 61 plf TOTAL = 1207 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 Ssmax=l.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL 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 F x SDs x p x W F= 1 STORY=1.0 F=1.1 2 STORY V= _> V= 0.154 xW 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) (o= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 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 X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs II lilll" ; ps30 (P A 14.4 B C I D E F I G I H I -4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.9 EOH GOH 19.3 -15.1 `' I PS (P 23.8 -7.9 15.9 -4.5 .22.9 -14.9 -15.9 -11.4 -32.0 1 -25.0 LONGITUDINAL I' sae LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C I (plf) CONTROLLING FORCE(plf) 1 1405.818 216 --- 1 17.0 - 7.5 )xPs= 151(.SEISMIC),216 SEISMI 186 TRANSVERSE LEVEL W (plf) Fx WO Story Shear (plf) I USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 1207 186 --- ( 19.0 - 7.5 )xPS= 183 SEISMI 186 VERSION: 2011.1 LEVEL VERSION: 2011.1 Page: E S I/ F M E Inc. Date: 02/14/2013 STRUCTURAL ENGINEERS C 772 Job #: Client: Sun Vista Development Project Name: Haacker Residence @ Tradition --Lot 74 Plan #: FORCE(plf) 1 768 .1-STORY LATERAL ANALYSIS ,(ASCE 7=05. 201nBC) l SIMPLIFlEQAETHOD LOCATION: OUTDOOR LIVING AREA: 79 '. @♦LONGITUDINAL ( L3 ) 1st STORY Roof D.L. _ ( 20 )psfx( 20 )ft \ = 400 plf '1 Exterior Wall =( 14 )psfx( 3 - 0 )( )_ . 42 plf Hr Interior Wall=( 10 )psfx( 0 - 0 )( 1 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 7.5 x 20 / 30 )_ ' 70 plf ParallelInt.Wall=( 10 )psfx( 0 x 0 / 30 = 0 plf F1 -} TOTAL = 512 plf TRANSVERSE' ( T3 ) H1 1st STORY' Roof D.L. _ ( 20 )psfx( 30 )ft = 600 plf Vb Exterior Wall =( 14 )psfx( 15 - 7.5 )( 1 )= 10S plf Interior Wall=( 10 )psfx( 15 - 7.5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 3 x 30 / 20 )= 63 plf ParallelInt.Wall=( 10 )psfx( 0 x 0 / 20 = 0 Plf TOTAL = 768 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_=l.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= 1 STORY=1.0 F=1.1 2 STORY V- O'154 :xw Rx 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) Mean Roof Height= 19.00 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 % = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures I Vertical Pressures Overhangs 11 lipa'': A I B I C D I E I F G I H EOH GOH Ps30(P ) 14.4 '-4.8 9.6-2.7 -13.8 -9.0 -9.6 -6.9 -19:3 -15.1 PS (pst) 23.11-7.9 15.9 -4.5 -22.91-14.9 -15.9 -11.4 -32.0 -25.0 " .- E" PJT» ••"•: `•' L LONGITUDINAL j7 LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) (plf) FORCE(plf) 1 512 79 --- ( 3.0 - 0.0 )xPS= 47.7 (SEISMIC)--- TRANSVERSE LEVEL VERSION: 2011.1 W Fx Story Shear USE WIND ZONE=> C CONTROLLING (PIS (Plf) (Plf) (plf) FORCE(plf) 1 768 0.0 - 0.0 )xPS= 0 79 '. vY'.:: LEVEL VERSION: 2011.1 W Fx Story Shear USE WIND ZONE=> C CONTROLLING (PIS (Plf) (Plf) (plf) FORCE(plf) 1 768 0.0 - 0.0 )xPS= 0 SEISMI ;-.,,118:;:' vY'.:: ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: Haacker Residence @ Tradition - Lot 74 Page: 1 - Date: 02/14/2013 Job #: C 772 Client: Sun Vista Development Plan #: 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC)!. SIMPLIFIED METHOD W (plf) W= LOCATION: KITCHEN Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= Ss H1 Exposure= ♦LONGITUDINAL ( L4 ) I = 1st STORY 1.27 (From ASCE 7-05 Figure 6-2, Page 40) Roof D.L. _ ( 28 )psfx( 20 )ft = 560 plf Roof D.L. _ ( 28 )psfx( 24 )ft = 672 plf Exterior Wall =( 14 )psfx( 17 - 8.5 )( 1 )= 119 plf HP Interior Wall=( 10 )psfx( 17 - 8.5 )( 2 )= 170 plf Parallel Ext.Wall=( 14 )psfx( 7.5 x 21 / 19 )= 116 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 19 )= 0 plf F1 -} TOTAL = 1077 Dif ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) W (plf) W= 2 TRANSVERSE ( T4 ) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= Ss H1 Exposure= C ` 1st STORY 14.0 degrees Ps= co x k x Kzt x Ps30 x I I = 1.0 k = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) Roof D.L. _ ( 28 )psfx( 20 )ft = 560 plf ZONES Vb 1 Exterior Wall =( 14 )psfx( 17 - 8.5 )( 1 )= 119 plf Overhangs II lipa?'y` Ps30 (P Interior Wall=( 10 )psfx( 17 - 8.5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 0 x 0 / 21 )= 0 plf Parallel Int.Wall=( 10 )psfx( 7.5 x 42 / 21 )= 150 plf -32.0 -25.0 •- 'I'I, TOTAL = 829 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: LONGITUDE: i....... (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 Si = 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 V= -> V= 0.154 X F= 1 STORY=1.0 JF=1.2 F=1.1 2 STORY R X 1.4 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) LEVEL W (plf) W= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= Ss mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= co x k x Kzt x Ps30 x I I = 1.0 k = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs II lipa?'y` Ps30 (P A 14.4 B C D 4.8 9.6 2.7 E F G I H -13.8 9.0 -9.6 6.9 EOH GOH 19.3 15.1 i, ' r I ! PS (psf) 1 23.8 -7.9 15.9 4.5 -22.9 -14.9 -15.9 -11.4 1 -32.0 -25.0 •- 'I'I, y i....... LONGITUDINAL LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> CCONTROLLING (plf) FORCE(plf) 1 1077.053 166 --- ( 8.0 - 0.0 )xPs= 127 SEISMIC .166 TRANSVERSE LEVEL W (Pif) Fx (Plf) Story Shear (Plf) USE WIND ZONE=> C 1 010 CONTROLLING FORCE(plf) 1 829 1128f --- ( 19.0 - 8.5 )xPs= 167 WIND 167. VERSION: 2011.1 LEVEL VERSION: 2011.1 Page: oZ ES I/ F M E' Inc. Shear USE WIND ZONE=> C Date: 02/14/2013 STRUCTURAL ENGINEERS C 772 (Plf) Job #: (plf) Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74 Plan #: 1796.357 276 --- = 1 -STORY: LATERAL.'ANALYSIS (ASCE ? 05 & 2' ' -CBC).! SIMPLIFIED `METHOD ' S IS., IC LOCATION: PREP KITCHEN, BR#2 AND POWDER RM: : R r 6Y :•: **LONGITUDINAL ( L5 ). 1st STORY Roof D. L. _ ( 28 )psfx( 46 )ft = 1288 pIf Exterior Wall =( 14 )psfx( 11 - 5.5 )( 0 )_ 0 plf Hr Interior Wall=( 10 )psfx( 11 - 5.5 )( 3 )= 165 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 92 / 28 )= 253 plf ParallelInt.Wall=( 10 )psfx( 5.5 x 46 / 28 = 90 plf F1.4 TOTAL = 1796 plf 2 TRANSVERSE ( T5 ) H1 • 1st STORY Roof D.L. _ ( 28 )psfx( 28 )ft = 784 plf. Vb Exterior Wall =( 14 )psfx( 11 - 5.5 )( 2 )= 154 plf Interior Wall=( 10 )psfx( 11 - 5.5 )( 1 )= 55 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 0 / 46 )= 0 plf ParallelInt.Wall=( 10 )psfx( 5.5 x 66 / 46 = 79 plf TOTAL = 1072 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,,X=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 FXSDsX xW - x. V __ P = > V. 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) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= s5 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= w x x Kzt x Ps30 x I I = 1.0 X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs II liwirl' A I B IC. D E F G I H 1EOH7rGOH PM(P 14.4 4.8 9.6F--13.8 -9.0 -9.6 6.9 19.3 15.1 7 II +\ ' I I 1• [ PS(psf) 23.8 -7.9 15.9 -22.9 -14.9 -15.9 -11.4 -32.0 -25.0 .. -.-'1' 1.1 j LONGITUDINAL W Fx Story TRANSVERSE AgaLEVEL LEVEL VERSION: 2011.1 W Fx Shear USE WIND ZONE=> C CONTROLLING (Plf1 (Plf) (Plf) (plf) FORCE(plf) 1 1796.357 276 --- ( 0.0 - 0.0 )xPS= 0 ' S IS., IC : R r 6Y :•: LEVEL VERSION: 2011.1 W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 1072 15.0 - 5.5 , )xPS= 151 LEVEL VERSION: 2011.1 (ptf) Page: 3 " F M E Inc. USE WIND ZONE=> C (plf) .CONTROLLING FORCE(plf) 902.2308 Date: 02/14/2013 MiESI/ STRUCTURAL ENGINEERS ( 16.0 - 5.5 )xPs= 167 C 772 Job #: Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74 Plan #: 1,-STORY LATERAL ANALYSIS (ASCE 7-05.& 2010 CBC,) /SIMPLIFIED METHOD. LOCATION: ATTACHED GARAGES: **LONGITUDINAL ( L6 ) 1st STORY Roof D.L. _ ( 28 )psfx( 25 )ft = 700 plf Exterior Wall =( 14 )psfx( 11 5.5 )( 1 )= 77 plf Hr Interior Wall=( 10 )psfx( 11 - 5.5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 47 / 39 )= 93 plf Parallellnt.Wall=( 10 )psfx( 5.5 x 23 / 39 = 32 plf F1 TOTAL = 902.2 plf TRANSVERSE ( T6 ) HI 1st STORY Roof D. L. _ ( 28 )psfx( 41 )ft = 1148 plf Vb Exterior Wall =( 14 )psfx( 11 - 5.S )( 2 )= 154 plf Interior Wall=( 10 )psfx( 11 - 5.5 )( 1 )= 55 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 55 / 23.5 )= 180 plf ParallelInt.Wall=( 10 )psfx( 0 x 0 / 23.5 = 0 plf TOTAL = 1537 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 =l.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL 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= 0.154 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) OJ= 1.3 (CBC-1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= ss mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= co x X x Kzt x Ps30 x I I = 1.0 X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical PressuresOverhangs II ligl_' A B C D E F G H EOH GOH Pr (P 14.4 4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.9 19.3 -15.1 ..4Ps(Psf) 23.8 -7.915.94.5 -15.9 -11-32.0 -25.0 t In a-- I" ..., LONGITUDINAL }} t•-••i•.. i II,<. LEVEL W Fx Story TRANSVERSE LEVEL VERSION: 2011.1 (ptf) (plf) Shear (plf) USE WIND ZONE=> C (plf) .CONTROLLING FORCE(plf) 1 902.2308 139 --- ( 16.0 - 5.5 )xPs= 167 (WIND ; 167. LEVEL VERSION: 2011.1 W (PIf) Fx (Plf) Story Shear (Plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 1537 236 --- ( 14.0. - 5.5 )xPs= 135 236 Page: .7 if ESI / FM E Inc. Date: 02/14/2013 STRUCTURAL ENGINEERS Job #: C 772 Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74 Plan #: '.<:... . 1-STORY:'LATERAL ANALYSIS (ASCE 7=05 8.201.0 CBC) / SIMPLIFIED..:METHOD LOCATION: HER CLOSET AND EXERCISE RM: or, F1 - LONGITUDINAL 1st STORY Roof D.L. _ ,_ Exterior Wall =( Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=( ( L7 ) 28 )psfx( 32 )ft = 896 pif 14 )psfx( 10 - 5 )( 0 )= 0 pif 10 )psfx( 10 - 5 )( 3 )= 150 pif 14 )psfx( 5 x 63 / 14 )_ 315 plf 10 )psfx( 5 x 0 / 14 .)= 0 pif TOTAL = 1361 plf H1 W 0)= TRANSVERSE ( T7 ) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees 1st STORY I= 1.0 = 1.27 (F(m ASCE 7-05 Figure 6-2, Page 40) 209 --- ( 0.0 0.0 )xPs= 0 Roof D.L. _ ( 28 )psfx( 18 )ft = 504 plf Vertical Pressures Overhangs Vb 1 Exterior Wall =( 14 )psfx( 10 - 5 )( 2 )= 140 pif P s30 tP 14.4 - 4.8 9.6 -2.7 Interior Wall=( 10 )psfx( 10 - 5 )( 0 )= 0 pif Parallel Ext.Wall=( 14 )psfx( 5 x 0' / 31.5 )= 0 pif Parallel Int.Wall=( 10 )psfx( 5 x 42 / 31.5 )= 67 plf TOTAL = 711 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= SOILRock, 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 F x SDs x p x W F= 1 STORY=1.0 F=1.1 2 STORY V_ _> .v 0:154 kw; R X 1.4 F=1.2 3 STORY ASCE 7-05 SIMIPLIFIED WIND DESIGN • (ASCE 7-05 Sec. 6.4.2.1) LEVEL W 0)= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= to x X x Kzt x Ps30 x I I= 1.0 = 1.27 (F(m ASCE 7-05 Figure 6-2, Page 40) 209 --- ( 0.0 0.0 )xPs= 0 ZONES Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H I EOH GOH ..: l P s30 tP 14.4 - 4.8 9.6 -2.7 -13.8 -9.0 9.6 -6.9 1111.1 -19.3 -15.1 I I'' L' ps (Psfl 23.8 -7.9 15.9 -4.5 -22.9 -14.9 -15.9 -11.4 1 -32.0 -25.0 LONGITUDINAL =•ji _. LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (plf) (plf) (plf) (plf) FORCE(plf) . 1 1361 209 --- ( 0.0 0.0 )xPs= 0 (SEISMIC); ,209 TRANSVERSE LEVEL W Fx Story Shear USE WIND ZONE=> C CFND) (Plf) Plf (Plf) (Plf) 1 711 --- ( 13.5 - 5.0 )xPs= 135 R13 VERSION: 2011.1 Page: ?-5 " ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: C 772 Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74 Plan #: F1 -� TOTAL = W (plf) Fx (plf) TRANSVERSE ( T8 ) USE WIND ZONE=> C (plf) 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC) /SIMPLIFIED METHOD H1 700.4571 LOCATION: BEDROOM #3: 1st STORY ( 0.0 - 0.0 )xPs= 0 (SEISMIC) 108. ♦'-o'LONGITUDINAL ( L8 ) = 980 plf 1st STORY Vb Exterior Wall =( 14 )psfx( 11 5.5 )( Roof D. L. _ ( Exterior Wall =( 28 14 )psfx( )psfx( 19 )ft = 11 - 5.5 )( 0 )= 532 plf 0 plf Hr Interior Wall=( 10 )psfx( 11 - 5.5 )( 1 )= 55 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 38 / 35 )= 84 plf \ Parallel Int.Wall=( 10 )psfx( 5.5 x 19 / 3_ 5 )= 30 Of F1 -� TOTAL = F=1.0 1 STORY F x SDs x p x W F= 1 STORY=1.0F=1.1 2 STORY V_ _> w= 0.154. xw 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) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0-:12 = 14.0 degrees Ps= w x X x Kzt x Ps30 x I I = 1.0 % = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs II lil;;l_':^ A B C D# -22.9 F G H EOH GOH -- Ps30 (Psi 14.4 4.8 9.6 2.7 9.0 -9.6 -6.9 -19.3 -15.1 Ps (psf) 23.8 -7.9 15.9 -4.5 4.9 -15.9 -11.4 -32.0 -25.0 i4 LONGITUDINAL LEVEL W (plf) Fx (plf) TRANSVERSE ( T8 ) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) H1 700.4571 108 1st STORY ( 0.0 - 0.0 )xPs= 0 (SEISMIC) 108. Roof D.L. _ ( 28 )psfx( 35 )ft = 980 plf Vb Exterior Wall =( 14 )psfx( 11 5.5 )( 2 )= 154 plf Interior Wall=( 10 )psfx( it - 5.5 )( 1 )= 55 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 0 / 19 )= 0 plf Parallel Int.Wall=( 10 )psfx( 5.5 x 24 / 19 )= 69 plf TOTAL = 1258 pill 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 p x W F= 1 STORY=1.0F=1.1 2 STORY V_ _> w= 0.154. xw 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) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0-:12 = 14.0 degrees Ps= w x X x Kzt x Ps30 x I I = 1.0 % = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs II lil;;l_':^ A B C D# -22.9 F G H EOH GOH -- Ps30 (Psi 14.4 4.8 9.6 2.7 9.0 -9.6 -6.9 -19.3 -15.1 Ps (psf) 23.8 -7.9 15.9 -4.5 4.9 -15.9 -11.4 -32.0 -25.0 i4 LONGITUDINAL LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 700.4571 108 --- ( 0.0 - 0.0 )xPs= 0 (SEISMIC) 108. TRANSVERSE LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 1258 194 --- ( 14.0. - 5.5 )xPs= 135 SEISMI 194 VERSION: 2011.1 Page: ESI / F M E Inc. Date: 02/14/2013 STRUCTURAL ENGINEERS Job #: C 772 Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74 Plan #: 1 -STORY LATERAL ANALYSIS -(ASCE 7-05'& 20.10CBC):I SIMPLIFIED METHOD LOCATION: ENTRY TOWER AND CASITA BR#6: **LONGITUDINAL ( L9 ) 1st STORY Roof D.L. _ ( 28 )psfx( 18 )ft 504 plf Exterior Wall =( 14 )psfx( 12 - 6 )( 2 )= 168 plf Hr Interior Wall=( 10 )psfx( 12 - 6 )( 1 )_' 60•plf Parallel Ext.Wall=( 14 )psfx( 6 x 30 / 26 )= 97 plf Parallel Int.Wall=( 10 )psfx( 6 x 32 / 26 = 74 plf F1 - TOTAL = ASCE 7-05 SIMPLIFIED WIND DESIGN: (ASCE 7-05 Sec. 6.4.2.1) W (o= TRANSVERSE ( T9 ) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 8s H1 Exposure= C 1st STORY 14.0 degrees Ps= (I) x x Kzt x Ps30 x I I = 1.0 X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) Roof D.L. _ ( 28 )psfx( 35 )ft - ( 223 6.0 20.0 = 980 plf ZONES Vb Exterior Wall =( 14 )psfx( 17 8.3 )( 2 )= 238 plf Overhangs . k'- Interior Wall=( 10 )psfx( 12 - 6 )( 1 )= 60 plf Parallel Ext.Wall=( 14 )psfx( 6 x 26 / 15 )= 146 plf Parallel Int.Wall=( 10 )psfx( 6 x 32 / 15 )= 128 plf TOTAL = 1552 pll ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-05 Sec. 12.14.8.1) -7.9 15.9 -4.5 ZIP CODE N.A. LATITUDE: LONGITUDE: -32.0 -25.0 (Per ASCE-7.05 Section 12.14.8.1 Ssma„=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL 'Ij 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 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) LEVEL W (o= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 8s mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= (I) x x Kzt x Ps30 x I I = 1.0 X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) --- - ( 223 6.0 20.0 cxPs= 4: WIND ,`'-;223:..>: ZONES Horizontal Pressures Vertical Pressures Overhangs . A I B C7 D E I F I G I H I EOH GOH .' Ps30 (PsQ 14.4 -4.8 9.6 .7 2 -13.8 -9.0 -9.6 6.9-19.3j-15.1 PS (p1) 23.8 1 -7.9 15.9 -4.5 -22.9 -14.9 -15.9 -11.4' -32.0 -25.0 LONGITUDINAL 'Ij LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING 1. (Plf) (Plf) (plf) (plf) FORCE(plf) 1 902.7692 139) --- - ( 223 6.0 20.0 cxPs= 4: WIND ,`'-;223:..>: w c t .. • F' TRANSVERSE LEVEL W (plf) Fx (Plf) Story Shear (plf) USE WIND ZONE=> C . (plf) CONTROLLING FORCE(plf) 1. 1552 239 --- ( 18.5 - 6.0 ;)xPs= 199 SEI _MI„ . ;,t:239..?;; VERSION: 2011.1 Page: 27 ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS C 772 Job #: Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74 Plan #: 1 -STORY LATERAL ANALYSIS (ASCE 7-05 & 2010 CBC)./ SIMPLIFIED METHOD LOCATION: CASITA BR#5 AND CASITA LIVING RM: *--"LONGITUDINAL ( L10 ) 1st STORY Roof D.L. _ ( 28 )psfx( 25.5 )ft = 714 plf Exterior Wall =( 14 )psfx( 11 - 5.5 )( 0 )= 0 plf Hr / Interior Wall=( 10 )psfx( 11 - 5.5 )( 2 )= 110 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 50 / 21 )= 183 plf ParallelInt.Wall=( 10 )psfx( 5.5 x 25.5 / 21 = 67 plf F1 -f TOTAL = 1074 plf TRANSVERSE ( T10 ) H1 1st STORY Roof D.L. _ ( 28 )psfx( 25 )ft = 700 plf Vb 1 Exterior Wall =( 14 )psfx( 11 - 5.5 )( 2 )= 154 plf Interior Wall=( 10 )psfx( 11' - 5.5 )( 1 )= 55 plf Parallel Ext.Wall=( 14 )psfx( 5.5 x 0 / 25.5 )= 0 plf ParallelInt.Wall=( 10 )psfx( 5.5 x 63 / 25.5 = 136 plf TOTAL = 1045 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 Ssma„=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Fa= SOIL Rock, Fa=1.0 Si. = 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_ 0.1S4-: 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) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= co x x Kzt x PS30 x I I= 1.0 X = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs A I B C7 D E F I G I H EOH GOH (P 4.8 9.62.7 -13.8 -9. 6.9 19.3 -15.1-96 P s (ps f)14.4Ps30 23.8 -7.9 15.9 -4.5 -22.9 -14 5.9 -11.4 -32.0 -25.0 .. ... LONGITUDINAL LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 1074.119 165 --- ( 0.0 - 0.0 )xPS= 0 (SEISMIC 165: TRANSVERSE W Fx Story Shear USE WIND ZONE=> C CONTROLLING EEL (plf) (plf) (plf) (plf) FORCE(plf) 1045 161 --- ( 15.0 - 5.0 xPS= 159 SEISMIC - 161 VERSION: 2011.1 - ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: Haacker Residence @ Tradition - Lot 74 Page: 7- 91 Date: 2/14/2013 Job #: C 772 Client: Sun Vista Development Plan #: I. -STORY LATERAL ANALYSIS (ASCE?-05.& 201.0 CBC)a SIMPLIFIED METHOD, LOCATION:. DETACHED GARAGE NEXT TO PORTE COCHERE LONGITUDINAL ( L11 ) 1st STORY /\ Roof D.L. _ ( 28 )psfx( 26 )ft = 728 plf Exterior Wall =( 14 )psfx( 12 6 )( 2 )= 168 plf Hr Interior Wall=( 10 )psfx( 12 - 6 )( 0 )_ 0 plf / \ Parallel Ext.Wall=( 14 )psfx( 6 x 50 / 24 )= 175 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 24 )= 0 Dlf F1 -� TOTAL = H1 W (0= TRANSVERSE ( T11 ) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= s5 mph Exposure=. C Roof Slope= 3.0 :12 = 14.0 degrees 1st STORY I= 1.0 = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) --- ( 20.0 - 6.0 )xPs= 223 SEISMI ZONES Roof D.L. _ ( 28 )psfx( . 28 )ft Horizontal Pressures = 784 plf Overhangs A 1 Exterior Wall =( 14 )psfx( 12 - 6 )( 2 )= 168 plf s(Psf) 23.8 -7.9 15.9 -4.5 Interior Wall=( 10 )psfx( 12 - 6 )( 0 )= 0 pif Parallel Ext.Wall=( 14 )psfx( 6 x 48 / 23.5 )= 172 plf Parallel Int.Wall=( 10 )psfx( 6 x 0 / 23.5 )= 0 pif TOTAL = 1124 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 Ssmax=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 WE-) Seismic Design Category = D R= 6.5 p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY F. x SDs x p x W F= 1 STORY=1.0�F=1.2 F=1.1 2 STORY _ _> .v .,R x 1.4 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN • (ASCE 7-05 Sec. 6.4.2.1) LEVEL W (0= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= s5 mph Exposure=. C Roof Slope= 3.0 :12 = 14.0 degrees Ps= w x x Kzt x Ps30 x I I= 1.0 = 1.27 (From ASCE 7-05 Figure 6-2, Page 40) --- ( 20.0 - 6.0 )xPs= 223 SEISMI ZONES 00 Horizontal Pressures Vertical Pressures -T Overhangs s30 (Psf) A 14.4 B C D I -4.8 9.6 2.7 E I F I G H -13.8 -9.0 -9.6 -6.9 EOH GOH 19.3 -15.1 i s(Psf) 23.8 -7.9 15.9 -4.5 -22.9 -14.9 -15.9 -11.4 -32.0 -25.0 �' I'�» .. ( I s%L• LONGITUDINAL 11 LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) (Plf) FORCE(plf) 1 1071 165 --- ( 20.0 - 6.0 )xPs= 223 SEISMI TRANSVERSE LEVEL W Fx StoryShear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 1124 173 --- ( 9.0 - 0.0 )xPs=.. •143 SEISMI VERSION: 2011.1 Page: " ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Sob #: C 772 Client: Sun Vista Development Project Name: Haacker Residence @ Tradition - Lot 74 Plan #: 1 -STORY LATERAL ANALYSIS (ASCE 7-05.8 2010 CBC) /SIMPLIFIED METHOD. LOCATION: PORTE COCHERE Hr F1 -+. H1 ~i LONGITUDINAL ( L12 ) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 1st STORY Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= (.) X 2, x Kzt x Ps30 x I I = Roof D.L. _ ( 28 )psfx( 22 )ft = 616 plf Exterior Wall =( 14 )psfx( 12 6 )( 0 . )= 0 plf Interior Wall=( 10 )psfx( 12 - 6 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 6 x 22 / 22 )_ 84 plf Parallel Int.Wall=( 10 )psfx( 0 x • 0 / 22 )= 0 plf Ps(psf) 23.8 -7.9 TOTAL = 700 Dif t TRANSVERSE ( T12 ) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 V 1st STORY Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= (.) X 2, x Kzt x Ps30 x I I = Roof D.L. _ ( 28 )psfx( 22 )ft = 616 plf 1 Exterior Wall =( 14 )psfx( 12 - 6 )( 1 )= 84 plf Interior Wall=( 10 )pSfx( 12 '6 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 6 x 0 / 22 )= 0 plf Parallel Int.Wall=( 10 )psfx( 6 x 0 / 22 )= 0 plf Ps(psf) 23.8 -7.9 TOTAL = 700 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: ZIP CODE N.A. LATITUDE: LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ssmax=1.5) Actual Ss = 1.5 Design Ss = 1.5 SDs = 2/3 x Fa x Ss Sl = 0.6 SDs = 1.400 S' (ASCE 7-05 Sec. 12.14.8.1) Fa= SOIL Rock, Fa=1.0 Soil, Fa=1.4 ite 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 WF= 1 STORY=1.0 F=1.1 2 STORY v = _> v = 0.154 xwy 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 W= 1.3 (CBC -1605.3) Mean Roof Height= 19.00 ft < 60 ft Wind Velocity= 85 mph Exposure= C Roof Slope= 3.0 :12 = 14.0 degrees Ps= (.) X 2, x Kzt x Ps30 x I I = 1.0 X.= 1.27 (From ASCE 7-05 Figure 6-2, Page 40) 108 --- ( 4.5 - 0.0 )xPS= 71.5 ZONES Horizontal Pressures Vertical Pressures Overhangs lI111l:11'_^ p. A I B C D E F I G I H JEOH GOH J. f .' " i" ,.:,li ii ii' .I Ps30 (P 14.4 . -4.8 9.6 -2.7 -13.8 -9.0 -9.6 6.9 -19.3.P-25 .O I Ps(psf) 23.8 -7.9 15.9 -4.5 -22.9 -14.91-15.91 -11.4 -32.0 I' .^;,.....,f.:: ' ..''i.• LONGITUDINAL I; LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 700 108 --- ( 4.5 - 0.0 )xPS= 71.5 .(SEISMIC .; 108 . TRANSVERSE LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 700 108 --- ( 4.5 - 0.0 )xPS= 71.5(SEISMIC) •. 108 VERSION: 2011.1 r ESI•/ FM E Inc. STRUCTUR4L ENGINEERS . Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT. 74 . Page: _30- Date: 2/14/2013 Job #: C772 Client: Sun Vista Development ' Plan #: UPLIFT: L (Wall)= 3.5 ft LOAD= 1280 lbs. O.T.M.= 12804 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= 20 pSf TrbW= 12 ft FDL= 0 •. psf TrbW= 0 ft RES.MOM= 2094.8.lbs UPLIFT=(O.T.M.-R.M.)/L,yaii UPLIFT= .3060 'Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= ` 3075 lbs O.K Diaphragm Length= 50 ft SHEAR WALL DESIGN inches O.C. V= 70 (IBC 2009 / CBC 1010 / SDPWS-08) OWALL(S) @ Left side of MBR: T2 LOAD =( 186 3o WALL(S) @ Left side of Outdoor Living Area & Dining 4464 PLATE HT=, 10 ft {WALL 1= 3.50 ft OPENING= o.00 ft Walll 1= 3.50 ft} WALL2= 6.00 ft WALL 3= moo ft WALL 4= moo ft T2 LOAD =( 186 plf ( 25.0 ft/2+ 0 ) = 2325 lbs. TOTAL WALL LENGTH = 9.50 ft T3 LOAD =( 118 plf ( 19.5 ft/2+ 0 ) = 1151 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 IDS. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) _ 0 lbs. L SHEAR =. T. LOAD / L = 3476 lbs / 9.50 ft = 366 lbs/ft ANCHOR/STRAP? ANCHORCORRECTED PER HIW RATIO (SDPWS-08 Table4.3.4 )= 523 lbs/ft GOV.FORCE= SEISMIC U S E _13\ W/1/2" Dia.x 10" A.B.'S @ 24 "O/c 2511 lbs / 7.00 AB24 UPLIFT: L (Wall)= 3.5 ft LOAD= 1280 lbs. O.T.M.= 12804 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= 20 pSf TrbW= 12 ft FDL= 0 •. psf TrbW= 0 ft RES.MOM= 2094.8.lbs UPLIFT=(O.T.M.-R.M.)/L,yaii UPLIFT= .3060 'Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= ` 3075 lbs O.K Diaphragm Length= 50 ft Provide A3 Ts or H1's"@ 48 inches O.C. V= 70 plf OWALL(S) @ Left side of MBR: T2 LOAD =( 186 plf ( 48.0 ft / 2 + 0 ) = 4464 lbs. TOTAL WALL LENGTH = 6.00 ft PLATE HT= 10 ft (WALL 1= 3.50 ft OPENING= moo ftWalll 1= 3.50 ft) WALL2= 3.50 ft WALL 3= o.00 ft WALL 4= o.00 ft T2 . LOAD =( 186 plf ( 27.0 ft / 2 + o- ) = 2511 lbs. TOTAL WALL LENGTH = 7.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. ANCHOR/STRAP? ANCHOR LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ 0 IDS. "o/c LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2511 lbs / 7.00 ft 359 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4')= '512 lbs/ft GOV.FORCE= SEISMIC U S E 13 W/1/2" Dia.x 10" A.B.'S @ 24 "o/c AB24 UPLIFT: L (Wall)= 3.5 ft LOAD= 1256 lbs. O.T.M.= 12555 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= 0 psf TrbW= 0 ft RES.MOM= 1080.5 lbs UPLIFT=(O.T.M.-R.M.)/Lwa,1 UPLIFT= 3278 Ibs PROVIDE SIMPSON:.• HDU4 PER POST, CAPACITY= 4565 Ibs O.K Diaphragm Length= 22 ft Provide A35's or HI's @ 44 inches O.C. V= 114 WALL(S) @ Left side of Kit: PLATE HT= • 13 ft {WALL 1= 6.00 ft OPENING= moo ft Walli 1= 6.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T2 LOAD =( 186 plf ( 48.0 ft / 2 + 0 ) = 4464 lbs. TOTAL WALL LENGTH = 6.00 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 4/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 4464 Ibs / 6.00 ft 744 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 806 Ibs/ft '.FORCE= SEISMIC U S E 15 - W/1/2" Dia.x'10" A.B.'S @ 12 "o/c AB12 UPLIFT: L (Wall)= 6.0 ft LOAD= 4464 Ibs O.T.M.= 58032 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 13 ft= 182 Ibs RDL= 28 psf TrbW= 20 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 12020 lbs UPLIFT=(O.T.M.-R.M.)/Lwap UPLIFT= 7669 Ibs PROVIDE SIMPSON: HD68 PER POST, CAPACITY= 7870 • Ibs O.K Diaphragm Length= 21 ft Provide A35's or H1's @ 24 inches O.C. V= 213 plf VERSION 2012.1 1 Page: S ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS C772 Job #: Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-08) 40 WALL(S) @ Left side of Great Rm: PLATE HT= 10 ft {WALL 1= 6.00 ft OPENING= moo ft Walll 1= 6.00 ft) WALL2= 6.00 ft . WALL 3= o.00 ft WALL 4= o.00 ft T1 LOAD =( 305 plf ( 31.5 ft/2+ 0 ) = 4804 lbs. TOTAL WALL LENGTH = 12.00 ft T3 LOAD =( 118 plf ( .19.5 ft/2+ 0 ) = 1151 lbs. T3 LOAD =( 118 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 5954 lbs / 12.00 ft = 496 lbs/ft ANCHOR/STRAP? ANCHOR 496 lbs/ft ' GOV.FORCE= SEISMIC U S E /13\' W/1/2" Dia.x 10" A.B.'S @ 16 "o/c AB16 UPLIFT: L (Wall)= 6.0 ft LOAD= 2977 lbs. O.T.M.= 29771 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width +Floor D.L.xTrib.Width]x(S.W. Length)i /2 WALL WT= 14 psf x 10 ft= 140 lbs RDL= 28 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 3175.2 lbs UPLIFT=(O.T.M.-R.M.)/Lwa,, UPLIFT= 4433 lbs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 44 ft Provide A35's or HI's @ 36 inches O.C. V= 135 plf O5 WALL(S) @ Right side of MBR: PLATE HT= . 15 ft {WALL 1= 7.00 ft OPENING= o.00 ft Walll 7.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T2 LOAD =( 186 plf ( 25.0 ft/2+ 1.5 ) = 2604 lbs. TOTAL WALL LENGTH= 7.00 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 = 2604 lbs / 7.00 ft 372 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 TableUA )= 399 lbs/ft GOV.FORCE= SEISMIC U S E 12 W/1/2" Dia.x 10" A.B.'S @ 24 "O/c AB24 UPLIFT: L (Wall)= 7.0 ft LOAD= 2604 lbs. O.T.M.= 39060 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 15 ft= 150 lbs RDL= 28 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 4542.3 lbs UPLIFT=(O.T.M.-R.M.)/Lwau UPLIFT= 4931 Ibs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs NOT O.K. Diaphragm Length= 22 ft Provide A35's or HI's @ 44 inches O.C. V= 118 plf O WALL(S) @ Right side of Kit: PLATE HT= 17 ft (WALL 1= io.00 'ft OPENING= o.00 ft Wall 10.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T2 LOAD =( 186 plf ( 34.5 ft / 2 + 0 ) _ .3209 lbs. TOTAL WALL LENGTH= 10.00 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 = 3209 lbs / 10.00 ft 321 lbs/ft ANCHOR/STRAP? ANCHOR 321 lbs/ft GOV.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 28 "O/C AB28 UPLIFT: L (Wall)= 10.0 ft LOAD= 3209 lbs. O.T.M.= 54545 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 17 ft= 170 Ibs RDL= 28 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 10170 lbs UPLIFT=(O.T.M.-R.M.)/Lwan UPLIFT= 4437 Ibs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 10 ft Provide A35's or HI's @ 16 inches O.C. V= 321 plf VERSION 2012.1 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 SHEAR WALL DESIGN (IBC 2009 / CBC 20101 SDPWS-08) Page: Date:' 2/14/2013 Job #: C772 Client: Sun Vista Development Plan #: - 7o WALL(S) @ 'Right side of Great Rm: PLATE HT= 10 ft (WALL 1= 9.0o ft OPENING= o.00 ft Walll 1= 9.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= moo ft Ti LOAD =( 305 plf ( 31.5 ft / 2 + 0 ) _ 4804 lbs. ' TOTAL WALL LENGTH = 9.00 It T7 LOAD =( 118 plf ( 32.0 ft /.2 + 0 ) _ '1888 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 = 6692 lbs / 9.00 ft = 744 lbs/ft ANCHOR/STRAP? ANCHOR 2412 lbs / 14.00 ft 744 lbs/ft 3OV.FORCE= SEISMIC U S E Al 4 \ W/1/2" Dia_x 7D" A_'C (l 17 "n/ 172 ADI • UPLIFT: L (Wall)= 9.0 ft LOAD= 6692 lbs. O.T.M.= 66918 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= 0 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 3645 lbs UPLIFT=(O.T.M.-R.M.)/Lwa1 UPLIFT= 7030 Ibs PROVIDE SIMPSON: HDU8 PER POST, CAPACITY= 7870 lbs O.K 49 ft Provide A35's or H1's @ 36 inches O.C. V= 137 WALL(S) @ Left side of BR#2: PLATE HT= 11 ft {WALL 1= 14.00 ft OPENING= o.00 ft Walll :i= 14.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft 75 LOAD =( 182 plf ( 26.5 ft / 2 + 0 ) = 2412 lbs. TOTAL WALL LENGTH = 14.00 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 = 2412 lbs / 14.00 ft 172 lbs/ft ANCHOR/STRAP? ANCHOR 3267 lbs / 12.00 ft 272 172 lbs/ft .FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A_R_'S n 47 272 UPLIFT: L (Wall)= 14.0 ft LOAD= 2412 lbs. O.T.M.= 26527 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 Wf= 10 psf x 11 ft= 110 lbs RDL= 28 pSf TrbW= 10 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 34398 lbs UPLIFT=(O.T.M.-R.M.)/L,;,aii UPLIFT= -562 [bs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs - O.K 31 ft Provide A35's or H1's @ '48 inches O.C. V= 78 WALL(S) @ Right side of BR#2: PLATE HT= 11 ft {WALL 1= 12.00 ft OPENING=. o.00 ftWalll - = 12.00 ft) WALL2= moo ft WALL 3= o.00 ft WALL 4= - o.00 ft T5 LOAD =( 182 plf ( 14.5 ft/2+ 0 ) = 1320 lbs. TOTAL -WALL LENGTH= 12.00 ft T6 LOAD =( 236 plf ( 16.5 ft / 2 + 0 ) = 1947 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 = 3267 lbs / 12.00 ft 272 lbs/ft ANCHOR/STRAP? ANCHOR 272 lbs/ft FORCE= SEISMIC U S E 11 W/1/2" Dia.x 30" A.B.'S @ 32 "o/c AB32 UPLIFT: L(Wall)= 12.0 ft. LOAD= 3267 lbs. O.T.M.= 35932 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 11 ft= 110 lbs RDL= 28 psf TrbW= 10 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 25272 lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 888 lbs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs OX Diaphragm Length= 21 ft Provide A35's or H1's @ 32 inches O.C. V= 156 plf VERSION 2012.1 Page: -33. ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-08) 10 WALL(S) @ Left side of attached Garages: PLATE HT= 31 ft PLATE HT= 11 ft {WALL 1= 16.00 ft OPENING= o.00 ft Walll `= 16.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T6 LOAD =( 236 plf ( 23.0 ft/2+ 8 ) = 4602 lbs. TOTAL WALL LENGTH = 16.00 ft LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 Of ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 4602 lbs / 16.00 It = 288 lbs/ft ANCHOR/STRAP? ANCHOR ..... 23.00 ft 288 lbs/ft ;ov.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 32 "o/c 164 AB32 UPLIFT: L (Wall)= 16.0 ft LOAD= 4602 lbs. O.T.M.= 50622 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 11 ft= 154 lbs RDL= 28 psf TrbW=' 32 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 120960 lbs UPLIFT=(O.T.M.-R.M.)/LwaII UPLIFT= -4396 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K = 39 ftProvide A35's or H1's @ 44 inches O.C. V= 118 Of WALL(S) @ Right side of Garages: PLATE HT= 31 ft {WALL 1= 3.25 ft OPENING= o.00 ftWalll 2'= 3.25 ft} WALL2= 3.75 ft WALL 3= o.00 ft WALL 4= o.co ft T6 LOAD =( 236 plf ( 23.0 ft/2+ 0 ) = 2714 Ibs. TOTAL WALL LENGTH= 7.00 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 = 2714 Ibs / 7.00 ft 388 Ibs/ft ANCHOR/STRAP? ANCHOR/ CORRECTED PER H/W RATIO (SDPWS•08 Table4.3.4 )= 656 Ibs/ft '.FORCE= SEISMIC U S 'E 14 W/1/2" Dia.Y In" A_R'C (o) IA "../r ..... UPLIFT: L (Wall)= 3.3 ft LOAD= 1260 Ibs. O.T.M.= 13861 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 it ft= 154 Ibs RDL= 28 psf TrbW= 14 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 2595.2 lbs UPLIFT=(O.T.M.-R.M.)/LwaII UPLIFT= 3466 Ibs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K = 39 ft Provide A35's or HI's @ 48 inches O.C. V= 70 WALL(S) @ Left side of BR#3: PLATE HT= 11 ft (WALL 1= 23.00 ft OPENING= o.00 ft Walll E= 23.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T7 LOAD =( 118 plf ( 32.0 It / 2 + 0 ) = 1888 lbs. TOTAL WALL LENGTH = 23.00 ft T8 LOAD =( 194 plf ( 19.5 ft / 2 + 0 ) = 1892 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 = 3780 Ibs / 23.00 ft 164 Ibs/ft ANCHOR/STRAP? ANCHOR 164 lbs/ft '.FORCE-- WIND U S E 1U W/1/2" Dia.x 10" A_R_'S (M 1;A "n/r wnrc UPLIFT: L (Wall)= 23.0 ft LOAD= 3780 Ibs. O.T.M.= 41575 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 11 ft = 110 Ibs RDL= 20 psf TrbW= 10 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 54937 lbs UPLIFT=(O.T.M.-R.M.)/Lwa,, UPLIFT= -581 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K Diaphragm Length= 32 ft Provide A35's or HI's @ 44 inches O.C. V= 118 plf 2012.1 Page:' ESI / F M E Inc.. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - UPLIFT: L (Wall) 5.0 ft LOAD= 1066 - lbs. O.T.M.= 11726 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 11 ft= 110 lbs RDL= 28 psf TrbW= 10 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 4387.5 lbs UPLIFT=(O.T.M.-R.M.)/Lwaii , UPLIFT= 1468 Ibs Simpson HDU2 @ T-0" Shear PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= .3075 Ibs OX Wall Only Diaphragm Length= 34 ft Provide A35's or H1's @ 48 inches O.C. , ' V= 107 WALL(S) @ . Right side of BR#4: SHEAR WALL DESIGN PLATE HT= 14 ft (IBC 2009 / CBC 2010 / SDPWS-08) {WALL 1= 13.00 ft OPENING= o.00 ft 13 WALL(S) @ Left side of BR#4: 13.00 ft} PLATE HT= 11 ft {WALL 1= s.00 ft OPENING= o.00 ft Wall1 1= s.00 ft} WALL2= 12.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T9 LOAD =( 239 plf ( 14.5 ft/2+ 0 ) = 1733 IBS. TOTAL WALL LENGTH= 17.00 ft T8 LOAD =( 194 plf ( 19.5 . ft/2+ 0 ) = 1892 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + & ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 3624 lbs / 17.00 ft = 213 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 235 lbs/ft GOV.FORCE= SEISMIC U S E A0 W/1/2" Dia.x 10" A.B.'S @ 40 "o/c AB40 UPLIFT: L (Wall) 5.0 ft LOAD= 1066 - lbs. O.T.M.= 11726 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 11 ft= 110 lbs RDL= 28 psf TrbW= 10 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 4387.5 lbs UPLIFT=(O.T.M.-R.M.)/Lwaii , UPLIFT= 1468 Ibs Simpson HDU2 @ T-0" Shear PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= .3075 Ibs OX Wall Only Diaphragm Length= 34 ft Provide A35's or H1's @ 48 inches O.C. , ' V= 107 WALL(S) @ . Right side of BR#4: PLATE HT= 14 ft PLATE HT= 11 ft {WALL 1= 13.00 ft OPENING= o.00 ft WaII1 1'= 13.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T9 LOAD =( 239 plf ( 14.5 ft/2+ 0 ) = 1733 Ibs. TOTAL WALL LENGTH = 13.00 ft T10 LOAD =( 161 plf ( 26.0 ft / 2 + 0 ) = 2093 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 = 3826 Ibs / 13.00 ft 294 Ibs/ft ANCHOR/STRAP? ANCHOR Dia.x 10" A.B.'S @ 32' "O/c 294 Ibs/ft f.FoRCE= SEISMIC U S -E 11 .W/1/2" Dia.x 10" A.B.-S.@ • 28 _ "o/c AS28 UPLIFT: L (Wall)= 13.0 ft LOAD= 3826 Ibs. • O.T.M.= 42083 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 11 ft= 110 Ibs RDL= 28 psf TrbW= 9.5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 28595 lbs UPLIFT=(O.T.M.-R.M.)/Lwaii UPLIFT= 1038 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K Diaphragm Length= 33 ft Provide A35's or Hi's @ 44 inches O.C. V= 116 Dlf 15 WALL(S) @ Rear of Dining Rm: PLATE HT= 14 ft {WALL 1= 8.00 ft OPENING= o.00 ft Walll 1= 8.00 ft) WALL2= o.00' ft WALL 3= o.00 ft WALL 4= 0.00 ft L2 LOAD =( 216 plf ( 20.5 ft / 2 + 0 ) = 2214 Ibs. 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 = 2214 Ibs / 8.00 ft 277 Ibs/ft ANCHOR/STRAP? ANCHOR 277 Ibs/ft GOV.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 32' "O/c AB32 UPLIFT: L (Wall)=, 8.0 ft LOAD= 2214 Ibs. ' O.T.M.= 30996 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 14 ft= 196 Ibs RDL= 20 psf . TrbW= 4 ft FDL= 0. psf TrbW= 0 ft RES.MOM= 7948.8 lbs UPLIFT=(O.T.M.-R.M.)/Lwaii, UPLIFT= 2881 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs OX Diaphragm Length= 26 ft Provide A35's or H1's @ 48 inches O.C.' V= 87 plf VERSION 2012.1 Page: ESI / F M E Inc. Date: 4/01/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - UPLIFT: L (Wall)= 7.0 ft LOAD= ' 481 lbs. O.T.M.= 8176 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 17 ft= 170 lbs RDL= 28 psf TrbW= 4 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 6218.1 lbs UPLIFT=(O.T.M.-R.M.)/Lwao UPLIFT= 280 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K m Length= 34 ft Provide A35's or Hi's @ 48 inches O.C. V= 28 WALL(S) @ Rear of BR#2 and attached Garages: SHEAR WALL DESIGN PLATE HT= 11 ft (WALL 1= 4.50 ft OPENING= (IBC 2009 / CBC 2010 / SDPWS-08) ft WALL 3= 8.00 ft WALL 4= o.00 ft 16 WALL(S) @ Rear of Kit: plf ( 20.0 ft/2+ 0 ) = 2730. PLATE HT= 17 ft {WALL 1= 7.00 ft OPENING= o.00 ft Walll = 7.00 ft} WALL2= 7.00 ft WALL 3= o.00 ft WALL 4= o.co ft L1'20/30 LOAD =( 132.667 plf ( 14.5 ft/2+ 0 ) = 962 lbs. TOTAL WALL LENGTH = 14.00 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 = 962 lbs / 14.00 ft = 69 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 83 lbs/ft GOV.FORCE= SEISMIC U S E A0 W/1/2" Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 7.0 ft LOAD= ' 481 lbs. O.T.M.= 8176 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 17 ft= 170 lbs RDL= 28 psf TrbW= 4 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 6218.1 lbs UPLIFT=(O.T.M.-R.M.)/Lwao UPLIFT= 280 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K m Length= 34 ft Provide A35's or Hi's @ 48 inches O.C. V= 28 WALL(S) @ Rear of BR#2 and attached Garages: PLATE HT= 11 ft (WALL 1= 4.50 ft OPENING= o.00 ft Walll :•= 4.50 ft} WALL2= 4.50 ft WALL 3= 8.00 ft WALL 4= o.00 ft L5 LOAD =( 273 plf ( 20.0 ft/2+ 0 ) = 2730. Ibs. TOTAL WALL LENGTH = 17.00 ft L6 LOAD =( 139 plf ( 22.0 ft/2+ 0 ) = 1529 Ibs. HDU2 @ 4'-6" shear wall only LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. at rear of prep Kit LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L3 LOAD =( 79 L SHEAR = T. LOAD / L = 4259 Ibs / 17.00 ft 251 Ibs/ft Ibs. ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 306 Ibs/ft 583 '.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 36 "o/c 795 Ibs/ft AR36 UPLIFT: L (Wall)= 4.5 ft LOAD= 1127 Ibs. O.T.M.= 12401 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 11 ft= 154 Ibs RDL= 28 psf TrbW= 4 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 2423.9 lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 2217 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K 69 ft Provide A35's or H1's @ 48 inches O.C. V= 62 WALL(S) @ Front of Dining Rm: PLATE HT= 15 ft (WALL 1= 5.50 ft OPENING= o.00 ft Walll 1= s.so ft) WALL2= 7.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L1 LOAD =( 199 plf ( 30.0 ft / 2 + 0 ) = 2985 lbs. TOTAL WALL LENGTH= 12.50 ft L1 "20/30 LOAD =( 132.667 plf ( 14.5 ft / 2 + 0 ) = 962 Ibs. L2 LOAD =( 216 plf ( 20.0 ft / 2 + 0 ) = 2160 Ibs. L3 LOAD =( 79 plf ( 30.0 ft / 2 + 0 ) = 1185 Ibs. L SHEAR = T. LOAD / L = 7292 lbs / 12.50 ft 583 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 795 Ibs/ft '.FORCE= SEISMIC U S E 15 W/1/2" Dia.x 10" A.B.'S @ 16 "O/c AB16 UPLIFT: L (Wall)= 5.5 ft LOAD= 3208 Ibs. O.T.M.= 48126 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 15 ft= 210 Ibs RDL= 28 psf Trbw= 10 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 6670.1 lbs UPLIFT=.(O.T.M.-R.M.)/Lwau UPLIFT= . 7537 Ibs PROVIDE SIMPSON: HDU8 PER POST, CAPACITY= 7870 lbs O.K Diaphragm Length= 53 ft Provide A35's or H1'S @ 36 inches O.C. V= 138 plf 2012.1 E S I/ F M E; Inc: STRUCTURAL ENGINEERS:. Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 - Page: 6e Date: 2/14/2013 ", ' Job #: 0772 + Client: Sun Vista Development • Plan #: - SHEAR WALL DESIGN V= (IBC 2009 / CBC 2010 / SDPWS-08) plf 19 WALL(S) @ Front of BR#2 and Powder RM: PLATE HT= 11 ft (WALL 1= 12:00 ft OPENING= o.00 ft Wall1 1= 12.00 ft) WALL2=- 16.00 ft WALL 3= • o.00 ft 'WALL 4= ,o.00 ft L5 LOAD =( 273 plf ( 20.0 ft/2+ 9 ° ) _ 5187 lbs. TOTAL WALL LENGTH = 28.00 ft L6 LOAD =( 139 plf ( 39.0 ft/2+ 0 ) = 2711 lbs. LOAD=( 0 pif ( ' 0.0 ft/2+ 0 ) = 0 .c lbs. - LOAD =( 0 plf ( 0.0 ft / 2 + , 0 *, ) _ 0 lbs. L SHEAR'= T. LOAD/ L = 7898 - lbs / 28.00 ft' _ 282lbs/ft ANCHOR/STRAP? ANCHOR - _ - • .'282 Ib5/ft e GOV.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ .32 "o/c AB32 UPLIFT: 'L (Wall)= 12.0 ft i ' LOAD= 3385 • lbs. O.T.M.= 37231 ft -lbs RESISTING MOMENT = 0.9x[Bearin6 Wall Weight +Roof D.L.xTrib.Width+Floor. D.L.xTrib.Width]x(S.W. Length) /2 WALL WT= 14 psf x 11 ft = 154 lbs ' RDL= . 28 psf ' TrbW= 14 ft . "FDL= 0 • psf TrbW= 0 ft RES.MOM= 35381 lbs ' UPLIFT=(O.T.M.-R.M.)/Lwall UPLIFT= 154, IhS r PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs ' • . O.K, . Diaphragm Length= 63 ft Provide A35's or HI's @ 40 . inches O.C. V= 125 plf 20 WALL(S) @ , Front of attached Garages: PLATE HT= 11 ft y {WALL 1= 1o.00 ft. OPENING= o.00 ft Walll 1o.00,ft} WALL2= to.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L6 LOAD =( 139 plf ( 28.0. ft / 2 + 0 -) = 1946 lbs. TOTAL WALL LENGTH = 20:00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 •. ) _ -.0 ' lbs. h 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 = 1946 lbs / . 20:00 ft 91 lbs/ft ANCHOR/STRAP? ANCHOR97 " 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)= 10.0 ft LOAD= .973 ` lbs. O.T.M.= 10703 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 11 ft= 154 lbs RDL= 28 ,psf TrbW= 4 ' ft FDL= 0 psf TrbW= 0 ft RES.MOM= 11970 lbs UPLIFT=(O.T.M.-R.M.)/Lwai, UPLIFT= - -127 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A., , lbs O.K Diaphragm Length= 34 ft Provide A35's or HI's @ 48 inches O.C. V= 57 plf 21 WALL(S) @ Rear of BR#3 '' PLATE HT= "1 11 ft {WALL 1= 12.00 ft OPENING= o.00 ft Wall1 3= 12.00 ft} WALL2= 'i2:oa ft WALL 3= o.00 ftWALL 4= o.00 ft L8 LOAD =( 108 plf ( 34.0 ft'/ 2 + - 0 ) = 1836 IbS. - TOTAL WALL LENGTH = ^24.00 ft L9 LOAD =( 139 plf ( 26.0 ft / 2 + 0 ' ) _ 1807 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + A „) _ 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ 0 • lbs. L SHEAR = T. LOAD / L = 3643 lbs / 24.00 0 _ =ft 152 lbs/ft ANCHOR/STRAP? ANCHOR 152, lbs/ft GOV.FORCE= SEISMIC U S E 10 W/1/2" Dia.x-10" A+B.'8r@- -60 "o/c AB60 r l I UPLIFT: L (Wall)= 12.o ft LOAD= 1822 lbs. O.T.M.= 20037 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 11 ft = 154 lbs IRDL= 28 psf TrbW= ' 4 ft " FDL= 0:.: psf TrbW= - 0 ft RES.MOM= 17237 lbs UPLIFT=(O.T.M.-R.M.)/Lwg ' UPLIFT=_ 23.3 - ' Ib5 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A.- lbs ...0.K 'Diaphragm Length= 34 ft Provide A35's or HI's @ 48 inches O.C. V= 107' plf- VERSION 2012.1 Page: 5-7 ESI / F M E Inc. Date: 4/01/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - UPLIFT: L (Wall)= 12.0 ft LOAD= 3507 lbs. O.T.M.= 52605 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 15 ft= 210 lbs RDL= 28 psf TrbW= 12.5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 36288 lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 1360 Ib5 - PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K 27 ft Provide A35's or HI's @ 40 inches O.C. V= 130 WALL(S) @ Front of MBR: SHEAR WALL DESIGN PLATE HT= 15 ft {WALL 1= s.00 ft OPENING= (IBC 2009 / CBC 2010 / SDPWS-08) ft WALL 3= o.00 ft WALL 4= o.00 ft L2 LOAD =( 216 22 WALL(S) @ Rear of MBR: 2322 lbs. TOTAL WALL LENGTH = 5.00 ft PLATE HT= 15 ft {WALL 1= 12.00 ft OPENING= o.00 ft Walll �:= 12.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L2 LOAD =( 216. plf ( 21.5. ft/2+ 0 ) = 2322 lbs. TOTAL WALL LENGTH= 12.00 ft L3 LOAD =( 79 plf ( 30.0 ft/2+ 0 ) = 1185 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 = 3507 lbs / 12.00 ft = 292 lbs/ft ANCHORISTRAP? ANCHOR 292 lbs/ft GOV.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 32 "O/c AB32 UPLIFT: L (Wall)= 12.0 ft LOAD= 3507 lbs. O.T.M.= 52605 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 15 ft= 210 lbs RDL= 28 psf TrbW= 12.5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 36288 lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 1360 Ib5 - PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K 27 ft Provide A35's or HI's @ 40 inches O.C. V= 130 WALL(S) @ Front of MBR: PLATE HT= 15 ft {WALL 1= s.00 ft OPENING= o.00 ft Walll `'= 5.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L2 LOAD =( 216 plf ( 21.5 ft/2+ 0 ) _ 2322 lbs. TOTAL WALL LENGTH = 5.00 ft LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. h 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 = 2322 lbs / 5.00 ft 464 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 697 lbs/ft '.FORCE= SEISMIC U S E 14 W/1/2" Dia.x 10" A.B.'S @ 20 "o/c AB20 UPLIFT: L (Wall)= 5.0 ft LOAD= 2322 lbs. O.T.M.= 34830 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 15 ft = 210 lbs RDL= 28 psf TrbW= 11.5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 5985 lbs UPLIFT=(O.T.M.-R.M.)/L,aii UPLIFT= 5769 Ib5 PROVIDE SIMPSON: HDUS PER POST, CAPACITY= 6970 lbs OX 27 ft Provide A35's or HI's @ 48 inches O.C. V= 86 t4 WALL(S) @ . Between Great Rm and MBA: (WALL 1= 12.00 ft OPENING= o.00 ft Walll -"= 12.00 ft) WALL2= o.00 L1 LOAD =( 199 plf ( 53.0 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 = 5274 lbs / 12.00 ft ANCHOR/STRAP? ANCHOR //�� V.FORCE= SEISMIC U S E / 1L\ W/1/2" Dia_x 10" A_R_'S 0 7n PLATE HT= 13 ft ft WALL 3= o.00 ft WALL 4= moo ft 5274 lbs. TOTAL WALL LENGTH= 12.00 ft 0 lbs. 0 lbs. 0 lbs. 439 lbs/ft 439 lbs/ft "O/c AB20 UPLIFT: L (Wall)= 12.0 ft LOAD= 5274 lbs. O.T.M.= 68556 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 13 ft= 130 lbs RDL= 28 psf TrbW= 4 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 15682 lbs UPLIFT=(O.T.M.-R.M.)/Lwali UPLIFT= 4406 Ib5 PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 14 ft Provide A35's or HI's @ 12 inches O.C. V= 377 plf VERSION 2012.1 10] r ,. Page: 3 r ' ' ESI / FM E Inc. 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor ' D.L.xTrib.Width]x(S.W. Length)1 /2 F' WALL wT= 14 psf x 10 ft' = • 140 Ibs RDL= 28. pSf . ' - Trbw= 8 ft FDL= '0 psf Trbw= 0 Date: 2/14/2013 RES.MOM= 16380 Ibs UPLIFT=(O.T.M.-R.M.)/L,,,,, UPLIFT= 295 STRUCTURAL ENGINEERS- , ,PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX . Diaphragm Length= 32 ft Provide A35's or HI's @ 48 inches O.C. Job #: C772 , Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - HT= 10 ft *,ft WALL 3= 0.00 ft WALL 4= o.00 SHEAR WALL DESIGN L7 LOAD =( 209 .' plf ( 14.5 ft/2 + • 0 ) = 1515 'Ibs. TOTAL WALL LENGTH = 12.00 ft (IBC 2009 / CBC 2010 / SDPWS-08) 0 Ibs. LOAD =( 0 plf ( 0.0, 'ft/ 2 +_ 0 ) = 0 Ibs." LOAD =( 0 plf ( 0.0 ft/2+ 0 ) _ 25 WALL(S) @ Front of MBA: PLATE HT= 13 ft {WALL 1= s.00 ft OPENING= 0.00. ftWall1 1'= s.00 ft} WALL2= moo ft WALL 3= o.00 ft WALL 4= o.00 ft L LOAD=( 199 plf ( 22.0 ft/2t '0- ) = 2189 Ib5. TOTAL WALL LENGTH = 5_.00 ft LOAD =( 0 • Plf ( 0.0' ft/. 2 +. 0, ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0. ) _ 0 Ibs. A672 LOAD =( - 0 ' plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2189 lbs / 5.00 ft = 438 lbs/ft Ibs. O.T.M.= .15153 , ft-Ibs ANCHOR/STRAP? ANCHOR CORRECTED PER H/W RATIO (SDPWS-08 Table4.3,4 )= 569 lbs/ft GOV.FORCE= SEISMIC U S E 13 W/1/2" Dia.x'10" A.B.'S @ 20 "O/c ft ` FDL=' 0 psf Trbw=. 0 A620 RES.MOM=' 25402 Ibs UPLIFT=(O.T.M.-R.M.)/Lw.„ UPLIFT= -854 UPLIFT: L (Wall)=. 5.0 •ft - - LOAD= 2189 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A., lb's `O.K Ibs. 'O.T.M.= 28457 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width +Floor D.L.xTrib.Width]x(S.W. V= 108 Of, Length)' /2 WALL WT= 14 psf x 13 ft= 182 Ibs RDL= 28 psf Trbw= 4 ft FDL= 0 psf TrbW=- 0 ft RES.MOM= 3307.5 Ibs . UPLIFT=(O.T.M.-R.M.)/L„,ai1 UPLIFT= 5030' Ibs. PROVIDE SIMPSON: HDU8 PER POST, CAPACITY= 6970 , IbS' - O.K Diaphragm Length= 5ft Provide A35's or H1's @ 12 inches O.C. V= 438 plf 26 WALL(S) @ Rear of His Closet: ' {WALL 1=" 10.00 ft OPENING= o.00 A Walll 11 =,10.00 ft} WALL2= o.00 ft WALL3= PLATE HT= 10 ft 0.00 ft' WALL4= o.00 ft L7 LOAD =( 209. plf ( 14.5 ft/ 2 +,. 2 ) _ 1933 Ibs. TOTAL WALL LENGTH= • 10.00 ft LOAD =( 0 plf ( 0.0 • ft / 2.+ 0 ) = • 0 ' Ibs. ' h 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= 1933 Ibs / 10.00 ft 193 Ibs/ft ANCHOR/STRAP? ANCHOR 193 Ibs/ft .OV.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S @ 4'8 "o/c ' eadc UPLIFT: • L (Wall)= 10.0 ft- LOAD= 1933 RESISTING MOMENT = 1 ' ' lbs. . O.T.M.= 19333 ft-Ibs 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor ' D.L.xTrib.Width]x(S.W. Length)1 /2 F' WALL wT= 14 psf x 10 ft' = • 140 Ibs RDL= 28. pSf . ' - Trbw= 8 ft FDL= '0 psf Trbw= 0 ft RES.MOM= 16380 Ibs UPLIFT=(O.T.M.-R.M.)/L,,,,, UPLIFT= 295 Ibs , ,PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX Diaphragm Length= 32 ft Provide A35's or HI's @ 48 inches O.C. V= 60' 27 WALL(S) @ Front of His and Her Closet: "PLATE {WALL 1= i2.00 ft OPENING= o.00 ft Walll 1-:= 12.00.ft} WALL2= 'o.00 HT= 10 ft *,ft WALL 3= 0.00 ft WALL 4= o.00 ft L7 LOAD =( 209 .' plf ( 14.5 ft/2 + • 0 ) = 1515 'Ibs. TOTAL WALL LENGTH = 12.00 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 = 1515 lbs / 12.00 ft • - 126 Ibs/ft ANCHOR/STRAP? ANCHOR ' - 126 lbs/ft GOV.FORCE= SEISMIC U S E 10 W/1/2" Dia.x 10" A.B.'S @ 72 "o/c _ A672 UPLIFT: L (Wall)= 12.0 ft LOAD= 1515 RESISTING MOMENT= Ibs. O.T.M.= .15153 , ft-Ibs 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= 9 ft ` FDL=' 0 psf Trbw=. 0 ft RES.MOM=' 25402 Ibs UPLIFT=(O.T.M.-R.M.)/Lw.„ UPLIFT= -854 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A., lb's `O.K Diaphragm Length= .14 ft Provide A35's or HI's @ 48 inches O.C. V= 108 Of, - .... VERSION 2012.1 ESI / F ME Inc. Page:Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-OB) 28 WALL(S) @ Front of BR#3: PLATE HT= 11 ft {WALL 1= s.00 ff OPENING= o.00 ft Walli ' = 8.00 ft} WALL2= o.00 ft WALL 3= moo ft WALL 4= moo ft L8 LOAD =( 108 plf ( 24.0 ft/2+ 0 ) = 1296 Ibs. 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 = 1296 lbs / 8.00 ft = 162 Ibs/ft ANCHOR/STRAP? ANCHOR�\ 299 Ibs/ft '.FORCE= SEISMIC U S E 11 162 lbs/ft ;OV.FORCE= SEISMIC U S E / l0 \ W/1 /7" niw x 1n^ e R -c n rc ,-I- UPLIFT: . L (Wall)= 8.0 ft LOAD= 1296 Ibs. O.T.M.= 14256 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 11 ft = 154 Ibs RDL= 28 psf TrbW= 10 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 12499 lbs UPLIFT=(O.T.M.-R.M.)/LwaII UPLIFT= 220 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX = 20 ft Provide A35's or H1's @ 48 inches O.C. V= 66 29 WALL(S) @ Rear of Casita BR#5 PLATE HT= 11 ft (WALL 1= 3.so ft OPENING= o.00 ft Walll 1= 3.50 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L10 LOAD =( 165 plf ( 15.0 ft / 2 + 0 ) = 1238 Ibs. TOTAL WALL LENGTH = 3.50 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. h 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 = 1238 Ibs / 3.50 ft 354 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SDPWS-08 Table4.3.4 )= 556 Ibs/ft ;OV.FORCE= SEISMIC U S E 13 W/1/2" Dia.x 10" A B 'S @ 24 "o/c 0 AB24 UPLIFT: L (Wall)= 3.5 ft LOAD= 1238 Ibs. O.T.M.= 13613 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 11 ft = 154 Ibs RDL= 28 psf TrbW= 9 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 2238.1 lbs UPLIFT=(O.T.M.-R.M.)/Lwan UPLIFT= 3250 Ibs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 Ibs O.K 25 ft Provide A35's or HI's @ 48 inches O.C. V= 50 WALL(S) @ Front of Casita Living Rm: PLATE HT= 11 ft (WALL 1= 16.00 ft OPENING= o.00 ft Walll `'= 16.00 ft} WALL2= .moo ft WALL 3= moo ft WALL 4= o.00 ft L10 LOAD =( 165 plf ( 21.0 ft / 2 + 0 ) = 1733 Ibs. TOTAL WALL LENGTH = 16.00 ft 1-9 LOAD =( 139 plf ( 22.0 ft / 2 + 0 ) = 1529 Ibs. BR#4-L9 LOAD =( 139 plf ( 22.0 ft / 2 + 0 ) = 1529 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 4791 Ibs / 16.00 ft 299 Ibs/ft ANCHOR/STRAP? ANCHOR 299 Ibs/ft '.FORCE= SEISMIC U S E 11 W/1/2" Dia.X 10" A.B.'S @ 28 "o/c AB28 UPLIFT: L (Wall)= 16.0 ft LOAD= 4791 Ibs. O.T.M.= 52696 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 11 ft= 154 Ibs RDL= 28 psf TrbW= 13 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 59674 lbs UPLIFT=(O.T.M.-R.M.)/Lwau UPLIFT= -436 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX Diaphragm Length= 52 ft Provide A35's or H1's @ 48 inches O.C. V= 92 plf VERSION 2012.1 Page: ESI / F M E -Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS .lob #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - UPLIFT: L (Wall)= 1o.0 ft LOAD= 3826 SHEAR WALL DESIGN RESISTING MOMENT = 0.9413earing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x (IBC 2009 / CBC 2010 / SDPWS-08). ft FDL= 0 p TrbW= 0 ft RES.MOM= 16740 lbs 31 WALL(S) @ Front of BR#4 and BA#5: Ibs. PLATE HT= 10 ft {WALL 1= 6.00 ft OPENING= o.00 ftWalll E = 6.00 ft} WALL2= 8.00 ft WALL 3= o.00 ft WALL 4= 0.00 ft L10 LOAD =( 165 plf ( 6.0 ft/2+ 0 ) = 495 IBS. TOTAL WALL LENGTH = 14.00 ft L9 LOAD =( 139 plf ( 6.0 ft/2+ 0 ) _ PLATE HT= 12 ft ft WALL 3= o.00 ft WALL 4= o.00 ft Ibs. BR#4-L9 LOAD =( 139 plf ( 6.0 ft/ 2 + 0 ) = .'417 417 Ibs. LOAD =(. 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD/ L = 1329 lbs / 14.00 ft = 95 Ibs/ft ANCHOR/STRAP? ANCHOR 248 Ibs/ft 95 Ibs/ft GOV.FORCE= SEISMIC U S E 10 W/1/2" Dia.X 10" A.B.'S @ 72 "o/c AB72 AB36 UPLIFT: L (Wall)= 6.0 ft LOAD= 570 ft LOAD= 866 lbs. O.T.M.= 5696 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. 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 Ibs ' RDL= 28 psf TrbW= 5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 4536 Ibs UPLIFT=(O.T.M.-R.M.)/Lwaii UPLIFT= 193 Ibs O.K PROVIDE SIMPSON: NOT REQUIRED PER POST, -CAPACITY= N.A. Ibs O.K ' Diaphragm Length= 52 ft Provide A35's or HI's @ 48 inches 0 C V= 26 plf 32 WALL(S) @ Left side of Casita BR#6: {WALL 1= 10.00 ft OPENING= moo ftWalll 1= 10.00 ft} WALL2= o.00 PLATE HT= 12 ft' ft . WALL 3= o.00 ft WALL 4= o.00 ft T9 LOAD =( 239 T10 plf ( 14.5 ft/2 + 0 ) = 1733 Ibs. TOTAL WALL LENGTH = 10.00 ft LOAD =( 161 plf ( 26.0 ft/2+ 0 ) = 2093 Ibs. h 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 = 3826 lbs / . 10.00 ft 383, Ibs/ft ANCHOR/STRAP? ANCHOR 383 lbs/ft ;OV.FORCE= SEISMIC U S E / 1Z \ w/1 /7,, nin v In" A n -c n - _ . _ UPLIFT: L (Wall)= 1o.0 ft LOAD= 3826 Ibs. O.T.M.= 45909 ft-Ibs RESISTING MOMENT = 0.9413earing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 12 ft= 120 Ibs RDL= 28 psf TrbW= 9 ft FDL= 0 p TrbW= 0 ft RES.MOM= 16740 lbs UPLIFT=(O.T.M.-R.M.)/L„,aii UPLIFT= 2917 Ibs. PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K Diaphragm Length= 26 ft Provide A35's or. Hi's @ 36 inches O.C. V= . 147 plf 33 WALL(S) @ Right.side of Casita BR#6: {WALL 1= 3.50 ft OPENING= o.00 ft Walll 3.50 ft} WALL2= 3.So PLATE HT= 12 ft ft WALL 3= o.00 ft WALL 4= o.00 ft T9 LOAD =( 0 239 plf ( 14.5 ft / 2 + 0 ) = 1733 Ibs. TOTAL WALL LENGTH = 7.00 ft LOAD_( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. 0 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 = 1733 Ibs / 7.00 ft 248 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER H/W RATIO (SDPWS-08 Table4.3.4 )= 424 Ibs/ft GOV.FORCE= SEISMIC U S E 12 W/1/2" Dia.x 10" A.B.'S @ 36 "o/c AB36 UPLIFT: L (Wall)= 3.5 ft LOAD= 866 lbs. O.T.M.= 10397 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' WALL WT= 14 psf x 12 ft= 168 lbs RDL= 28 psf TrbW= 9 /2 ft FDL= 0 TrbW= RES.MOM= 2315.j lbs UPLIFT=(O.T.M.-R.M.)/Lwd UPLIFT= 2309 Ibs psf 0 ft PROVIDE SIMPSON: HDU2 . PER POST, CAPACITY= 3075. Ibs O.K Diaphragm Length= 26 ft Provide A35's or Hi's @ 48 inches O.C. V= _ 67 plf VERSION 2012.1 - Page: I ESI / F M E Inc. Date: 2/20/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sunlite Development Project Name: Finegan Residence @ The Hideaway - Lot 251 Plan #: 1 .JI ILr-%IN* VVPYLLL LLJIVIV VVI I'll I Ir11\V Y: 1 WALL(S) @ Left side of Detached Garage: B 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)= 1.50 0.00 0.00 0.00 0.00 0.00 = 1.50 ft T11 LOAD = 173.00 lbs / ft) ( 23.0 ft/2 + 0 ) = 1990 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 = 1990 lbs CAPACITY OF HARDY FRAMES = ( 1 ) X 2265 = 2265 lbs > 1990 lbs O.K. T USE ( 1 ) HARDY FRAME MODEL: HFX 18 x 8 11/8 STD UPLIFT: L( Wall) = 1.50 ft Plate Height = 8.00 ft. LOAD = 1990 lbs. 0. T. M. = 15916 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. Floor Trib.W S.W.Length SEISMIC -Controlling Ford28 2 24 0 1.50 ^2/2 = 170 ft -lbs UPLIFT=(OTM-RM)/L= 15916 - 170 / 1.28 = 12289 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 16605 lbs. > 12289 lbs. O.K. 35 WALL(S) @ Right and Left side Porte Cochere: S.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WALL LENGTHS (f)= 1.50 1.5 0 0 0 0 = 3.00 ft T12 LOAD 108.00 lbs / ft) ( 19.5 ft/2 + 0 ) = 1053 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 = 1053 lbs CAPACITY OF HARDY FRAMES = ( 1 ) X 1855 = 1855 lbs > 1053 lbs O.K. T USE ( 1 ) HARDY FRAME MODEL: HFX 18x 10 11/8 STD UPLIFT: L( Wall) = 1.50 ft Plate Height = 10.00 ft. LOAD = 527 lbs. 0. T. M. = 5265 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'l Floor D.L. I Floor Trib.WJ S.W.Length SEISMIC -Controlling Forc 28 2 1 24 1 0 1 .1.50 ^2/2 = 198 ft -lbs UPLIFT=(OTM-RM)/L= 5265 - 198 / 1.28 = 3954 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = • 28260 lbs. > 3954 lbs. O.K. 8 36 WALL(S) @ Rear of Porte Cochere: S.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WALL LENGTHS (ft)= 1.50 0 0 0 0 0 = 1.50 ft L12 LOAD = 108.00 lbs / ft) ( 16.00 ft / 2 + 0.00) = 864 lbs. LOAD = 0.00 lbs / ft) ( 0.00 ft./ 2 + 0.00) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.00 ft / 2 + 0.00) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.00 ft / 2 + 0.00) = 0 lbs. TOTAL LOAD, = 864 lbs CAPACITY OF.HARDY FRAMES = ( 1 ) X 1855 = 1855 lbs >, 864 lbs O.K. T USE ( 1 ) HARDY FRAME MODEL: HFX 18 x 10 11/8 STD UPLIFT: L( Wall) = 1.50 ft Plate Height = 10.00 ft. LOAD = 864 lbs. 0. T. M. = 8640 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 I Floor D.L. I FloorTrib.W S.W.Length SEISMIC <=Controlling Forci 28 10 1 24 0 1.50 ^2/2 = 425 ft -lbs UPLIFT=(OTM-RM)/L= 8640 - 425 / 1.28 = 6412 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 16755 lbs. > 6412 lbs. O.K. VERSION: 2012.1 HAACKER RESIDENCE @ TRADITIONS LOT 74 Combined Footing File=11esi-fine-llenglFILES1C7721EUE4G4—B1c772.ec6 ENERCALC, INC. 1983.2013, Build:6.13.1.31, Ver.6.11.11.30 Analysis/Design Settings Description : SW#34: Grade Beam analysis: Code References . Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7710 Load Combinations Used: ASCE 7-10 Min Allow % Temp Reinf (based on thick) General Information Min. Overturning Safety Factor Material Properties Min. Sliding Safety Factor fc : Concrete 28 day strength 2.50 ksi fy : Rebar Yield 40.0 ksi Ec : -Concrete Elastic Modulus 3122 ksi Concrete Density 145 pcf :Phi Values Flexure : 0.9 Shear : 0.75 Soil Information Allowable pressure increase per foot when maximum length or width is greater than Allowable Soil Bearing 1.50 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf 1.50 ksf ('Allowable Soil Bearing adjusted for footing weight and Coefficient of Soil/Concrete Friction 0.3 File=11esi-fine-llenglFILES1C7721EUE4G4—B1c772.ec6 ENERCALC, INC. 1983.2013, Build:6.13.1.31, Ver.6.11.11.30 Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on 'd') Min Allow % Temp Reinf (based on thick) 0.0018 Min. Overturning Safety Factor 1 : 1 Min. Sliding Safety Factor 1 : 1 Soil Bearing Increase As Footing base depth below soil surface ft Increases based on footing Depth .... Bars left of Col #1 12 in Allowable pressure increase per foot ksf when base of footing is below it Increases based on footing Width ... 1 ft Allowable pressure increase per foot when maximum length or width is greater than ksf It Maximum Allowed Bearing Pressure 10 ksf ,A.value of zero implies» o limit) 0.7776 in^2 Adjusted Allowable Soil Bearing 1.50 ksf ('Allowable Soil Bearing adjusted for footing weight and Top Bars depth & width increases as specified by user.) 5 .Dimensions & Reinforcing Distance Left of Column #1 = 1 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 10.0 ftSq. Dim. = 12 Bars left of Col #1 12 in Count Size # Actual Req'd Distance Right of Column #2 = 1 ft Height = in Bottom Bars 3.0 5 0.930 0.7776 in^2 Total Footing. Length = 12.0 ft Top Bars 3.0 5 0.930 .0.0 in^2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 3.0 5 0.930 0.7776 in12 . Footing Thickness = 24.0 in Top Bars 3 5 0.930 0.7776 in^2 Rebar Center to Concrete Edge @Top = 3 in Bars Right of Col.#2Bottom Bars 3 5 0.930 0.7776 in Rebar Center to Concrete Edge @Bottom = 3 in Top Bars 3 5 0.930 0.0 in^2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.50 k Moment (+CW) = . 2230 k -ft Shear (+X) _ k Applied @ Right Column Axial Load Downward = 0.50 'k Moment (+CW) _'k -ft Shear (+X) _ k - Overburden = -t'`5+ _ ... C? (V^ 145 3-#5 #51 1 OI 10,_0„ ! ; r 0„I . .. _ .. .. .... 12,_0„ I HAACKER RESIDENCE @ TRADITIONS LOT 74 Combined FootingFIe=11esi-fine-llenglFILESIC7721EUE4G4-B1c772.ec6 Distance Load Combination... Mu from left 0.6D+0.7E 0.000 0.000 ENERCALC, INC. 1983-2013, Build:6.13.1.31, Ver:6.11.11.30 0.000 0.040 +1.40D+1.60H 0.000 0.080 +1.40D+1.60H Description : SW#34: Grade Beam analysis: 0.120 +1.40D+1.60H 0.001 0.160 DESIGN SUMMARY 0.002 0.200 +1.40D+1.60H - • .' Ratio Item 0.005 Applied Capacity Governing Load Combination 0.320 PASS 0.6063 Soil Bearing 0.008 0.9094 ksf 1.50 ksf +0.60D+0.70E+0:60H 0.400 PASS 1.434 Overturning 0.011 15.610 k -ft 22.392 k -ft 0.6D+0.7E 0.480 PASS No Sliding Sliding 0.016 0.0 k 1.866 k No Sliding Min Temo % PASS No Uplift Uplift 57.233 0.0 k 0.0 k No Uplift Min Temo % PASS 0.08076 1 -way Shear - Col #1 57.233 6.057 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H Min Temo % PASS 0.08076 1 -way Shear - Col #2 57.233 6.057 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H Min Temo % PASS 0.003025 2 -way Punching - Col #1 57.233 0.4538 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Min Temo % PASS 0.006187 2 -way Punching - Col #2 57.233 0.9280 psi 150.0 psi +0.90D+E+0.90H Min TemD % PASS No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft NIA . Min TemD % PASS 0.000235 Flexure - Left of Col #1 - Bottom 0.01344 k -ft 57.233 k -ft +1.40D+1.60H Min TemD % PASS 0.02446 Flexure - Between Cols - Top -1.40 k -ft 57.233 k -ft +1.40D+1.60H PASS 0.3776 Flexure - Between Cols - Bottom 21.614 k -ft 57.233 k -ft +0.90D+E+0.90H PASS No Bending Flexure - Right of Col #2 - Top 0.0 k -ft 0.0 k -ft. NIA PASS 0.002839 Flexure - Right of Col #2 - Bottom 0.1625 k -ft 57.233 k -ft +0.90D+E+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from FlIg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+L+H 6.22 k' 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+Lr+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+S+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+0.750Lr+0.750L+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+0.750L+0.750S+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+0.60W+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+0.70E+H 6.22 k 2.510 ft 0.00 ksf 0.79 ksf 1.50 ksf 0.527 +D+0.750Lr+0.750L+0.450W+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+0.750L+0.750S+0.450W+H 6.22 k 0.000 ft 0.35 ksf 0.35 ksf 1.50 ksf 0.230 +D+0.750L+0.750S+0.5250E+H 6.22 k 1.882 ft 0.02 ksf 0.67 ksf 1.50 ksf 0.446 +0.60D+0.60W+0.60H 3.73 k 0.000 ft 0.21 ksf 0.21 ksf 1.50 ksf 0.138 +0.60D+0.70E+0.60H 3.73 k 4.183 ft 0.00 ksf 0.91 ksf 1.50 ksf 0.606 Overturning Stability 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 Moments about Right Edge k -ft Overturning Resisting Ratio 0.00 0.0.0 999.000 15.61 22.39 1.434 Resisting Force Sliding SafetyRatio 1.87 k 999 1.12 k 999 Tension Distance Load Combination... Mu from left 0.6D+0.7E 0.000 0.000 +1.40D+1.60H. 0.000 0.040 +1.40D+1.60H 0.000 0.080 +1.40D+1.60H 0.001 0.120 +1.40D+1.60H 0.001 0.160 +1.40D+1.60H 0.002 0.200 +1.40D+1.60H 0.003 0.240 +1.40D+1.60H 0.005 0.280 +1.40D+1.60H 0.006 0.320 +1.40D+1.60H 0.008 0.360 +1.40D+1.60H 0.009 0.400 +1.40D+1.60H 0.011 0.440 +1.40D+1.60H 0.013 0.480 +1.40D+1.60H 0.016 0.520 Moments about Right Edge k -ft Overturning Resisting Ratio 0.00 0.0.0 999.000 15.61 22.39 1.434 Resisting Force Sliding SafetyRatio 1.87 k 999 1.12 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 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min Temp % 0.930 57.233 0.000 Boftom 0.778 Min TeMD % 0.930 57.233 0.000 Bottom 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min Temo % 0.930 57.233 0.000 Bottom 0.778 Min TemD % 0.930 57.233 0.000 Bottom 0.778 Min TemD % 0.930 57.233 0.000 Bottom 0.778 Min TemD % 0.930 57.233 0.000 HAACKER RESIDENCE @ TRADITIONS .LOT 74 j Combined Footing Description : SW#34: Grade Beam analysis: Footing Flexure - Maximum Values for Load Combination File = Ilesl-fine-Meng\FILES1C7721EUE4G4-B1c772.ec6 ENERCALC, INC. 1983-2013, Build:6.13.1.31, Ver.6.11.11.30 Distance Tension s Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I P_ hiMn +0.90D+E+0.90H 0.852 10.800 Bottom 0.778 Min TemD % 0.930 57.233 0.015 +0.90D+E+0.90H 0.804 10.840 Bottom 0.778 Min TemD % 0.930 57.233 0.014 +0.90D+E+0.90H 0.757 10.880 Bottom 0.778 Min Temp % 0.930 57.233 0.013 +0.90D+E+0.90H 0.711 10.920 ` Bottom • - 0.778 • Min Temp % 0.930 57.233 0.012 +0.90D+E+0.90H 0.666 10.960 Bottom 0.778, Min Two % 0.930 57.233, 0.012 +0.90D+E+0.90H 0.622. 11.000 Bottom 0.778 , Min Temp %' 0.930 57.233 . 0.011 +0.90D+E+0.90H 0.580 11.040 Bottom 0.778 + Min Temp % 0.930 57.233 0.010 +0.90D+E+0.90H 0.538 11.080 Bottom 0.778 'Min TemD %.. 0.930 57.233 0.009 +0.90D+E+0.90H 0.498 11.120 Bottom _ 0.778 Min TemD % 0.930 57.233 0.009 +0.90D+E+0.90H 0.459 11.160 Bottom 0.778 Min TemD % 0.930 57.233 0.008 +0.90D+E+0.90H 0.421 11.200 Bottom 0.778 Min Temp % 0.930 57.233 0.007 +0.90D+E+0.90H 0.384 11.240. Bottom 0.778 Min Temp % 0.930 57.233 0.007 +0.90D+E+0.90H 0.348 11.280 Bottom 0.778 Min TemD % 0.930 57.233 0.006 +0.90D+E+0.90H 0.314 11.320 Bottom 0.778 Min TemD % 0.930 57.233 0.005 +0.90D+E+0.90H 0.281 11.360 Bottom : 0.778 Min Temo % 0.930 57.233 0.005 +0.90D+E+0.90H 0.249 .11.400 Bottom 0.778 Min Temp % 0.930 57.233 . 0.004 +0.90D+E+0.90H 0.219 11.440 Bottom 0.778 Min.TemD % 0.930 57.233 0.004 +0.90D+E+0.90H 0.190 11.480 Bottom 0.778 Min Temp % 0.930 57.233 0.003 +0.90D•*E+0.90H 0.162 11.520 Bottom 0.778 Min TemD % 0.930 57.233 0.003 +0.90D+E+0.90H 0.137 11.560 Bottom 0.778 Min Temo % 0.930 57.233 0.002 +0.90D+E+0.90H 0.113 111.600 Bottom ' 0.778 Min TemD % 0.930 57.233 0.002 +0.90D+E+0.90H 0.092 11.640 Bottom 0.778 Min Temp %, 0.930 .57.233 0.002 +0.90D+E+0.90H 0.073 11.680 Bottom 0.778 Min Temp % 0.930 57.233 . 0.001 +0.90D+E+0.90H 0.056 11.720- 'Bottom 0.778 Min TemD % 0.930 57.233 0.001 +0.90D+E+0.90H 0.041 11.760 Bottom 0.778 Min Temp % 0.930 57.233 0.001 +0.90D+E+0.90H 0.029 11.800 Bottom 0.778 Min TemD % 0.930 57.233 0.001 +0.90D+E+0.90H 0.018 11.840 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +0.90D+E+0.90H 0.010 11.880 Bottom . 0.778 Min Temo % 0.930 57.233 0.000 +0.90D+E+0.90H 0.005 11.920 Bottom 0.778 Min TemD %,- 0.930 57.233 0.000 +0.90D+E+0.90H 0.001 11.960 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +0.90D+E+0.90H 0.000 12.000 ' 0 0.000 0 1 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 +1.40D+1.60H 75.00 psi 0.87 Psi 0.87 psi" 150.00 Psi - 0.09psi +1.20D+0.50Lr+1.60L+1.60H 75.00 psi 0.74 psi 0.74 psi 150.00 psi 0.08psi 0.08 psi +1.20D+1.60L+0.50S+1.60H 75.00 psi 0.74 psi 0.74 psi 150.00 psi 0.080si 0.08 psi +1.20D+1.60Lr+0.50L+1.60H 75.00 psi 0.74 psi 0.74 psi 150:00 psi 0.08psi 0.08 psi +1.20D+1.60Lr+0.50W+1.60H 75.00 psi 0.74 psi 0.74 psi 150.00 psi 0.08psi 0.08 psi +1.20D+0.50L+1.60S+1.60H 75.00 psi 0.74 psi 0.74 psi • 150.00 psi 0.08psi 0.08 psi +1.20D+1.60S+0.50W+1.60H 75.00 psi 0.74 psi 0.74 psi 150.00 psi 0.08psi 0.08 psi +1.20D+0.50Lr+0.50L+W+1.60H 75.00 psi 0.74 psi 0.74 psi'' 150.00 psi 0.08psi 0.08 psi +1.20D+0.50L+0.50S+W+1.60H -75.00 psi 0.74 psi -` 0.74 psi 150.00 psi 0.08psi 0.08 psi- +1.20D+0.50L+0.20S+E+1.60H 75.00 psi 6.06 psi 6.06 psi 150.00 psi 0.45psi 0.77 psi ' +0.90D+W+0.90H 75.00 psi 0.56 psi 0.56 psi 150.00 psi 0.06psi 0.06 psi +0.90D+E+0.90H 75.00 psi 4.56 psi 4.56 psi 150.00 Psi. 0.34psi 0.93 psi s HAACKER RESIDENCE @ TRADITIONS LOT 74 Combined Footing Description : SW#35: Grade Beam analysis: Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-05 As General Information Count Material Properties Actual fc : Concrete 28 day strength 2.5 ksi . fy : Rebar Yield 40 ksi Ec : Concrete Elastic Modulus 3122 ksi Concrete Density . 145 pd :.Phi Values Flexure : 0.9 Shear : 0.75 Soil Information Allowable Soil Bearing 1.5 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf 0.7776 in^2 Top Bars Coefficient of Soil/Concrete Friction 0.3 Dimensions & Reinforcing File=11esi-fine-llenglFILESIC7721EUE4G4-BIc772.ec6 ENERCALC, INC. 1983-2013, Build:6.13.1.31, Ver.6.11.11.30 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth .... Allowable pressure increase per foot when base of footing is below Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth 8 width increases as specified by user.) Distance Left of Column #1 = 1 ft Pedestal dimensions... Col #1 Col #2 Between Columns = 14.0 ft Sq„Dim. = 12 12 in Distance Right of Column #2 = 1 ft Height = in Total Footing Length 16.0 ft Footing Width = 1.5 ft Footing Thickness = 24 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column D Axial Load Downward = Moment (+CW) _ Shear (+X) _ Applied @ Right Column Axial Load Downward = Moment (+CW) _ Shear (+X) _ Overburden = 3 in 3 in Yes No 0.0018 1:1 1:1 ft ksf ft ksf ft 10 ksf 1.50 ksf Lr L S W E H 0.5 k 14.740 k -ft k 0.5 k k -ft k a — #s441 N 345 345 3_#5 0, 14,_0„ MOI , 16,_0„ I As As Bars left of Col #1 Count Size # Actual Req'd Bottom Bars 3.0 5 0.930 0.7776 in^2 Top Bars 3.0 5 0.930 0.0 in^2 Bars Btwn Cols Bottom Bars 3.0 5 0:930 0.7776 in^2 Top Bars 3 5 0.930 0.7776 in^2 Bars Right of Col #2 Bottom Bars 3 5 0.930 0.7776 in^2 Top Bars 3 5 0.930 0.0 in^2 Lr L S W E H 0.5 k 14.740 k -ft k 0.5 k k -ft k a — #s441 N 345 345 3_#5 0, 14,_0„ MOI , 16,_0„ I HAACKER RESIDENCE @ TRADITIONS L,OT 74 W I Combined Footing File =llesi-fine-Meng1FILES1C7721EUE4G4-B1c772.ec6 ENERCALC, INC. 1983-2013, Build:6.13.1.31, Ver:6.11.11.30 i Description : SW#35: Grade Beam analysis: DESIGN SUMMARY _...._.._.... _......__...... _ r - Ratio Item Applied Capacity Governing Load Combination PASS 0.3282 Soil Bearing 0.4923 ksf . 1.50 ksf +D+0.70E+H PASS 3.703 Overturning 10.318 k -ft 38.208 k -ft 0.6D+0.7E PASS No Sliding Sliding 0.0 k 2.388 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.04408 1 -way Shear - Col #1 3.306 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.04408 1 -way Shear - Col #2 3.306 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.001380 2 -way Punching - Col #1 0.2069 psi 150.0 psi +0:90D+E+1.60H PASS 0.002115 2 -way Punching - Col #2 0.3173 psi 150.0 psi +1.20D+0.50L+0.20S+E PASS No Bending Flexure - Left of Col #1 - Top 1 0.0 k -ft 0.0 k -ft N/A PASS 0.000176 Flexure - Left of Col #1 - Bottom 0.01008 k -ft 57.233 k -ft +1.40D PASS 0.03669 Flexure - Between Cols - Top -2.10 k -ft 57.233 k -ft +1.40D PASS 0.2477 Flexure - Between Cols - Bottom 14.175 k -ft 57.233 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 0.000832 Flexure - Right of Col #2 - Bottom 0.04764 k -ft 57.233 k -ft +1.20D+0.50L+0.20S+E Soil Bearing Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total gearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+L+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+I-r+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+S+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+0.750Lr+0.750L+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+0.750L+0.750S+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf . 0.221 +D+W+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+0.70E+H 7.96 k. 1.296 ft 0.17 ksf 0.49 ksf 1.50 ksf 0.328 +D+0.750Lr+0.750L+0.750W+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+0.750L+0.750S+0.750W+H 7.96 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.221 +D+0.750Lr+0.750L+0.5250E+H 7.96 k 0.972 ft 0.21 ksf 0.45 ksf 1.50 ksf 0.301 +D+0.750L+0.750S+0.5250E+H 7.96 k 0.972 ft 0.21 ksf 0.45 ksf 1.50 ksf 0.301 +0.60D+W+H 4.78 k 0.000 ft 0.20 ksf 0.20 ksf 1.50 ksf 0.133 +0.60D+0.70E+H 4.78 k 2.160 ft 0.04 ksf 0.36 ksf 1.50 ksf 0.240 Overturning Stability Moments about Left Edge k -ft Moments -ab . o .. u . tRight Edge k -ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.6D+0.7E 0.00 0.00 0.00 0.00 999.000 0.00 0.00 999.000 10.32 38.21 999.000 3.703 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding Safety Ratio D 0.00 k 2.39 k 999 0.6D+0.7E 0.00 k 1.43, k 999 Footing Flexure - Maximum Values for Load Combination Distance Tension , Governed Load Combination... Mu from left Side As Req'd by Actual As Ph_i*Mn Mu I PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D 0.000 0.053 Bottom 0.778 Min Temo % '0.930 57.233 0.000 +1.40D 0.000 0.107 Bottom 0.778 Min TemD % 0.930 57.233 0.000 +1.40D 0.001 0.160 Bottom 0.778 Min Temo % 0.930 57.233 0.000 +1.40D 0.002 0.213 Bottom 0.778 Min Temo % 0.930 57.233 0.000 +1.40D 0.003 0.267 Bottom 0.778 Min TemD % 0.930 57.233 0.000 +1.40D. 0.004 0.320 Bottom 0.778 Min Temo % 0.930 57.233 0.000 +1.40D 0.006 0.373 Bottom 0.778 Min Temo % 0.930 57.233 0.000 +1.40D 0.008 0.427 Bottom 0.778 Min Temo % 0.930 57.233 0.000 +1.40D 0.010 0.480 Bottom 0.778 Min Temo % 0.930 57.233 0.000 +1.40D 0.012 0.533 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.40D 0.012 0.587 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.40D 0.011' 0.640 Bottom -0,778 Min TemD % 0.930 57.233 .0.000 HAACKER RESIDENCE @ TRADITIONS LOT 74 Combined Footlnl.g He=llesi-fine-llengTILES1C7721EUE4G4-BIc772.ec6 ; ENERCALC, INC. 1983-2013, Build:6.13.1.31, Ver;6.11.11.30 Description : SW#35: Grade Beam analysis: 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 1 PhiMn +1.40D -0.338 14.347 Top 0.778 Min Temp % 0.930 57.233 0.006 +1.40D -0.308 14.400 Top 0.778 Min Temp % 0.930 57.233 0.005 +1.40D -0.278 14.453 TOD 0.778 Min Temp % 0.930 57.233 0.005 +1.40D -0.248 14.507 Top 0.778 Min TemD % 0.930 57.233 0.004 +1.40D -0.219 14.560 Too 0.778 Min TemD % 0.930 57.233 0.004 +1.40D -0.191 14.613 TOD 0.778 Min Temp % 0.930 57.233 0.003 +0.90D+E+1.60H 0.184 14.667 Bottom 0.778 Min TemD % 0.930 57.233 0.003 +0.90D+E+1.60H 0.177 14.720 Bottom 0.778 Min Temp % 0.930 57.233 0.003 +0.90D+E+1.60H 0.170 14.773 Bottom 0.778 Min TemD % 0.930 57.233 0.003 +0.90D+E+1.60H 0.163 14.827 Bottom 0.778 Min Temp % 0.930 57.233 0.003 +0.90D+E+1.60H 0.155 14.880 Bottom 0.778 Min TemD % 0.930 57.233 0.003 +0.90D+E+1.60H 0.148 14.933 Bottom 0.778 Min TemD % 0.930 57:233 0.003 +0.90D+E+1.60H 0.139 14.987 Bottom 0.778 Min Temp % 0.930 57.233 0.002 +0.90D+E+1.60H 0.131 15.040 Bottom 0.778 Min TemD % 0.930 57.233 0.002 +0.90D+E+1.60H 0.123 15.093 Bottom 0.778 Min Temp % 0.930 57.233 0.002 +0.90D+E+1.60H 0.114 15.147 Bottom 0.778 Min TemD % 0.930 57.233 0.002 +0.90D+E+1.60H . 0.105 15.200 Bottom 0.778 Min TemD % 0.930 57.233 0.002 +1.20D+0.50L+0.20S+E 0.096 15.253 Bottom 0.778 Min Temp % 0.930 57.233 0.002 +1.20D+0.50L+0.20S+E 0.087 15.307 Bottom 0.778 Min TemD % 0.930 57.233 0.002 +1.20D+0.50L+0.20S+E 0.078 15.360 Bottom 0.778 Min TemD % 0.930 57.233 0.001 +1.20D+0.50L+0.20S+E 0.069 15.413 Bottom 0.778 Min Temp % 0.930 57.233 0.001 +1.20D+0.50L+0.20S+E 0.058 15.467 Bottom 0.778 Min TemD % 0.930 57.233 0.001 +1.20D+0.50L+0.20S+E 0.048 15.520 Bottom 0.778 Min TemD % 0.930 57.233 0.001 +1.20D+0.50L+0.20S+E 0.038 15.573 Bottom 0.778 Min Temp % 0.930 57.233 0.001 +1.20D+0.50L+0.20S+E 0.029 15.627 Bottom 0.778 Min TemD % 0.930 57.233 0.001 +1.20D+0.50L+0.20S+E 0.021 15.680 Bottom 0.778 Min TemD % 0.930 57.233 0.000 +1.20D+0.50L+0.20S+E 0.015 15.733 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.20D+0.50L+0.20S+E 0.009 15.787 Bottom 0.778 Min TemD % 0.930 57.233 0.000 .+1.20D+0.50L+0.20S+E 0.005 15.840 Bottom. 0.778 Min Temp % 0.930 57.233 0.000 +1.20D+0.50L+0.20S+E 0.002 15.893 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.20D+0.50L+0.20S+E 0.001 15.947 Bottom 0.778 Min TemD % 0.930 57.233 0.000 +1.20D+0.50L+0.20S+E 0.000 16.000 Bottom 0.778 Min Temp % 0.930 57.233 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 +1.40D 75.00 psi 1.09 psi 1.09 psi 150.00 psi 0.07psi 0.07 psi +1.20D+0.50Lr+1.60L+1.60H 75.00 psi 0.94 psi 0.94 psi 150.00 psi 0.06psi 0.06 psi +1.20D+1.60L+0.50S+1.60H 75.00 psi 0.94 psi 0.94 psi 150.00 psi 0.06psi 0.06 psi +1.20D+1.60Lr+0.50L 75.00 psi 0.94 psi 10.94 psi .150.00 psi 0.06psi 0.06 psi +1.20D+1.60Lr+0.80W 75.00 psi 0.94 psi 0.94 psi 150.00 psi 0.06psi 0.06 psi +1.20D+0.50L+1.60S 75.00 psi 0.94 psi 0.94 psi 150.00 psi O.06psi 0.06 psi +1.20D+1.60S+0.80W 75.00 psi 0.94 psi 0.94 psi 150.00 psi 0.06psi 0.06 psi +1.20D+0.50Lr+0.50L+1.60W 75.00 psi 0.94 psi 0.94 psi 150.00 psi 0.06 psi 0.06 psi +1.20D+0.50L+0.508+1.60W 75.00 psi 0.94 psi 0.94 psi 150.00 psi 0.06psi 0.06 psi +1.20D+0.50L+0.20S+E 75.00 psi 3.31 psi 3.31 psi 150.00 psi 0.19psi 0.32 psi +0.90D+1.60W+1.60H 75.00 psi 0.70 psi 0.70 psi 150.00 Psi 0.05 psi 0.05 psi +0.90D+E+1.60H 75.00 psi 3.07 psi 3.07 psi 150.00 psi 0.21 psi 0.30 psi HAACKER RESIDENCE @ TRADITIONS LOT 74 Combined • • • Description SW#36: Grade Beam analysis: File =Desi-fine-llenglFILESIC7721EUE4G4-BIc772.ec6 i ENERCALC, INC. 1983-2013, Buiid:6.13.1.31, Ver.6.11.11.30 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Analysis/Design 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 oh 'd') Concrete Density 145 pcf Min Allow % Temp Reinf (based on thick) 0.0018 4 :Phi Values Flexure : 0.9 Min. Overturning Safety Factor 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 Resistance250 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 ft Increases based on footing Width.. . 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 implies 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 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 17.0 ft Sq. Dim. _ 12 12 in., Bars left of Col #1 Count Size # -. . _.... Actual Req'd .... -- ..... - Distance Right of Column #2 = 1 ft Height = g in Bottom Bars 3 . 0 5 0.930 0.7776 1n12 Total Footing Length = 19.0 ft Top Bars 3.0 5 0.930 0.0 in12 Footing Width = 1.5 ft Bars Btwn Cols Bottom Bars 3.0 5 0.930 0.7776 in12 Footing Thickness " = 24 in Top Bars 3 5 0.930 0.7776 in^2 Rebar Center to Concrete Edge @ Top = 3 in Bars Right of Col #2 Bottom Bars 3 5 0.930 0.7776 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 3 5 0.930 0.0 in^2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 1.8.0 2.0 k Moment (+CW) = 12.10 k -ft Shear (+X) _ k Applied @ Right Colurrin Axial. Load Downward = 1.80 2.0 k Moment (-CW) = k ft Shear (+X) _ k Overburden = HAACKER RESIDENCE @ TRADITIONS LOT 74 All Combined Footing File =llesi-fine-llenglFILES1C7721EUE4G4-B1c772.ec6 ENERCALC, INC. 1983-2013, Build:6.13.1.31, Ver.6.11.11.30 Description : SW#36: Grade Beam analysis: DESIGN SUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.3711 Soil Bearing 0.5567 ksf 1.50 ksf +D+Lr+H PASS 7.985 Overturning 8.470 k -ft 67.631 k -ft 0.6D+0.7E PASS No Sliding Sliding 0.0 k 3.560 k No Sliding .PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1252 1 -way Shear - Col #1 9.386 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1252 1 -way Shear - Col #2 9.386 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.008352 2 -way Punching - Col i 1 1.253 psi 150.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.008352 2 -way Punching - Col #2 1.253 psi 150.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft NIA PASS 0.000455 Flexure - Left of Col #1 - Bottom 0.02607 k -ft 57.233 k -ft +1.40D+1.60H PASS 0.3512 Flexure - Between Cols - Top -20.10 k -ft 57.233 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1963 Flexure - Between Cols - Bottom 11.235 k -ft 57..233 k -ft +0.90D+E+0.90H PASS No Bending Flexure - Right of Col #2 _ Top 0.0 k -ft 0.0 k -ft NIA PASS 0.000969 Flexure - Right of Col #2 - Bottom 0.05545 k -ft 57.233 k -ft +1.20D+1.60Lr+0.50L+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 11.87 k 0.000 ft 0.42 ksf 0:42 ksf 1.50 ksf 0.278 +D+L+H 11.87 k 0.000 ft 0.42 ksf 0.42 ksf 1.50 ksf 0.278 +D+Lr+H 15.87 k 0.000 ft 0.56 ksf 0.56 ksf 1.50 ksf 0.371 +D+S+H 11.87 k 0.000 ft 0.42 ksf 0.42 ksf 1.50 ksf 0.278 +D+0.750Lr+0.750L+H 14.87 k 0.000 ft 0.52 ksf 0.52 ksf 1.50 ksf 0.348 +D+0.750L+0.750S+H 11.87 k 0.000 ft 0.42 ksf 0.42 ksf 1.50 ksf 0.278 +D+0.60W+H 11.87 k 0.000 ft 0.42 ksf 0.42 ksf 1.50 ksf 0.278 +D+0.70E+H 11.87 k 0.714 ft 0.32 ksf 0.51 ksf 1.50 ksf 0.340 +D+0.750Lr+0.750L+0.450W+H 14.87 k 0.000 ft 0-52 ksf 0.52 ksf 1.50 ksf 0.348 +D+0.750L+0.750S+0.450W+H 11.87 k 0.000 ft 0.42 ksf 0.42 ksf 1.50 ksf 0.278 +0+0.750L+0.750S+0.5250E+H 11.87 k 0.535 ft 0.35 ksf 0.49 ksf 1.50 ksf 0.324 +0.60D+0.60W+0.60H 7.12 k 0.000 ft 0.25 ksf 0.25 ksf 1.50 ksf 0.167 +0.60D+0.70E+0.60H 7.12 k 1.190 ft 0.16 ksf 0.34 ksf 1.50 ksf 0.229 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 D+Lr 0.00 0.00 999.000 0.00. 0.00 999.000 0.6D+0.7E 0.00 0.00 999.000 8.47 67.63 7.985 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 3.56 k 999 D+Lr 0.00 k 4.76 k 999 0.6D+0.7E 0.00 k 2.14 k 999 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Ph_i*Mn Mu I PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 00 0.000 0A 0.000 +1.40D+1.60H 0.001 0.063 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.40D+1.60H 0.002 0.127 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.40D+1.60H 0.005 0.190 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.40D+1.60H 0.009 0.253 Bottom 0.778 Min Temo % 0.930 57.233 0.000 +1.40D+1.60H 0.013 0.317 - Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.40D+1.60H 0.019 0.380 Bottom . 0.778 Min Temo % 0.930 57.233 0.000 +1.40D+1.60H 0.026 0.443 Bottom 0.778 Min Temp % 0.930 57.233 0.000 +1.40D+1.60H 0.034 0.507 Bottom 0.778 Min Temp % 0.930 57.233 0.001 +1.40D+1.60H 0.037 0.570 Bottom 0.778 Min Temo % 0.930 57.233 0.001 +1.40D+1.60H 0.031 0.633 Bottom 0.778 Min Temp % 0.930 57.233 0.001 +1.40D+1.60H 0.016 0.697 Bottom 0.778 Min Temp % 0.930 57.233 0.000 HAACKER RESIDENCE @ TRADITIONS 11-0 C 74 Combined Footing Description : SW#36: Grade Beam analysis Footing Flexure - Maximum Values for Load Combination File=llesi-fine-llenglFILES1C7721EUE4G4-B1c772.ec6 ENERCALC, INC. 1983-2013, Build:6.13.1.31 • Ver:6.11.11.30 Governed Distance Tension Load Combination... Mu from left Side +1.20D+1.60Lr+0.50L+1.60H 4.344 16.973 Top +1.20D+1.60Lr+0.50L+1.60H 4.076 17.037 Tor) +1..20D+1.60Lr+0.50L+1.60H -3.806 17.100 Top +1.20D+1.60Lr+0.50L+1.60H -3.533 17.163 Top +1.20D+1.60Lr+0.50L+1.60H -3.258 17.227 Too +1.20D+1.60Lr+0.50L+1.60H -2.981 17.290 Too +1.20D+1.60Lr+0.50L+1.60H -2.701 17.353 Top +1.20D+1.60Lr+0.50L+1.60H -2.419 17.417 Tor) +1.20D+1.60Lr+0.50L+1.60H -2.135 17.480 Top +1.20D+1.60Lr+0.50L+1.60H -1.854 17.543 Top +1.20D+1.60Lr+0.50L+1.60H -1.591 17.607 Top +1.20D+1:60Lr+0.50L+1.60H -1.347 17.670 Tor) +1.20D+1.60Lr+.0.50L+1.60H -1.123 17.733 Tor) +1.20D+1.60Lr+0.50L+1.60H -0.917 17.797 Tor +1.20D+1.60Lr+0.50L+1.60H -0.731 17.860 Top +1.20D+1.60Lr+0.50L+1.60H -0.564 17.923 Tor) +1.20D+1.60Lr+0.50L+1.60H -0.417 17.987' Too +1.20D+1.60Lr+0.50L+1.60H -0.288 18.050 Tor) +1.20D+1.60Lr+0.50L+1.60H -0.179 18.113 Too +1.20D+1.60Lr+0.50L+1.60H -0.089 18.177 TOD +0.90D+E+0.90H .0.051 18.240 Bottom, +1.20D+0.50L+0.20S+E+1.60H 0.061 18.303 Bottom +1.20D+0.50L+0.20S+E+1.60H 0.066 18.367 Bottom +1.20D+1.60Lr+0.50L+1.60H 0.079 18.430 Bottom , +1.20D+1.60Lr+0.50L+1.60H 0.072 18.493 Bottom '.+1.20D+1.60Lr+0.50L+1.60H 0.055 18.557 Bottom +1.20D+1.60Lr+0.50L+1.60H 0.041 18.620 Bottom +1.20D+1.60Lr+0.50L+1.60H 0.028 18.683 Bottom +1.20D+1.60Lr+0.50L+1.60H 0.018 18.747 Bottom +1.20D+1.60Lr+0.50L+1.60H 0.010 18.810 Bottom +1.20D+1.60Lr+0.50L+1.60H- 0.005 18.873 Bottom +1.20D+1.60Lr+0.50L+1.60H 0.001 18.937 Bottom +1.20D+0.50L+0.20S+E+1.60H 0.000 19.000 Bottom One Way Shear _.... 0.930 57.233 Load Combination... Phi Vn .............. _...__.._. vu @Col #1 +1.40D+1.60H : 75.00 psi 4.43 psi +1.20D+0.50Lr+1.60L+1.60H 75.00 psi 5.55 psi +1.20D+1.60L+0.50S+1.60H 75.00 psi 3.80 psi +1.20D+1.60Lr+0.50L+1.60H 75.00 psi 9.39 psi +1.20D+1.60Lr+0.50W+1.60H 75.00 psi 9.39 psi +1.20D+0.50L+1.60S+1.60H 75.00 psi 3.80 psi +1.20D+1.60S+0.50W+1.60H 75.00 psi _ 3.80 psi +1.20D+0.50Lr+0.50L+W+1.60H 75.00 psi 5.55 psi +1.20D+0.50L+0.50S+W+1.60H 75.00 psi 3.80 psi +1.20D+0.50L+0.20S+E+1.60H 75.00 psi 5.23 psi +0.90D+W+0.90H 75.00 psi 2.85 psi +0.90D+E+0.90H 75.00 psi 4.28 psi File=llesi-fine-llenglFILES1C7721EUE4G4-B1c772.ec6 ENERCALC, INC. 1983-2013, Build:6.13.1.31 • Ver:6.11.11.30 Governed As Req'd by' Actual As Phi*Mn Mu 1 PhiMn 0.778 Min Temp % 0.930 57.233 0.076 0.778 Min Temp % 0.930 57.233 0.071 0.778 Min Temp %. 0.930 57.233 0.066 0.778 Min TemD % 0.930 57.233 0.062 0.778 Min TemD % 0.930 57.233 0.057 0.778 Min.TemD % 0.930 57.233 0.052 0.778 Min TemD % 0.930 57.233 0.047 0.778 Min TemD % 0.930 57.233 0.042 0.778 Min Temp % 0.930 57.233 0.037 0.778 Min TemD % 0.930 57.233 0.032 0.778 Min TemD % 0.930. 57.233 0.028 0.778 Min TemD % 0.930 57.233 0.024 0.778 Min TemD % 0.930 57.233• 0.020- 0.778 Min TemD % 0.930 57.233 0.016 0.778 Min Temp % 0.930 57.233 0.013 0.778 Min TemD % 0.930 57.233 0.010 0.778 Min TemD % 0.930 .57.233 0.007 0.778 Min TemD % 0.930 57.233 0.005 0.778 Min TemD % 0.930 57.233 0.003 0.778 Min TemD.% 0.930 57.233 0.002 0.778. Min TemD % 0.930 57.233 0.001 0.778 Min TemD % 0.930 57.233 0.001 0.778 Min Temp % 0.930 57.233 0.001 0.778 Min TemD % 0.930 57.233 0.001 ' 0.778 Min TemD % 0.930 57.233 0.001 0.778 Min TemD % 0.930 57.233 0.001 0.778 Min Temo % 0.930 57.233 0.001 0.778 Min TemD % 0.930 57.233 0.000 0.778 Min TemD % . 0.930 ' 57.233 0.000 0.778 Min TemD % 0.930 57.233 0.000 0.778 Min TemD % 0.930 • 57.233 0.000 '0778 Min TemD % 0.930 57.233 0.000 0.778 Min Temp % 0.930 57.233 0.000 Punching Shear_ vu @ Col #2 Phi Vn vu @ Col #1 vu @.Col #2 4.43 psi 150.00 psi 0.45psi 0.45 psi 5.55 psi 150.00 psi 0.65 psi 0.65 psi 3.80 psi 150.00 psi 0.38psi 0.38 psi 9.39 psi 150.00 psi 1.25psi 1.25 psi 9.39 psi 150.00 psi 1.25psi 1.25 psi 3.80 psi '150.00 psi 0.38psi 0.38 psi 3.80 psi. 150.00 psi 0.38psi 0.38 psi 5.55 psi 150.00 Psi 0.65psi 0.65 psi 3.80 psi 150.00 psi 0.38psi 0.38 psi 5.23 psi 150.00 psi 0.53psi 0.23 psi 2.85 psi 150.00 psi 0.29psi 0.29 psi ' 4.28 psi 150.00 Psi 0.44 psi 0.14 psi Page: -> 1 E S I/ E M E -Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 Plan #: - UPLIFT: L (Wall)= 4.5 ft LOAD= 1114 lbs. O.T.M.= 13369 ft -lbs RESISTING MOMENT = 0.9x[Searing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 12 ft = 168 lbs RDL= 28 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 2041.2 lbs UPLIFT=(O.T.M.-R.M.)/L,,,ali UPLIFT= 2517 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K 14 ft Provide A35's or H1's @ 48 inches O.C. V= 40 WALL(S) @ Right of Detached Gar with 10' CI'g SHEAR WALL DESIGN PLATE HT= 30 ft {WALL 1= 3.50 ft OPENING= o.00 ft Walli 3.50 ft) WALL2= 4.00 (IBC 2009 / CBC 2010 / SDPWS-08) T11"11/25 .LOAD =( 76.12 plf ( 23.0 ft / 2 + 0 ) = 39 WALL(S) @ Right Side of Detached Garage: lbs. TOTAL WALL LENGTH= 7.50 ft PLATE HT= 12 'ft {WALL 1= 4.50 ft OPENING= o.00 ft Walll `= 4.50 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T11'14/25 LOAD =( 96.88 plf ( 23.0 ft/2+ 0 ) = 1114 lbs. TOTAL WALL LENGTH= 4.50 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 = 1114 lbs / 4.50 ft = 248 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HAV RATIO (SDPWS-08 Table4.3.4 )= 330 lbs/ft ;UV.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 36 "o/c AR36 UPLIFT: L (Wall)= 4.5 ft LOAD= 1114 lbs. O.T.M.= 13369 ft -lbs RESISTING MOMENT = 0.9x[Searing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 12 ft = 168 lbs RDL= 28 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 2041.2 lbs UPLIFT=(O.T.M.-R.M.)/L,,,ali UPLIFT= 2517 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K 14 ft Provide A35's or H1's @ 48 inches O.C. V= 40 WALL(S) @ Right of Detached Gar with 10' CI'g PLATE HT= 30 ft {WALL 1= 3.50 ft OPENING= o.00 ft Walli 3.50 ft) WALL2= 4.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T11"11/25 .LOAD =( 76.12 plf ( 23.0 ft / 2 + 0 ) = 875 lbs. TOTAL WALL LENGTH= 7.50 ft LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. h 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 = 875 lbs / 7.50 ft 117 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HAV RATIO (SDPWS-08 Table4.3.4 )= 167 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)= 3.5 ft LOAD= 409 lbs. O.T.M.= 4085 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= 13 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 2778.3 lbs UPLIFT=(O.T.M.-R.M.)/LM,all UPLIFT= 373 Ib5 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs OX = 11 ft Provide A35's or H1's @ 48 inches O.C. V= 80 Dlf WALL(S) @ Rear of Detached Garage: PLATE HT= 12 ft {WALL 1= 16.00 ft OPENING= o.00 ft Walll = 16.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L11'18/25 LOAD =( 160.56 -plf ( 0.0 ft / 2 + 14 ) = 2248 lbs. TOTAL WALL LENGTH = 16.00 ft L11.18/25 LOAD =( 36.74 plf ( 0.0 ft / 2 + 11 ) = 404 lbs. L12 LOAD =( 72 plf ( 16.0 ft / 2 + 0 ) = 576 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 3228 lbs / 16.00 ft 202 lbs/ft ANCHOR/STRAP? ANCHOR 202 lbs/ft '.FORCE= WIND U S E 10 W/1/2" Dia.x 10" A.B.'S @ 44 110/c ggg4 UPLIFT: L (Wall)= 16.0 ft - LOAD= 3228 lbs. O.T.M.= 38736 ft -lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 12 ft= 168 lbs RDL= 28 psf TrbW= 9 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 36019 lbs UPLIFT= (O.T. M. -R. M.)/Lwa,, UPLIFT= 170 Ib5 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 23 ft Provide A35's or H1's @ 36 inches O.C. V= 140 Of 2012.1 I E S I/ F M E' . Inc. STRUCTURALENGINEERS - " Project Name: HAACKER RESIDENCE @ TRADITIONS - LOT 74 - 43 Page: Date: 2/14/201'3- /14/2013STRUCTURAL ,ob #: . 0772 Client: Sun Vista Development - Plan #:.-- SHEAR WALL DESIGN (IBC 2009 / CBC 2010 / SDPWS-08) PLATE NT= 16 ft 42 WALL(S) @. Btwn Detached Garage and Entry Foyer ,- PLATE HT= 10 ft (WALL 1= 10.00 ft OPENING= o:oo ft Walll'S lo.00 ft} WALL 2= -o.00 ft WALL 3=• o.00 ft WALL 4= o.00 ft T11'7/25 LOAD =(° . 65.24 plf ( 0.0 ft/2+ 14 ) _ 913 lbs. TOTAL WALL LENGTH = 10.00 It 167"20.5/25 LOAD =( 136.94 plf ( 0.0 - ft/ 2'+ ' 11 ' ) _ .1506 lbs.- b5:L6 L6LOAD ={ 223 plf ( 11.0 - ft / 2 + -. 0 ) _ 1227 , Ib5. r LOAD =( 0, plf,( 0.0 ft/ 2'+ '0 ._ ) = . 0 lbs. • L SHEAR = T. LOAD % L = 3646 lbs / • 10.00 '' - ` ft - =' _ , 365 lbs/ft ANCHOR/STRAP? ANCHOR: 4 1365 .lbs/ft r' GOV.FORCE= WIND 'U S E 12 W/1/2" Dia.x 10" A.B.'S @ 24 "o/c A624 0. ,) = .0 UPLIFT: L (Wall)= mo ft. LOAD= 3646 lbs. O.T.M.=y, 36462 ft -lbs RESISTING MOMENT = 1 0.67x[Bearing Wall Weight +Roof D.L.xTrib. Width +Floor D.L.xTtib.Widthjx(S.W. Length)' /2,' ' WALL WT= 14 psf x 10 ft= 140 lbs RDL= 28 psf Trbw= 2 ft FDL= „ 0 - psf TrbW= 0 ft RES.MOM= 6566 lbs UPLIFT= (O.T. M. -R-. M.)/Lwall UPLIFT= 2990 Ibs PROVIDE SIMPSON: HDU2 PER POST; CAPACITY= 3075 Ib5: O.K, Diaphragm Length= 22 .ft Provide A35's or HI's @ 32 ' inches'O.C. • V= 166 nlf WALL(S) @ Rear of BR#6 PLATE NT= 16 ft (WALL 1= io.00 ft OPENING= o.00 ft Walll _ lo.00 ft} WALL2= o.00 •ft' WALL 3= o.00 ft WALL 4= o.00 ft L6 LOAD =( 223 plf ( 26.0 ft/ 2 + 0 ) = 2899 IbS. TOTAL WALL LENGTH = 10.00 ft LOAD =( 0 plf ( 0.0 ft / 2 +` ' .r ' 0 ' ) _ 0, lbs. h LOAD =( 0 plf ( 0.0 ft,/ 2 + 0. ,) = .0 Ibs. '0 ) = LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ 0 lbs. - t" L SHEAR = T. LOAD / L = 2899 lbs / 10.00 ft 290 lbs/ft LOAD =( 0 ANCHOR/STRAP? .ANCHOR 0.0 ,' 290 lbs/ft . GOV.FORCE= SEISMIC U S E 11 W/1/2" Dia.x 10" A.B.'S @ 32 "o/c ft/2 + 0 ) = AB32 UPLIFT: L (Wall)= 10.0 ft LOAD= -2899 ` lbs. O.T.M:= 46384 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 '16 ft = 224 lbs RDL= 28 psf Trbw= 2 ft FDL= 0 psf TrbVJ 0 ft RES.MOM= 12600 lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 3378 Ib5 PROVIDE SIMPSON: .14DU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 14 ft Provide A35's or HI'S @ 24 inches O.C. V= 207 Dlf WALL(S) @ NOT USED PLATE HT= 12 ft (WALL 1= ie.00 ' ft OPENING= o.00 ft Walll = 16..00 ft} WALL2=. o.00 ft WALL 3= moo ft WALL 4= 0.00 ft LOAD =(. 0 plf ( 0.0 ' ft /'2 + '0 ) = 0 lbS. TOTAL WALL LENGTH = 16.00 ft. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ .: 0 Ib5. . LOAD =( 0 plf ( 0.0 ft/2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 0 lbs / 16.00 ft 0 - Ibs/ft ANCHORISTRAP? ANCHOR0 lbs/ft .FORCE= WIND U S E 10 W/1/2" Dia.x 16" A.B.'S @ 72 "o/c AB72 I I UPLIFT: L (Wall)= 16.0 ft LOAD= 0 lbs. O.T.M.= 0 ft -lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width +Floor D.L.xTrib.Width)x(S.W. Length)Z /2 WALL WT= 14 psf x 12 ft = 168 lbs RDL= 28 psf' Trbw= 9 ftFDC= 0 psf, TrbW= : 0 ft RES.MOM= 36019 lbs UPLIFT=(O.T.M.-R.M.)/L„jai UPLIFT= -2251 _ Ib5 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 23 ft Provide A35's or HI's @ #### inches O.C.. V= • 0 - pif r VERSION 2012.1 Page: SS.3 ESI / F M E Inc. Date: 2/14/2013 STRUCTURAL ENGINEERS lob #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITION Plan #: LOT 74 2. STORYFOUNDATION DESIGN::.-_ SOILS REPORT BY: SLADDEN ENGINEERING ]OB NO: 54443070 13-04-117 DATE: 04/02/2013 ALLOWABLE SOIL BEARING PRESSURE = 1800 psf ' SOIL SITE CLASSIFICATION = D SLAB DESIGN: USE 4" THICK SLAB W/# 3 BARS @ 16 "O.C. @ MIDDLE EACH WAY, OVER 2 " SAND / OVER 10 MIL VISQUEEN OVER 2 " SAND. CONTINUOUS FOOTING DESIGN: Required Min. Foundation Width = ( 1382 Wt. L 50) = 0.79 ft. EXTERIOR FOOTINGS: Roof : ( 48 ) ( 15.5 ) = 744 plf Wall : ( 14 ) ( 17 ) = 238 plf Floor ; ( 40 ) ( 10 ) = 400 plf Deck : ( 74 ) ( 0 ) = 0 plf 18 in. deep with TOTAL LOAD = 1382 plf Required Min. Foundation Width = ( 1382 ) / ( 1800 - 50) = 0.79 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) _ . 6600 lbs. Pmax ( 2 -Story) = 10500 lbs. INTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story) = 6600 lbs. Pmax ( 2 -Story) = 10500 lbs. P lbs POST 4x min. 811± Q 45' D S =(b+8 ")x2+4" VERSION: 1.4 J Page: E S I/ F ME Inc. bate: 4/6/2013 STRUCTURAL ENGINEERS Job #: C772 Client: Sun Vista Development Project Name: HAACKER RESIDENCE @ TRADITION - LOT. 74 Plan #: F:P4PDESXqF1 SOILS REPORT BY: SLADDEN ENGINEERING JOB NO: 544-12026 DATE: 04/02/2013 ALLOWABLE SOIL BEARING PRESSURE - 1800 psf OVERBURDEVvo.,—Msf SOIL SITE CLASSIFICATION = D L -LJ Pad Design: DEPTH OF PAD = 12 inches APR 2 4 2013 Minumum Reinforcement %: 0.0014 Pad No: 1 P = R B1 COM 7212.5 - lbs BM#l+ CITY OF EQUIN7A Area 7212.5 )/( 1800 - 50 ) ITY VELOPMENT 4.12 sq. ft., hence = * 2.03 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.50 in 2 =>As REQUIRED PER FT OF WIDTH= 0.20 in 2 Use pad 30 " square x ' 12 "deep, wl# 4 'Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in 2 Pad No: 2 :P= R( B7 18575 lbs BM#7 Area. 18575 )/( 1 800 - 50 10.6 sq. ft., hence = 3.26 -ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.71 in 2 =>AsTO USE PER FT OF WIDTH= 0.20 in 2 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 2 Pad No: 3 :P= R( 2B9 2784 Ibs BM#9+ Area 2784 1800 - - so .1.59 sq. ft., hence = 126 ft. (minimum) MIN, REQUIRED REINFORCEMENT = 0.40 in 2 =>As TO USE PER FT OF2 WIDTH= 0.20 in Use pad 24 " square x 12 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in 2 Pad No: 4 P= R( B10 12979 Ibs Area 12979 1800 - 50 7.42 sq. ft., hence = 2.72 ft. (minimum) MIN. REQUIRED REINFORCEMENT= 0.60 in 2 . =>As TO USE PER FT- OF WIDTH= 0.20 in 2 Use pad 36 square x 12 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in 2 Pad No: .5 P= R( B14 6644 Ibs Area 6644 )/( 1800 - 50 3.8 sq. ft., hence = 1.95 A. (minimum) MIN. REQUIRED REINFORCEMENT = 0.40 in 2 =>As TO USE PER FT OF WIDTH= 0.20 in 2 Use pad 24 " square x 12 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in` VERSION: 2011. 0 Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 2/26/2013 " Electronically. Signed .at CalCERTS.com by David W Helton (Helton, Deford & Associates) 2/26/2013 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Haacker Residence Building Type 0 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration 1-212612013 Date Project Address 78-180 Masters Circle, Traditions La•Qui California Energy Climate Zone CA Climate Zone 15 Total Cond. FloorArea 6,472 Addition n/a # of Stories 1 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. El Yes ❑•No Special Features -- If Yes, see Part'2 of 5 of this form -for details. ' INSULATION Area . Special - Construction Type Cavity (ft) Features see Part 2 of 5 Status Roof Wood Framed Attic ' R-38 6,472 Radiant Barrier New '` - Wall . Wood Framed R-21 5,334 New Slab Unheated Slab -on -G de C on Perim = 63 ' New Door Opaque Dooi Btf ' New' SETY pFoIr STRV ` FENESTRATION. °' `` ''` nhl CITY OF b QUfN=rA s b Exterior Orientation Area(ftz) Factor S idefins Shades Status Rear (N) 340.0 - `: 0.390 ` 0.32 none none Bug Screen New Right (E) __.. ''322.3 `0;390 .,0.32 ,none ;,,; none Bug.Scmen New Left =i` 336.0 ` Q 390 r 0—J; 2 'none?z " one r Bug Sc een' Left( af, New ` Front S , a'I d -' _, .,'6905:1 0 32 1' none ;; none. g 'Bug Screen, . 238 9k , (,) .. .. New • .r. _. Rear 240.0 e 0.390 032 `, 20 0 't none . _,, , . .Bug Screen ,New Rear (IV)t, s z 120.0,,._„;0.3900 32 "4 0 ,` none ,Bug Screen ,New' ” r 0 390 ' ^ 0.32 `92.0 none •-- Bu Screen Front (S) " . _ 1'45.0 q New Front 300.0'0.390 0.32' none none Bug Screen New ....... ... :......:.:... HVAC SYSTEMS Ot . Heating 'Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 97% AFUE ,. Split Air Conditioner 15.0 SEER Setback New 1 Central Furnace 97% AFUE" Split Air Conditioner 17.7 SEER Setback S New 1 Central Furnace 97% AFUE Split Air Conditioner 17.7 SEER Setback New HVAC DISTRIBUTION - Duct . Location Heating Cooling Duct Location R -Value Status HVAC 1 ; , Ducted Ducted ' Attic, Ceiling Ins, vented 8.0 ' New . . HVAC 2 Ducted Ducted Attic, Ceiling Ins, vented 8.0 New , HVAC 3 Ducted Ducted Attic, Ceiling Ins, vented 8.0 • New WATER HEATING- Ot . Type Gallons Min. Eff Distribution_ Status 2 Small Gas 75 0.80 All Pipes Ins New EnergyPro 5.1 by EnergySoft, User Number. 6712 Run Code: 2013-02-26715:24:02 ID: Pae 1 of 10 Reg: 213-NO012464AL000000000-0000 Registration Date/Time: 2013/02/26 19:08:91- HERS Provider: Ca10ERTS, Inc + I 1 Electronically Filed,by Tim Scott and Authenticated at CalCERTS.com - 2/26/2013 ' Electronically Signed at'Ca10ERTS.com by -David W Helton (Helton; Deford & Associates) 2/26/2013 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R ,Project Name Haacker Residence Building Type '13 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2126/2013 Project Address 78-180 Masters Circle, Traditions La Qui California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 6,472 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST E3 Yes, O No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of.5 of this form. 0 Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details: INSULATION - _ Area Special ` Construction Type Cavity Features see Part 2 of 5 Status FENESTRATION. t .. U- Exterior Orientation Area( i`Factor SHGC Overhang Sidefins Shades Status iL - , qq r. 4' Q:. ,t�-..iw��y.. rY ; .ft :x., 1S Ay ' .—,a'7' rf` ee �'""'"""-`" -.,�, F+. •.,' ..',.'i.-', ww 77 -7' 7777777= - i HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status - 3 Central Furnace 97% AFUE Split Air Conditioner 16.0 SEER Setback New HVAC DISTRIBUTION T o s Duct Location Heating, Cooling Duct Location R -Value Status HVAC 4, 5 & 6 Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Ot . Type Gallons' Min. Eff . Distribution Status EnergyPro 5.1 by EnergySoft User Number: 6712 Run Code: 2013-02-26T15:24:02 ID: Page 2 of 10 Reg: 213-N0012969A-000000000-0000•Registration Date/Time: 2013/02/26 19:08:91 +"HERS Provider: CalCERTS, Inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 2/26/2013 Electronicallv Sianed at CalCERTS.com by David W Helton (Helton, Deford 6 Associates) 2/26/2013 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name Building Type ® Single Family ❑ Addition Alone Date Haacker Residence 1 ❑ Multi Family ❑ Existing+ Addition/Alteration 1212612013 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 'ustification and documentation submitted. The HVAC System HVAC 1 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 re uirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. HIGH MASS Design - Verify ThermalMass: 982.0 it' Covered Slab Floor, 3.500" thick at Master Suite HIGH MASS Design - Verify Thermal Mass: 343.0 ft' Exposed Slab Floor, 3.500" thick at Master Suite The HVAC System HVAC 2 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: 765.0 ft' Covered Slab Floor, 3.500" thick at Bdrm # & 4. Exercise HIGH MASS Design - Verify Thermal Mass: 130.0 ft' Exposed Slab Floor, 3.500" thick at Bdrm # & 4. Exercise The HVAC System HVAC 3 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: 711.0 ft' Covered Slab Floor, 3.500" thick at Casita HIGH MASS Design - Verify Thermal: Mass: 120.0 ft' Exposed Slab Floor, 3.500" thick at Casita The HVAC System HVAC 4, 5 & 6 must serve only Living 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: 204.0 ft' Covered Slab Floor, 3.500" thick at Great/Kitchen/Dining/Gallery HIGH MASS Design -Verify Thermal Mass 2,858.0 ft' Exposed Slab Floor,_ 3:500" thick at Great/Kitchen1Dining/Ga11ery' . HIGH MASS Design - Verify:Thermal.Mass: 297.0'ft' Covered Slab Floor, 3.500" thick at Bedroom 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'' ivem The Cooling System Carrier 24ANB660/59MN7A080-20 includes credit for a 12.5 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC.1 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 1 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System Carrier 24ANB736/59MN7A60 includes credit for a 13.7 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC 2 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 2 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System Carrier 24ANB736/59MN7A60 includes credit for a 13.7 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC 3 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 3 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System Carrier 24ANB648/59MN7A60 includes credit for a 13.1 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC 4, 5 & 6 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 4, 5 & 6 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. Ener Pro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Pa - e 3 of 10 Reg: 213-N0012464A-000000000-0000 Registration Date/Time: 2013/02/26 19:08:41 HERS Provider: CalCERTS, Inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 2/26/2013 Electronically Signed at CalCERTS.com by David W Helton (Helton, Deford & Associates) 2/26/2013 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name Haacker Residence Building Type ® Single Family ❑ Addition Alone 1 ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1212612013 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. HIGH MASS Design - Verify Thermal Mass: 62.0 ft' Exposed Slab Floor, 3.500" thick at Bedroom 2 The Roof R-38 Roof(R.38.2x14.16) includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. i' HERS REQUIRED VERIFICATION Items in this""section require field testing"and/or verification by a certified HERS Rater. The inspector must receive a com Ieted CF -4R form'for each of the measures listed below for final to begiven. Ener Pro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Pa e 4 of 10 Reg: 213-N0012964A-000000000-0000 Registration Date/Time: 2013/02/26 19:08:91 HERS Provider: CalCERTS, Inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 2/26/2013' + Electronically Signed at Ca10ERTS.com•by David W Helton (Helton, Deford & Associates) 2/26/2013 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type 0 Single Family ❑ Addition Alone T2,/726/2013 Haacker Residence El Multi Family ❑Existing+ Addition/Alteration ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ftZ- r ^ Space Heating 4.67 . 3.75 0.92 ' Space Cooling - 54.53 46.07 8.45 Fans 10.87 14.71 Domestic Hot Water 5.64 4.61 1.03 Pumps 0.00: 0.00 0.00 Totals 75.71 69.15 6.57 Percent Better Than Standard: 8.7 BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (S) 195 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 I(S) 2,029 684 Fuel Available at Site: Natural Gas (lM 1,717 336 Raised Floor Area: 0 ,(N) 1,540 700 Slab on Grade Area:6.472 (E) 2, 168 322 eight:: ' 12.9 Roof 6,472 0 Average Ceiling Height:......", Fenestration ' Average U Factor: 0.39 TOTAL: 2,042 ' Average SHGC`4 0.32 Fenestration/CFA Ratio: 31.6% REMARKS .;" ` • aj fir' i"a STATEMENT OF COMPLIANCE - This certificate of compliance lists the building features arid specifications needed to comply with Title 24,:Partsf 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, - 2/26/2013 Address 77-085 Michigan Drive 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 permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Helton, DeFord & Associates ' Address 1261 N. Big Spring Street Name Jim Deford • M City/State/Zip Anaheim, Ca 92807 - Phone (909) 957-4550 Signed License # Date Ener Pro 5.1 by Ener Soft - User Number: 6712 RunCode: 2013-02-26T15:24:02 ID: Page 5 of 10 Reg: 213-N0012464A-000000000-0000 Registration Date/Time: 2013/02/26 19:08:91? HERS Provider: CalCERTS, Inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 2/26/2013 Electronically Signed at CalCERTS.com by David W Helton (Helton, Deford & Associates) 2/26/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Haacker Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1212612013 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 1,325 0.026 R-38 270 0 New 4.2.1-A9 Master Suite Zone Wall 126 0.069 R-21 15 90 New 4.3.1-A6 Master Suite Zone Wall 228 0.069 R-21 105 90 New 4.3.1-A6 Master Suite Zone Wall 106 0.069 R-21 195 90 New 4.3.1-A6 Master Suite Zone Wall 653 0.069 R-21 285 90 New 4.3.1-A6 Master Suite Zone Slab 982 0.730 None 0 180 New 4.4.7-A1 Master Suite Zone Slab 343 0.730 None 0 180 New 4.4.7-A1 Master Suite Zone Roof 895 0.026 R-38 270 0 New 4.2.1-A9 Bedroom 3, 4 & Exercise Wall 82 0.069 R-21 15 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Wall 128 0.069 R-21 105 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Wall 20 0.069 R-21 195 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Wall 350 0.069 R-21 285 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Slab 765 0.730 None 0 180 New 4.4.7-A1 Bedroom 3, 4 & Exercise Slab 130 0.730 None 0 180 New 4.4.7-A1 Bedroom 3, 4 & Exercise Roof 831 0.026 R-38 2701 0 New 14.2.1-A9 Casita Wall 150 0.069 R-21 151 90 1 New 14.3.1-A6 Casita FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments- 1 Window 150.0 0.390 1 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted Master Suite Zone 2 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Master Suite Zone 3 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Master Suite Zone 4 Window 120.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 5 Window, 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 6 Window 5.0 0.390 NFRC - 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 7 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 8 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 9 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 10 Window i 5.0 ; 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 11 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 12 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 13 Window 45.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 14 Window 45.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 15 Window 48.0 0.390 NFRC 0.32 1 NFRC 285 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 16 JWindow 24.0 0.390 NFRC 0.32 1 NFRC 285 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise (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 Hc it Wd Ove hang Left Fin Len H t LExt RExt Dist Len Right Fin H t Dist Len H t 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 lBug 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 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 [Bug Screen 0.76 EnergyPro 5. 1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 6 of 10 Reg: 213-N0012969A-000000000-0000 Registration Date/Time: 2013/02/26 19:08:91 HERS Provider: CalCERTS, Inc Electronically Filed by,Tim Scott and Authenticated at Ca10ERTS.com - 2/26/2013 Electronically Signed at Cd10ERTS.com by David W Helton (Helton, Deford & Associates)'2/26/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) ' • - . CF -1 R Project Name _ Haacker Residence Building Type m Single Family ❑Addition Alone ❑Multi Family ❑Existing+ Addition/Alteration Date 2126/2013 OPAQUE SURFACE DETAILS Surface U- Insulation. Joint Appendix - Type Area Factor Cavity Exterior Frame Interior Frame Aim Tilt Status 4 Location/Comments Wall ' 262 0.069 R-21 105 90 New 4.3.1-A6 Casita Wall 249 0.069 R-21 195 90 New 4.3.1-A6 Casita Wall 378 0.069 R-21 285 90 New ' 4.3.1-A6 Casita Slab 711 0.730 None 0 180 New 4.4.7-A1 Casita Slab 120 0.730 None 0 180 New 4.4.7-A1 Casita Roof 3,062 0.026 R-38 270 0 New 4.2.1-A9 Great/Kitchen/Dining/Gallo Wall 482 0.069 R-21 15 90 New 4.3.1-A6 GreatlKitchen/Dinin /Gallo Wall 1,132 0.069 R-21 105 90 New 4.3.1-A6 Great/Kitchen/Dining/Galli Wall 380 0.069 R-21 195 90 New 4.3.1-A6 GreatlKitchen/Dinin /Gallo Door •54 0.500 None 195 90 New - 4.5.1-A4 GreatlKitchen/Dinin /Gallo Door 24 0.500 None 1951 90 New 4.5.1-A4 Great/Kitchen/Dining/Gallo Wall 347. 0.069 R-21 185 90 New 4.3.1-A6 GreaUKitchen/Dinin /Gallo Slab 204 0.730 None 0 180 New 4.4.7-A1 Great/Kitchen/Dining/Gallo Slab 2,858 0.730 None 0 - 180 New 4.4.7-A1 Great/Kitchen/Dinin Gallo Roof 359 0.026 R-38 270 0 New 14.2.1-A9 Bedroom 2 Wall 961 0.069 R-21 T 105 90 New 4.3.1-A6 lBedroorn 2 FENESTRATION SURFACE DETAILS 'ID Type Area ' U -Factor SHGCz I Azm Status Glazing Type Location/Comments 17 Window 24.0 0.390 NFRC 0.32 NFRC' 105 New Double Non -Metal Tinted Casita 18- Window 48.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Casita 19 Window" - ,-' 48.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Casita 20 Window 48.0 0.390 NFRC 0.32 NFRC +105 New Double Non -Metal Tinted Casita 21% Window,_ 26.3 0.390 NFRC::,_ 0.32 NFRC_ .__195 News....,. Double. No Metal Tinted „ , , Casita 22 ' Wmdow ': N-26.3 0.390 NFRC ,,4 :%i"'=0.32, NFRC,, . • X195' New I Double 'Non -Metal Tinteasita 23Window - 160 0.390 NFRC'` e.0.32`N PC '; e. 285 New r,,; Double!Non-Metal Tinted -,i, +`. Casita .W "24 Window" 6.9. 0:390,'NFRC .; _': 0.32 NFRC "285 New.., er Double Non=Metal Tinted'x:...' Casita "'- --- 25 Window 6.0 ;]0:390 NFRC 0.32 NFRC + _ 285 New :.," Double Non -Metal Tinted Casita.,.,";, , , i; ^j 26 Window ,I 6.0; J-10.390 NFRC r 0.32:. NFRC ;, r.' 285 "New ` Double.Won=Metal.Tinted . Casita„ ,ted yrq 27 Windows ?240.0 „x:0:390 NFRC-k" X0.32 'NFRC''.' r : '` -15 New t- ,. Double Non-Metah=Tinted; s ` GieaUkifche'n/Dining/Gallery 28:'` Window -120.0 := 0:390. NFRC _`_ , 0.32. NFRC - ,15 New..;-. " - Doubl6:Non=Metal Tinted. GreaUKitcheNDining/Gallery 29 Window _..175.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted Great/Kitchen/Dining/Gaflery 30 :, Window -,; x.,3.0 : 0.390 'NFRC 0.32 NFRC 15 New Double Non -Metal. Tinted Great/Kltchen/Dining/Gallery " 31 Window 3:0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted. Great/Kitchen/Dining/Gallery 32 Window 10. . 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery - (1) U -Factor Type 16-A Default Table from Standards, NFRC = Labeled Value . 2 SHGC Type: 116-13% Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS • - t_ • Window Ove hang Left Fin Right Fin ID Exterior Shade Type SHGC H t 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 Btkq Screen + 0.76 27 Bug Screen 0.76 10.01 24.0 20.0 0.1 20.0 20.0 28 Bug Screen 0.76 10.01- 12.0 4.0 0.1 4.0 4.0 29 Bug Screen 0.76 30 Bug Screen 0.76 31 jBug Screen 0.76 32 jBug Screen 0.76 i + EnergyPro 5.1 by Ene Soft % User Number: 6712 Run Code: 2013-02-26715:24:02 ID: Pa e 7 of 10 Reg: 213-N0012464A-000000000-0000 Registration Date/Time: 2013/02/26 19:08:41 ..HERS Provider: CalCERTS, Inc ' Electronically Filed by Tim.Scott and Authenticated at CalCERTS.com - 2/26/2013 ' J. ? Electronically Signed at CalCERTS.com by David W Helton (Helton, Deford & Associates) 2/26/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Haacker Residence Building Type, ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1212612013 OPAQUE SURFACE,DETAILS Surface U- Insulation Joint Appendix Area Factor Cavity Exterior Frame Interior Frame Aim . Tilt Status 4 Location/Comments -Type Wall 165 0.069 R-21 195 90 New' 4.3.1-A6 Bedroom 2 Slab 297 0.730 None 0 . 180 New 4.4.7-A1 Bedroom 2 Slab 62 0.730 None 0 180 New 4.4.7-A1 Bedroom 2 • • R FENESTRATION SURFACE DETAILS ' ID 'Type Area .-`U-Factor SHGC Azm Status GlazingType Location/Comments 33 Window 3.0 '. 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 34.... Window 3.0 0.390 ,NFRC 0.32 NFRC 15 New _ Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 35 Window5.0 0.390 NFRC 0.32 NFRC 105 New ' Double Non -Metal Tinted Great/Kitchen/Dinin /Galla 36 Window - 5.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 37:x Window. __5.0 0.390 NFRC....., .., _0,32 NFRC_..... , 105 New _,; ' Double Non-Meta(,Tnted,,,,,, Great/Kitchen/Dining/Gallery 38 ;Window 105 New' t Doub/e Non -Metal Trited '*' r:. Great/Kitchen/Dining/Gallery 11:3 0.390 NFRC 4 70:32; NFRC 39 Window! X2010 0390 NFRC ,t r0'32''NFRC• :, .- 105 NewA.">, Double -Metal Tinted _._.? Gieat/Kitchen/Dining/Gallery 40 window12.0; x`0.390,; NFRC,.!.[ ' 0.32 NFRCA;l ;,,x`1,05 New, ,--V?, Doutile Non -Metal Tinted ^. _.. GreaWitchen/Dining/Gallery 41 Window 17.5.0 '90:39.0 NFRC 0.32 NFRC F , 195 New"•'t "; Double Non -Metal Tinted `•'t Great/Kitchen/Dining/Gallery 42 Window ,0 1110 j:0.390, NFRC 0.32 NFRC F ,195 !New. Tinted -q, , ; GreatlKitchen/Dining/Gallery 43 W ndow A' m 10..0.390 NFRC . rt 0.12 'NFRC, 195' New r: Double.;Non-MetahTinted;" Gieaf/KiCchen/Qining/Gallery 44: Window17711:.i,_.3.0 ',a 0:390 NFRC:--* ' 0.32. NFRC ; - 195_ New" °'. Double Non=Metal Tinted_ - Great/Kitchen/Dining/Gallery 45 Window. _._. 2.3 0.390 NFRC''` 0.32 NFRC 195 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 46:, Window..-. ;;,;;145.0 0.390 :NFRC 0.32 NFRC 185 New. ' Double Non -Metal Tinted Great/KitchenlDining/Gallery 47 Window .: . - -.100.:0 0.390 NFRC 0.32 NFRC 185 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 48 Window 100:0';: 0.390 NFRC 0.32 NFRC 185 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery (1) U -Factor Type 116 A Defauk Table from Standards, NFRC =Labeled Value 2 SHGC T e: 116 B"= Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Window Ove rhang, T Left Fin Right Fin 'Exterior Shade Type SHGC H t Wd Len H t LExt RExt Dist Len . H t . Dist Len H t 33 Bug Screen 0.76 ' 34 Bug Screen 0.76 - 35 Bug Screen 0.76 36 Bug 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 7 0.76 43 Bug Screen 0.76 44 Bug Screen 10.76 45 Bug Screen 0.76 46 Bug Screen 0.76 10.0 14.5 . • 12.0 0.1 12.0 -12.0 47 JBug Screen 0.76 48 IBug, Screen 0.76 EnergyPro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 8 of 10 Reg: 213-N0012464A-000000000-0000 Registration Date/Time: 2013/02/26 19:08:91 HERS 'Provider: CalCERTS, Ince 1` r Electronically Filed by Tim Scott and Authenticated at Ca10ERTS.com - 2/26/2013 Electronically Signed at CalCERTS.com by David W Helton (Helton, Deford & Associates) 2/26/2013 . w CERTIFICATE ,OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name : Haacker Residence Building Type m Single Family ❑ Addition Alone ❑Multi Family ❑Existing+ Addition/Alteration Date - 1212612013 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type ' Area Factor Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments F FENESTRATION SURFACE DETAILS T e Area :,,'U-Fadtor SHGC Azm Status Glazin T e Location/Comments window 100.0 0.390 NFRC 0.32 NFRC 185 New Double Non -Metal Tinted GreaWitchen/Dining/Gallery FID Window 24.0 0.390 ;NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Bedroom 2 Window', 48.0 0.390 NFRC . 0.32 NFRC 105 New :. Double Non -Metal Tinted Bedroom 2 ti -'•'B..?.'yt.•� ✓—.,i i —• fE. .ni .:;.�'.}" 4':: +,6' jj% N_..i �;i""T. '�'. ',,u�v,rnn:-+S�u ..es•n: ,i^�`_, - _ � - .�`:_ , �':'. .,�%r 'f/...�6 ..•@ t ,g[y #, I ..t.}'� p� '. d M.:d .•q. �t - 4 .7�+Y#,.aaii f'fj'Y +�.. ., .�..t g.F i 5'S. f ,., F V.s .� jf�'Rti+„- .anY },k•"}'R. S�- �".8�!�s. S �.�' 4""i':C� s.�•! _ (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 • ' Window Ove hang Left Fin Right Fin JD Exterior Shade Type SHGC --H---l— ,qt Wd Len H t LExt RExt Dist• Len H t Dist Len H t 49 Bug Screen 0.76 50 Bug Screen 0.76 ' 51 Bug Screen 0.76 e r Ener.gyPro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 9 of 10 Reg:'�213-N0012464A-00000000010000 Registration Date/Time: 2013/02/26 19:08:41 -'HERS'Provider:. CalCERTS, Inc Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 2/26/2013 Electronically•Signed at CalCERTS.com by David W Helton (Helton, Deford & Associates) 2/26/2013 CERTIFICATE OF"COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Haacker Residence Building Type l3 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1212612013 BUILDING ZONE INFORMATION • • Floor Area ft System Name Zone Name New ' Existing Altered Removed Volume Year Built HVAC'1 Master Suite 1,325 14,575 HVAC 2 Bdrm # & 4. Exercise 895 9,577 HVAC 3 Casita 831 8,892 HVAC 4, 5 & 6 Great/Kitchen/Dining/Gallery 3,062 ' 46,849 _ Bedroom 2 359 .3,841 ,: i Totals 6,472 r0 0 0 HVAC SYSTEMS i '' :. S stem Name; Q `: Heating Type , Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC 1 " "" a 1 4 'Central Furnace 97% AFUE Split Air Conditioner 15.0 SEER Setback New HVAC 2 1 Central Furnace 97% AFUE Split Air Conditioner 17.7 SEER Setback New HVAC 3 •' 1 :Central Furnace f ar. 97% AFUE' :.S lit Air;Conditioner„ a ITT SEER Setback„ New . AFUE S'AiirConiiiti6 r :1 1.6.0 SEER SetbackI 3. Ce`!d HVAC 4,;5 & 6 `.: " ntAl Fumace Y + New f V14{y97% F... ;. , 112i T1 .. 1•t (.. n V '-•`w . . . `" .l - ', -ham ^, y;+ . _:: HVAC DISTRIBUTION}• ' J `.i p,.. + >•{Duct 'Ducts % f 5 stem_Na e..+ '' Heatin - "..Conlin — ' Duct Location R Value Tested? Status HVAC 1 : . ' Ducted . , Ducted Attic, Ceiling Ins, vented 8.0 New HVAC 2; Ducted . Ducted Attic, Ceiling Ins, vented 8.0 New HVAC 3 Ducted.. Ducted' Attic, Ceiling Ins, vented 8.0 ® New HVAC 4, 5 & 6 Ducted Ducted Attic, Ceiling Ins, vented 8.01 D New WATER HEATING SYSTEMS " ` S stem Name Qty. Type Distribution Rated - Input Btuh Tank Cap. al Energy Factor or. RE Standby Loss or Pilot Ext. Tank - Insul. R- Value Status Bradford -White 75 Gal 2 Small Gas All Pipes Ins 70,000 75 0.80 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length -(ft)o a _ + S stem Name Pipe Len th Pipe Diameter T Insul. Thick. 7yHP Plenum Outside Buried 13 - ❑ 0 - . ❑ k' . Ene Pro 5.1 by EnerqySoft User Number: 6712 Run Code: 2013-02-26715:24:02 ID: Pa a 10 of 10 Reg: 213-N0012969A-000000000-0000 Registration Date/Time: 2013/02/26'19:08:91' HERS Provider: CalCERTS, Inc f r BUILDING ENERGY ANALYSIS REPORT PROJECT:' Haacker Residence 78-180 Masters Circle, Traditions La Quinta, CA 92253 Project Designer: Helton, DeFord & Associates 1261 N. Big Spring Street CITY OF LA QUANTA Anaheim, Ca 92807 BUILDING & SAFETY DEPT. (909) 957-4550, -D FOR CONSTRUCTION Report Prepared by: sire Tim. Scott �3 ZZ Scott Design and Title 24, Inc, 77-085 Michigan Drive Palm Desert, Ca 92211 (760) 200-4780 + RECEIVED 4 APR 2 4 2013 CITY OF LA QUINTA Job Number: COMMUNITY DEVELOPMENT Date: 2/26/2013 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 /D: y 0 0 TABLE OF CONTENTS Cover Page r 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 13 HVAC System Heating and Cooling Loads Summary 16 Room Load Summary 20 Room Heating Peak Loads 24 Room Cooling Peak Loads . : 29 EnergyPro 5.1 by EnergySoft Job Number: ID: User Number: 6712 0 • • PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Haacker Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2126/2013 Project Address 78-180 Masters Circle, Traditions La Quir California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 6,472 Addition n/a # of Stories 1 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 Construction Type Area Special Cavity Features see Part 2 of 5 Status Roof Wood Framed Attic R-38 6,472 Radiant Barrier New Wall Wood Framed R-21 5,334 New Slab Unheated Slab -on -Grade None 6,472 ` Perim = 637' New Door Opaque Door None 78 New FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidefins Shades Status Rear (N) 340.0 0.390 0.32 none none Bug Screen New Right (E) 322.3 0.390 0.32 none none Bug Screen New Left (W) 336.0 0.390 0.32 none none Bug Screen New Front (S) 238.9 0.390 0.32 none none Bug Screen New Rear (N) 240.0 0.390 0.32 20.0 none Bug Screen New Rear (N) 120.0 0.390 0.32 4.0 none Bug Screen New Front (S) 145.0 0.390 0.32 12.0 none Bug Screen New Front (S) 300.0 0.390 0.32 none none Bug Screen New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 97% AFUE Split Air Conditioner 15.0 SEER Setback New 1 Central Furnace 97% AFUE Split Air Conditioner 17.7 SEER Setback New 1 Central Furnace 97% AFUE Split Air Conditioner 17.7 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC 1 Ducted Ducted . Attic, Ceiling Ins, vented 8.0 New HVAC 2 Ducted Ducted Attic, Ceiling Ins, vented 8.0 New HVAC 3 Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Ot . Type Gallons Min. Eff Distribution Status 2 Small Gas 75 0.80 All Pipes Ins New EnergyPro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26T15:24:02 ID: Pa e 3 of 37 • • • PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Haacker Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2126/2013 Project Address 78-180 Masters Circle, Traditions La Qui California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 6,472 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction T e Cavity Features see Part 2 of 5 Status FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidefins Shades Status HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 3 Central Furnace 97% AFUE Split Air Conditioner 16.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location . R -Value Status HVAC 4, 5 & 6 Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Ot . Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 4 of 37 • PERFORMANCE CERTIFICATE: Residential Part 2 of 5) CF -1 R Project Name Haacker Residence Building Type ® Single Family ❑ Addition Alone I ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1212612013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The HVAC System HVAC 1 must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a se arate thermostat. In addition the air flow re uirements and fan watt draw requirements in Residential Appendix RA3.3 must be met. HIGH MASS Design - Verify Thermal Mass: 982.0 ft' Covered Slab Floor, 3.500" thick at Master Suite HIGH MASS Design - Verify Thermal Mass: 343.0 ft2 Exposed Slab Floor, 3.500" thick at Master Suite The HVAC System HVAC 2 must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a se crate 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: 765.0 ft2 Covered Slab Floor, 3.500" thick at Bdrm # & 4. Exercise HIGH MASS Design - Verify Thermal Mass: 130.0 ft2 Exposed Slab Floor, 3.500" thick at Bdrm # & 4. Exercise The HVAC System HVAC 3 must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a crate 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: 711.0 ft' Covered Slab Floor, 3.500" thick at Casita Z=S HIGH MASS Design - Verify Thermal Mass: 120.0 ft2 Exposed Slab Floor, 3.500" thick at Casita The HVAC System HVAC 4, 5 & 6 must serve only Living Areas. The non -closable area between zones cannot exceed 40 sf and each zone must se crate 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: 204.0 ft' Covered Slab Floor, 3.500" thick at GreabKitchen/Dining/Gallery ==sign HIGH MASS Design - Verify Thermal Mass: 2,858.0 ft' Exposed Slab Floor, 3.500" thick at Great/Kitchen/Dining/Gallery HIGH MASS Design - Verify Thermal Mass: 297.0 ft2 Covered Slab Floor, 3.500" thick at Bedroom 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 Cooling System Carrier 24ANB660159MN7A080-20 includes credit for a 12.5 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC 1 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 1 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System 'Carrier 24ANB736159MN7A60 includes credit for a 13.7 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC 2 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 2 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System Carrier 24ANB736159MN7A60 includes credit for a 13.7 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC 3 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 3 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System Carrier 24ANB648159MN7A60 includes credit for a 13.1 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HVAC 4, 5 & 6 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System HVAC 4, 5 & 6 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnePro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26T15:24:02 ID: Page 5 of 37 • 0 • PERFORMANCE CERTIFICATE: Residential Part 2 of 5 CF -1 R Project Name Haacker Residence Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2126/2013 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. HIGH MASS Design - Verify Thermal Mass: 62.0 ft2 Exposed Slab Floor, 3.500" thick at Bedroom 2 The Roof R-38 Roof(R.38.2x 14.16) 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. EnerqyPro 5.1 by EnerqySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 6 of 37 • • • PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date Haacker Residence 1 ❑ Multi Family ❑ Existing+ Addition/Alteration 1212612013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/V- r Space Heating 4.67 3.75 0.92 Space Cooling 54.53 46.07 8.45 Fans 10.87 14.71 -3.84 Domestic Hot Water 5.64 4.61 1.03 Pumps 0.00 0.00 0.00 Totals 75.71 69.15 6.57 Percent Better Than Standard: 8.7% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (S) 195 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (S) 2,029 684 Fuel Available at Site: Natural Gas (tM 1,717 336 Raised Floor Area: 0 (N) 1,540 700 Slab on Grade Area: 6,472 (E) 2,168 322 Average Ceiling Height: 12.9 Roof 6,472 0 Fenestration Average U -Factor: 0.39 TOTAL: 2,042 Average SHGC: 0.32 Fenestration/CFA Ratio: 31.6% REMARKS 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, ✓ 2/26/7013 Address i 77-085 Michigan Drive. Name Tim Scott Q 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 quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Helton, DeFord & Associates Address 1261 N. Big Spring Street Name Jim Deford City/State/Zip Anaheim, Ca 92807 Phone (909) 957-4550 Signed License # Date EnerovPro 5.1 by EnerqySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Pae 7 of 37 0 • • CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5) CF -1 R Project Name Haacker Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2126/2013 OPAQUE SURFACE DETAILS Surface Type Area U Insulation Joint Appendix Factor Cavi Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 1,325 0.026 R-38 270 0 New 4.2.1-A9 Master Suite Zone Wall 126 0.069 R-21 15 90 New 4.3.1-A6 Master Suite Zone Wall 228 0.069 R-21 105 90 New 4.3.1-A6 Master Suite Zone Wall 106 0.069 R-21 195 90 New 4.3.1-A6 Master Suite Zone Wall 653 0.069 R-21 285 90 New 4.3.1-A6 Master Suite Zone Slab 982 0.730 None 0 180 New 4.4.7-A1 Master Suite Zone Slab 343 0.730 None 0 180 New 4.4.7-A1 Master Suite Zone Roof 895 0.026 R-38 270 0 New 4.2.1-A9 Bedroom 3, 4 & Exercise Wall 82 0.069 R-21 15 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Wall 128 0.069 R-21 105 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Wall 20 0.069 R-21 195 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Wall 350 0.069 R-21 285 90 New 4.3.1-A6 Bedroom 3, 4 & Exercise Slab 765 0.730 None 0 180 New 4.4.7-A1 Bedroom 3, 4 & Exercise Slab 130 0.730 None 0 180 New 4.4.7-A1 Bedroom 3, 4 & Exercise Roof 831 0.026 R-38 270 0 New 14.2.1-A9 Casita Wall 150 0.069 R-21 15 90 New 14.3.1-A6 Casita FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 1 Window 150.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted Master Suite Zone 2 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Master Suite Zone 3 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Master Suite Zone 4 Window 120.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 5 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 6 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 7 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 8 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 9 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone f0 Window 5.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Master Suite Zone 11 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 12 Window 6.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 13 Window 45.0 0.390 NFRC 0.32 NFRC 285 New. Double Non -Metal Tinted Bedroom 3, 4 & Exercise 14 Window 45.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 15 Window 48.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise 16 Window 24.0 0.390 NFRC 0.32 NFRC 2851 New Double Non -Metal Tinted Bedroom 3, 4 & Exercise (1) Ll -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t I Wd Ove hang Left Fin Len H t LExt RExt Dist Len Ri ht Fin 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 Buq Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bua Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.16 13 Bug Screen 0.76 14 Bug Screen 0.761 1 15 Bug Screen 0.76 16 Bug Screen 0.76 LEn=ePro5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26T15:24:02 ID: Page 8 of 37 I-] • CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name Haacker Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2126/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wail 262 0.069 R-21 105 90 New 4.3.1-A6 Casita Wall 249 0.069 R-21 195 90 New 4.3.1-A6 Casita Wall 378 0.069 R-21 285 90 New 4.3.1-A6 Casita Slab 711 0.730 None 0 180 New 4.4.7-A1 Casita Slab 120 0.730 None 0 180 New 4.4.7-A1 Casita Roof 3,062 0.026 R-38 270 0 New 4.2.1-A9 GreaWitchen/Dinin /Gall Wall 482 0.069 R-21 15 90 New 4.3.1-A6 GreaWitchen/Dinin /Gall Wall 1,132 0.069 R-21 105 90 New 4.3.1-A6 GreaWitchen/Dinin /Gall Wall 380 0.069 R-21 195 90 New 4.3.1-A6 GreaWitchen/Dinin /Gall Door 54 0.500 None 195 90 New 4.5.1-A4 GreaWitchen/Dinin /Gall Door 24 0.500 None 195 90 New 4.5.1-A4 GreaUKitchen/Dining/Gall Wall 347 0.069 R-21 185 90 New 4.3.1-A6 GreaWitchen/Dinin /Gall Slab 204 0.730 None 0 180 New 4.4.7-A1 GreaWitchen/Dinin /Gall Slab 2,858 0.730 None 0 180 New 4.4.7-A1 GreaWitchen/Dinin /Gallo Roof 359 0.026 R-38 270 0 New 14.2.1-A9 lBedroom 2 Wall 96 0.069 R-21 1 1051 90 New 14.3.1-A6 JBedroom 2 FENESTRATION SURFACE DETAILS ID Type Area LI -Factor' SHGC Azm Status Glazing Type Location/Comments 17 Window 24.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Casita 18 Window 48.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Casita 19 Window 48.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Casita 20 Window 48.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Casita 21 Window 26.3 0.390 NFRC 0.32 NFRC 195 New Double Non -Metal Tinted Casita 22 Window 26.3 0.390 NFRC 0.32 NFRC 195 New Double Non -Metal Tinted Casita 23 Window 6.0 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Casita 24 Window 6.0 6.390 NFRC 6.32 NFRC 285 New Double Non -Metal Tinted Casita 25 Window 6.6 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Casita 26 Window 6.6 0.390 NFRC 0.32 NFRC 285 New Double Non -Metal Tinted Casita 27 Window 240.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 28 Window 120.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted GreatXitchen/Dining/Gallery 29 Window 175.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted GreaWitchenMininglGallery 30 Window 3.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted GreaWitchen/Dining/Gallery 31 Window 3.6 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted GreaWitchen/Dining/Gallery 32 Window 3.0 0.396 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted GreaWitchen/Dining/Gallery (1) LI -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 Len H t LExt RExt Dist Len Right Fin 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 1Buq_ Screen 0.76 27 Bug Screen 0.76 10.0 24.0 20.0 0.1 20.0 20.0 28 Bug Screen 0.76 10.0 12.0 4.0 0.1 4.0 4.0 29 Buq Screen 0.76 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 LSne=Pro by EnergySoft User Number.' 6712 RunCode: 2013-02-26715:24:02 ID: Page 9 of 37 n 0. 'CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name Haacker Residence Building Type m Single Family 13Addition Alone ❑Multi Family ❑Existing+ Addition/Alteration Date 2126/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments wall 165 0.069 R-21 195 90 New 4.3.1-A6 Bedroom 2 Slab 297 0.730 None 0 180 New 4.4.7-A1 Bedroom 2 Slab 62 0.730 None 0 180 New 4.4.7-A1 Bedroom 2 FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 33 Window 3.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 34 Window 3.0 0.390 NFRC 0.32 NFRC 15 New Double Non -Metal Tinted GreaWitchen/Dining/Gallery 35 Window 5.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 36 Window 5.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 37 Window 5.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 38 Window 11.3 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 39 Window 20.0 0.390 NFRC• 0.32 NFRC 105 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 40 Window 12.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 41 Window 175.0 0.390 NFRC 0.32 NFRC 195 New Double Non -Metal Tinted. Great/Kitchen/Dining/Gallery 42 Window 3.0 . 0.390 NFRC 0.32 NFRC 195 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 43 Window 3.0 0.390 NFRC 0.32 NFRC 195 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 44 Window 3.6 0.390 NFRC 0.32 NFRC 195 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 45 Window 2.3 0.390 NFRC 0.32 NFRC 195 New Double Non -Metal Tinted Great&itchenlDininglGallery 46 Window 145.0 0.390 NFRC 0.32 NFRC 185 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 47 Window 100.0 0.390 NFRC 0.32 NFRC 185 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery 48 Window 100.0 0.390 NFRC 0.32 NFRC 185 New Double Non -Metal Tinted Great/Kitchen/Dining/Gallery (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 Hot Wd Ove hang Left Fin Len H t LExt RExt Dist Len Right Fin Hat Dist Len H t 33 Bug Screen 0.76 34 Bug Screen 0.76 35 Bug Screen 0.76 36 Bug 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 Buo Screen 0.76 43 Bug Screen 0.76 44 Bug Screen 0.76 45 Bug Screen 0.76 46 -Bug Screen 0.76 10.0 14.5 12.0 0.1 12.0 12.0 47 18ug Screen 0.76 48 JBug Screen 0.761 1 EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 10 of 37 0 • 10 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name Haacker Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 226/2013 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavit7yExterior Frame Interiorl Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area LI -Factor' SHGC Azm Status Glazing Type Location/Comments 49 Window 100.0 0.390 NFRC 0.32 NFRC 185 New Double Non -Metal Tinted GreaWitchen/Dining/Gallery 50 Window 24.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Bedroom 2 51 Window 48.0 0.390 NFRC 0.32 NFRC 105 New Double Non -Metal Tinted Bedroom 2 (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 hang 'Left Fin Right Fin ID Exterior Shade Type SHGC Hat Wd Len H t LExt . RExt Dist Len H t Dist Len H t 49 Bug Screen 0.76 50 Bug Screen 0.76 51 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Pae 11 of 37 PJ • • CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5) CF -1 R Project Name Haacker Residence Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1212612013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built HVAC 1 Master Suite 1,325 14,575 HVAC 2 Bdrm # & 4. Exercise 895 9,577 HVAC 3 Casita 831 8,892 HVAC 4, 5 & 6 Great&itchen/Dining/Gallery 3,062 46,849 Bedroom 2 359 3,841 Totals 6,4721 0 01 0 HVAC SYSTEMS System Name City. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC 1 1 Central Furnace 97% AFUE Split Air Conditioner 15.0 SEER Setback New HVAC 2 1 Central Furnace 97% AFUE Split Air Conditioner 17.7 SEER Setback New HVAC 3 1 Central Furnace 97% AFUE Split Air Conditioner 17.7 SEER Setback New HVAC 4, 5 & 6 3 Central Furnace 97% AFUE Split Air Conditioner 16.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status HVAC 1 Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New HVAC 2 Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New HVAC 3 Ducted Ducted Attic, Ceiling Ins, vented 8.0 0 New HVAC 4, 5 & 6 Ducted I Ducted I Attic, Ceiling Ins, vented 8.0 New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh . Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Bradford -White 75 Gal 2 Small Gas All Pipes Ins 70,000 75 0.80 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft c 0 ZZ v N Pipe a S stem Name Length Pipe Diameter Insul. Thick. O FHP Plenum Outside Buried Ener Pro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Pae 12 of 37 0 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name' Haacker Residence Date 2/26/2013 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 Sola_ r Heat Gain Coefficient(SHG C , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118 a : Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. :' 150(a): Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. ,*§150(c): Minimum R-13 insulation in wood -frame wall orequivalent U -factor. .*§150(d): Minimum R-13 insulation in raised wood -frame floor orequivalent LI -factor. 150(f): Air retarding wrap is tested, labeled and installed according to ASTM E1677-95(2000) when s ecified on the CF -1R 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: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is -equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. '§150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. 'Space Conditioning, Water Heating and Plumbing System -Measures:. §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. ! §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/orcooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §1500): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped ,with insulation having an installed thermal resistance of R-12 or greater. . .§150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot-water 'tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the -tank. ':§1506)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of .:recirculatinq sections of hot water pipes are insulated per Standards Table 150-13. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. •§150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunli ht moisture, e ui ment maintenance and wind. §1506)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirelyin conditioned space. 1 50 ' 4: Solar water -heating systems and/or'collectors are certified by the Solar Rating and Certification Corporation. inEnergyPro 5.1 by EnergySoR User Number: 6712 RunCode: 2013-02-26T15:24:02 ID:. Page 13 of 37 I•.yFd ',i . C C .MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date Haacker Residence 2/26/2013 §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 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall riot use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 . Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). ..§ 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 14 of 37 CJ LJ r1 L-A MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date Haacker Residence 1212612013 §150(k)l0: 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 §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters -Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)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)l3 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). § 550(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. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02. ID: Page 15 of 37 • HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Haacker Residence Date 2/26/2013 System Name HVAC 1 Floor Area 1,325 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK CFM Sensible Total Room Loads 900 16,846 Return Vented Lighting 0 Return Air Ducts 973 Return Fan 0 Ventilation 0 0 Supply Fan 0 Supply Air Ducts 1 973 TOTAL SYSTEM LOAD 1 18,791 COIL HTG. Latent I CFM 1,893 447 0 0 1,893 PEAK Heating System Sensible Output per System • 89,000 , 19,456 Total Output Btuh 89,000 0 utp ut Btuh/s ft 67.2 956 Cooling System 0 Output per System 57,500 0 Total Output Btuh 57,500 0 Total Output ons 4.8 956 Total Output Btuh/s ft 43.4 Total Output s ft/Ton 276.5 21,368 Air System CFM per System 2,000 HVAC EQUIPMENT SELECTION Airflow cfm 2,000 Carrier 24ANB660/59MN7A080-20 39,394 6,910 89,000 Airflow cfm/s ft 1.51 1 89,000 Jan 1 AM Airflow cfm/Ton 417.4 Outside Air % 0.0 % Total Adjusted System Output 39,394 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 6,910 Aug 3 PM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions .,HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF Outside Air 0 cfm 72 OF 72 OF 113 OF 113 OF Heating Coil Supply Fan 113OF 2,000 cfm 72 OF 'COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F Outside Air Ar 0 cfm 70 159 OF 70/59°F 52/51°F 52/51°F 2 Cooling Coil Supply Fan 2,000 cfm 50.6% 52 / 51 OF ........ , . _........_ _... ROOM 70 ! 59 OF EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 16 of 37 C HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Haacker Residence Date 2/26/2013 System Name HVAC 2 Floor Area 895 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM _ Total Room Loads 548 Return Vented Lighting Return Air Ducts Return Fan Ventilation F o Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perSystem 59,000 11,066 1,344 203 9,831 Total Output Btuh 59,000 0 Output Btuh/s ft 65.9 639 483 Cooling System 0 0 Output perSystem 35,500 0 0 0 0 Total Output Btuh 35,500 0 1,344 0 Total Output ons 3.0 639 483 Total Output Btuh/s ft 39.7 Total Output s ft/Ton 302.5 12,344 10,797 Air System CFM perSystem 1.200 HVAC EOUIPMENT SELECTION Airflow cfm 1,200 Carrier 24ANB736/59MN7A60 25,510 2,790 59,000 Airflow cfm/s ft 1.34 Total Adjusted System Output 1 25,510 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 2,790 59,000 Aug 3 PM Jan 1 AM Airflow cfmfTon 405.6 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 i Outside Air _ AV - 0 cfm 72 OF 72 OF 118 OF 118 °F 10 Heating Coil Supply Fan 117 'IF F 1,200 cfm • ROOM 72 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112 / 78 OF Outside Air Ar 0 cfm 71 158 OF 71 / 58 OF 51 / 50 OF 51 150 OF Cooling Coil Supply Fan 51 / 50 OF 1,200 cfm .pn 48.0% . ROOM 1 70 ! 58 OF EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 17 of 37 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Haacker Residence Date. 2/26/2013 System Name HVAC 3 Floor Area 831 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 692 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 perSystem 59,000 13,842 1,262 309 14,798 Total Output Btuh 59,000 0 Output Btuh/s ft 71.0 799 727 Cooling System 0 0 Output perSystem 35,500 0 0 0 0 Total Output Btuh 35,500 0 1,262 0 Total Output ons 3.0 799 727 Total Output Btuh/s ft 42.7 Total Output s ft/Ton 280.9 1 15,440 16,253 `Air System CFM perSystem 1,200 HVAC EQUIPMENT SELECTION Airflow cfm 1,200 Carrier 24ANB736/59MN7A60 25,607 2,709 59,000 Airflow cfm/s ft 1.44 Total Adjusted System Output 25,6 71 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 2,709 59,000 Aug 3 PM Jan 1 AM Airflow cfm/Ton 405.6 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 71 OF 71 OF 118 OF 118 OF fGr Heating Coil Supply Fan 117 OF 1,200 cfm ......... ROOM 72 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112 / 78 OF Outside Air 0 cfm 71 / 58 OF 71 / 58 OF 51 150 OF 5.1 150 OF -► _ c Cooling Coil Supply Fan 51 / 50 OF 1,200 cfm _......._.. .. 48.0% ROOM 70 / 58 OF EnergyPro 5.1 by EnergySoft User Number. 6712 RunCode: 2013-02-26715:24:02 ID: Page 18 of 37 i 1p HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Haacker Residence Date 2/26/2013 System Name HVAC 4, 5 & 6 Floor Area 3,421 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 3 COIL CFM Total Room Loads 3,424 Return Vented Lighting Return Air Ducts Return Fan Ventilation F o Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible FM Late+,7721,602 Sensible Output erSystem 59,000 66,399 4 57,188 Total Output Btuh 177,000 0 Output Btuh/s ft 51.7 3,833 2,811 Cooling System 0 0 Output perSystem 47,000 0 0 0 0 Total Output Btuh 141,000 0 4,772 0 Total Output ons 11.8 3,833 2,811 Total Output Btuh/s ft 41.2 Total Output s ft/Ton 291.1 1 74,066 1 62,809 'Air System CFM perSystem 1,600 HVAC EQUIPMENT SELECTION Airflow cfm 4,800 Carrier 24ANB648/59MN7A60 100,746 12,151 177,000 Airflow cfm/s ft 1.40 Total Adjusted System Output 100,746 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 12,151 177,000 Aug 3 PM Jan 1 AM Airflow cfm/Ton 408.5 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 Ar 0 cfm 71 OF 71 OF 106 OF 106 OF f t7 Heating Coil Supply Fan 4,800 cfm 106 OF ROOM 72 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F Outside Airc 0 cfm 71 158 °F 71/58°F 51/50°F 51/50°F OR 9 1 Cooling Coil Supply Fan 52 / 50 OF 4,800 cfm 48.8% ROOM 70158 OF EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 19 of 37 PAGE TOTAL TOTAL' 1 900 16,846 1,893 447 19,456 1 9001 16,846 1,893 447 19,456 Total includes ventilation load for zonal systems. EnergyPro 5.1 by Ene Soft User Number: 6712 RunCode: 2013-02-26T15:24:02 ID: Page 20 of 37 • ROOM LOAD SUMMARY Project Name Date Haacker Residence 2/26/2613 System Name Floor Area HVAC 2 895 ROOM LOAD SUMMARY Zone Name I Room Name I Mult. I CFM I Sensible I Latent I CFM I Sensible I Latent I CFM I Sensible Bedroom 3, 4 & Exercise' Bdrm # & 4. Exercise I 1 1 5481 11,0661 1,344 -5481 11,0661 1,3441 2031 9,831 PAGE TOTAL TOTAL" 548 11,066 1,344 203 9,831 548 11,066 1,344 203 9,831 Total includes ventilation load for zonal systems. Energypro 5.1 by Enem ySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 21 of 37 • ROOM LOAD SUMMARY Project Name Date Haacker Residence 2126/2013 System Name Floor Area HVAC 3 831 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 Casita Casita 1 692 13,842 1,262 692 13,842 1,262 309 14,798 PAGE TOTAL 692 13,842 1,262 309 14,798 TOTAL 1 692 13,8421 1,2621 309 14,798 Total includes ventilation load for zonal systems. Ene Pro 5.1 6 Ene Soft ' User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 22 of 37 ROOM LOAD SUMMARY Project Name Date Haacker Residence 2/26/2013' `System Name Floor Area HVAC 4, 5 & 6 3,421 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK I COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible GreaWitchen/Dining/Galle GreaWitchen/Dining/Gall 1 3,100 60,120 4,113 3,100 60,120 4,113 1,477 52,734 Bedroom 2 Bedroom 2 1 324 6,279 659 324 6,279 659 125 4,454 • PAGE TOTAL 3,424 66,399 4,772 1,602 57,188 TOTAL * 1 3.4241 66,399 4,772 1,602 57,188 * Total includes ventilation load for zonal 0 ROOM HEATING PEAK LOADS Project Name Haacker Residence Date i 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Master Suite Floor Area 1,325.0 ftz Indoor Dry Bulb Temperature 72 OF Time of Peak, Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area ' U -Value AT °F X 0.0260 X 46 X 0.0690 X 46 X 0.3900 X 46 X 0.7300 X 46 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 X X X X X X X X X X X X X X X X X X X X X X X to another room Page Total 11.00 X 0.289 /60] X Ceiling Height ACH AT Btu/hr = 1,585 = 3,533 = 5,597 = 5,306 = = = = = = = = = = = = = = = = = = _ _ = = _ _ = = 16,020 46 = 3,436 R-38 Roof(R. 38.2x 14.16) 1,325.0 R-21 Wall (W. 19.2x6.16) 1,113.0 Double Non -Metal Tinted 312.0 Slab -On -Grade perim = 158.0 Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 1,325 X Area TOTAL HOURLY HEAT LOSS FOR ROOM 19.456 J • 0 ROOM HEATING PEAK LOADS Project Name7212612013 ate Haacker Residence ROOM INFORMATION DESIGN CONDITIONS Room Name Bdrm # & 4. Exercise Time of Peak Jan 1 AM Floor Area 4895.0 ft' Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 72 OF Conduction Area U -Value AT of Btu/hr R-38 Roof(R. 38.2x 14.16) 895.0 X 0.0260 X 46 = 1,070 R-21 Wall (W.19.2x6.16) 580.0 X 0.0690 X 46 = 1,841 Double Non -Metal Tinted 174.0 X 0.3900 X 46 = 3,122 Slab -On -Grade perfm = 44.0 X 0.7300 X 46 = 1,478 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 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 through an interior surface to another room Page Total 7,510 Infiltration:[ 1.00 X 1.064 X 895 X 10.70 X 0.297 /60] X 46 =F--2,321 Schedule Air Sensible Area Ceiling Height ACH AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 9,831 Energ Pro 5.1 by Energ Soft User Number: 6712 RunCode: 2013-02-26T15:24:02 ID: Page 25 of 37 • ROOM HEATING PEAK LOADS Project Names Haacker Residence Date 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Casita Floor Area 831.0ft' Indoor Dry Bulb Tem erature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area U -Value X 0.0260 AT OF X 46 X 46 X 46 X 46 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 Page Total /60] X AT = = = = _ = = = - = = _ = _ - = = _ = = = = = = _ = = = 46 Btu/hr R-38 Roof(R.38.2x14.16) 831.0 994 R-21 Wall (W. 19.2)(6.16) 1,039.4 X X 0.0690 3,299 Double Non -Metal Tinted 244.6 0.3900 4,388 Slab -On -Grade penm = 118.0 X X X X 0.7300 3,962 X X X X X X X X X X X X X X X X X X X X X X - X X Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 831 X Area to another room 10.70 X 0.297 Ceiling Height ACH 12,643 = 2,155 TOTAL HOURLY HEAT LOSS FOR ROOM 14,798 EnergyPro 5.1 by EnergySoR User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 26 of 37 0 U ROOM HEATING PEAK LOADS Project Name Haacker Residence Date 2/26/2013 ' ROOM INFORMATION DESIGN CONDITIONS Room Name GreaWitchen/Dining/Gallery Floor Area 3,062.0 ft' Indoor Dry Bulb Temperature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X to Ceiling U -Value AT °F 0.0260 X 46 = 0.0690 X 46 = 0.3900 X 46 = 0.5000 X 46 = 0.7300 X 46 = 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 15.30 X 0.208 /60] X 46 Height ACH AT Btu/hr R-38 Roof(R. 38.2x 14.16) 3,062.0 3,662 R-21 Wall (W. 19.2x6.16) 2,340.4 7,428 Double Non -Metal Tinted 1,239.6 22,238 Wood Door 78.0 1,794 Slab -On -Grade perim = 288.0 9,671 Items shown with an asterisk (') denote conduction Infiltration: 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 3,062 X Area 44,794 = 7,940 TOTAL HOURLY HEAT LOSS FOR ROOM 52,734 EnergyPro 5.1 by EnergySoR User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 27 of 37 Ll ROOM HEATING PEAK LOADS Project Name Haacker Residence Date 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom 2 Floor Area 359.0 ft2 Indoor Dry Bulb Temperature 72 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area 359.0 X U -Value AT °F Btu/hr 0.0260 X 46 = 429 0.0690 X 46 c 828 0.3900 X 46 = 1,292 0.7300 X 46 0 974 X = X X _ X _ X _ X X = X _ X. _ X _ X _ X = X = X _ .- X _ X _ y - X X - X = X _ X - X _ X - y _ X = another room Page Total 3,523 10.70 X 0.297 / 60 ] X 46 = 931 Height ACH AT R-38 Roof(R.38.2x 14.16) R-21 Wall (W. 19.2x6.16) 261.0 X X X X X X X X X X X Double Non -Metal Tinted 72.0 Slab -On -Grade perm 29.0 X X • .7 X X X X X X y X X X X X X X • X X Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface to X 359 X Area Ceiling TOTAL HOURLY HEAT LOSS FOR ROOM 4,454 EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 28 of 37 • r 11 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY. Project Name Date Haacker Residence 1 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Master suite Outdoor Dry Bulb Temperature . 112 OF Floor Area 1,325.0 ft2. Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 70 OF I Outdoor Daily Range: 34 OF Ooaaue Surfaces R-38 Roof(R.38.2x 14.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W.19.2x6.16) Orientation (N) (E) Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = 1,325.0 0.0260 56.0 126.0 0.0690 25.0 228.0 0.0690 32.3 106.0 0.0690 27.7 653.01 0.0690 32.1 19.7 120.0 35.8 0.0 19.7 5.0 35.8 0.0 19.7 5.0 35.8 L= 19.7 5.0 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) I Fanastratinn 1G 121 122 1F 108 109 110 111 112 (E) W (149 Shaded Unshaded Btu/hr 1,929 217 509 202 1,4451 1 4,3031 Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = = 0.0 19.7 150.0 23.1 0.0 19.7 6.0 37.6 0.0 19.7 6.0 37.6 0.0 19.7 120.0 35.8 0.0 19.7 5.0 35.8 0.0 19.7 5.0 35.8 0.0 19.7 5.0 35.8 0.0 19.7 5.0 35.8 0.0 19.7 5.0 35.81 Page Total Btu/hr 3,466 226 226 4,292 179 179 179 179 179 9,104 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 0.94 X 72.50 X 42 = 3,031 Air Sensible. CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,846 Latent Gain Btu/hr Occupants 10 Occupants X 200 Btuh/occ. = 200 Infiltration: 4.771 X 0.94 X 72.50 X 0.00523 = 1,693 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,893 0. • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Haacker Residence 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Master Suite Outdoor Dry Bulb Temperature 112 OF Floor Area 1,325.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 70 OF Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X. X _ X X = X X = X X X X = X X = X X = Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr 113 (IM, 0.0 X 19.7 + 5.0 X 35.8 = 179 X + X - X + X = X + X = X - + X - X + X - X + X - X + X = X + X = Page Total 179 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 0.94 X 72.50 X 42 = 3,031 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,846 Latent Gain - Btu/hr Occupants 1.0 Occupants X 200 Btuh/occ. = 200 Infiltration: 4,771 X 0.94 X 72.50 X 0.00523 = 1,693 Air Sensible CFM ELA AW - TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,893 EnergyPro 5.1 by Energ Soft User Number- 6712 RunCode: 2013-02-26715:24:02 ID: Page 30 of 37 0 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Haacker Residence 1 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Bdrm # & 4. Exercise Outdoor Dry Bulb Temperature 112 OF Floor Area 895.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 70 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr R-38 Roof(R.38.2x14.16) (W) 895.0 X 0.0260 X 56.0 = 1,303 R-21 Wall (W. 19.2x6.16) (N) 82.0 X 0.0690 X 25.0 = 141 R-21 Wall (W. 19.2x6.16) (E) 128.0 X 0.0690 X 32.3 = 286 R-21 Wall (W. 19.2x6.16) (S) 20.0 X 0.0690 X 27.7 = 38 R-21 Wall (W. 19.2x6.16) (W) 350.0 X 0.0690 X 32.1 = 775 X X = X X = X X = X X = Page Total 2,543 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 123 (E) 0.0 X 19.7 + 6.0 X 37.6 = 226 124 (E) 0.0 X 19.7 + 6.0 X 37.6 = 226 106 (W) 0.0 X 19.7 + 45.0 X 35.8 = 1,610 107 (W) 0.0 X 19.7 + 45.0 X 35.8 = 1,610 1E (W) 0.0 X 19.7 + 48.0 X 35.8 = 1,717 1E (W) 0.0 X 19.7 + 24.0 X 35.8 = 858 X + X - X + X = X + X = Page Total 6,246 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 0.94 X 48.97 X 42 = 2,047 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 11,066 Latent Gain Btu/hr Occupants 1.0 Occupants X 200 Btuh/occ. = 200 Infiltration: 4.771 X 0.94 X 48.97 X 0.00523 = 1,144 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,344 EnemvPro 5.1 by EnemySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Pa a 31 of 37 . . , • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Haacker Residence 1 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Casita Outdoor Dry Bulb Temperature 112 OF Floor Area 831.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temoerature 70 OF Outdoor Dailv Rance: 34 OF Ooaaue Surfaces R-38 Roof(R.38.2x 14.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W.19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W.19.2x6.16) Orientation (E) Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = Btu/hr 831.0 0.0260 56.0 1,210 150.0 0.0690 25.0 259 262.0 0.0690 32.3 585 249.4 0.0690 27.7 476 378.01 0.0690 32.1 837 J I= Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) I Fenestration 1B 1B 9C 1C 100 101 102 103 104 (E) (S) (tM (K9 Shaded Area 0.0 X 0.0 X 0.0 X 0.0 X 0.0 X 0.0 X 0.0 X 0.0 X 0.0 X 1 GLF 19.7 19.7 19.7 19.7 19.7 19.7 19.7 19.7 19.7 + + + + + + + + +1 Unshaded Area X X X X X X X X X GLF 24.0 37.6 = 48.0 37.6 = = = 48.0 37.6 48.0 37.6 26.3 22.2 = 26.3 22.2 = 35.8 = 35.8 = 35.8 = Page Total 6.0 6.0 6.0 Btu/hr 903 1,806 1,806 1,806 583 583 215 215 215 8,130 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 0.94 X 45.47 X 42 = 1,901 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 13,842 Latent Gain Occupants 1.0 Occupants X 200 Btuh/occ. Infiltration: 4,771 X 0.94 X 45.47 X 0.00523 = Air Sensible CFM ELA AW Btu/hr 200 1 1.0621 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,262 C • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Haacker Residence 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Casita Outdoor Dry Bulb Temperature 112 OF Floor Area 831.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 70 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X X, _ X X = X X - X X = X X = X X = X X = Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr 105 (tM 0.0 X 19.7 + 6.0 X 35.8 = 215 X + X - X + X - X + X - X + X - X + X - X + X - X + X - X + I X - Page Total 215 Internal Gain - Btu/hr Occu ants 1.0 Occupants X 230 Btuh/occ. = 230 Equipment 0.0 Dwelling Unit X 1,600 Btu = 0 Infiltration: 1.064 X 0.94 X 45.47 X 42 = 1,901 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 13,842 Latent Gain Btu/hr Occupants 1.0 Occupants X 200 Btuh/occ. = 200 Infiltration: 4,771 X 0.94 X 45.47 X 0.00523 c 1,062 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,262 EnemvPro 5.1 by EnemySoft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 33 of 37 4) i 0 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY rHaacker Residence 2/26/2013 OOM INFORMATION DESIGN CONDITIONS Room Name GreabKitchen/Dining/Gallery Outdoor Dry Bulb Temperature 112 OF Floor Area 3,062.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 70 OF Outdoor Daily Range: 34 OF Ooaaue Surfaces R-38 Roof(R.38.2x 14.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) R-21 Wall (W. 19.2x6.16) Wood Door R-21 Wall (W. 19.2x6.16) Orientation (E) (S) (S)l Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 3,062.0 0.0260 77.0 482.0 0.0690 32.0 1,131.7 0.0690 43.7 379.7 0.0690 42.7 78.0 0.5000 48.0 347.0 0.0690 39.6 Page Total Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) I Fenestration Orientation 1H 1K 1T 200 201 202 204 205 114 (N) (E) biu/nr 6,130 1,064 3,410 1,118 1, 872 947 1 14,5411 Shaded Area GLF 0.0 X 23.6 0.0 X 23.6 0.0 X 23.6 0.0 X 23.6 0.0 X 23.6 0.0 X 23.6 0.0 X 23.6 0.0 X 23.6 0.0 X 23.6 + + + + + + + + +1 Unshaded Area X X X X X X X X X GLF = = = = = = = = = 240.0 27.6 120.0 27.6 175.0 27.6 3.0 27.6 3.0 27.6 3.0 27.6 3.0 27.6 3.0 27.6 5.0 51.9 Page Total Btu/hr 6,622 3,311 4, 828 83 83 83 83 83 259 15,434 Internal Gain Btu/hr Occupants 1.0 " , Occupants X 230 Btuh/occ. E ui ment 0.0 Dwelling Unit X 1,200 Btu = (Infiltration: 1.064 X 0.94 X 167.55 X 42 = C Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 60,1201 Latent Gain Btu/hr Occupants 10 Occupants X 200 Btuh/occ. - = 200 Infiltration: 4,771 X 0.94 X 167.55 X 0.00523 = 3,913 Air Sensible CFM ELA AW I TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 4,1131 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Haacker Residence 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Great/Kitchen/Dining/Gallery Outdoor Dry Bulb Temperature 112 OF Floor Area 3,062.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temoerature 70 OF Outdoor Dailv Ranae: - 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr 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 115 116 117 1L 204 ix 205 206 207 0.0 0.0 X X X X X X X X X 23.6 X- X X X X X X. X X 5.0 - = - = = = 51.9 = = = = = = = = = 259 23.6 5.0 a 259 0.0 23.6 11.3 51.9 586 0.0 0.0 0.0 0.0 23.6 20.0 51.9 1,037 23.6 12.0 51.9 622 23.6 175.0 37.0 6,469 23.6 3.0 37.0 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 115 116 117 1L 204 ix 205 206 207 0.0 0.0 X X X X X X X X X 23.6 + + + + + + + + + 5.0 X X X X X X X X X 51.9 = = = = = = = = = 259 23.6 5.0 51.9 259 0.0 23.6 11.3 51.9 586 0.0 0.0 0.0 0.0 23.6 20.0 51.9 1,037 23.6 12.0 51.9 622 23.6 175.0 37.0 6,469 23.6 3.0 37.0 111 0.0 0.0 23.6 3.0 37.0 111 23.6 I .0 1 37.0 111 Page Total 9,566 Internal Gain Btu/hr Occupants 1.0 Occupants X 230 Btuh/occ. Equipment 0.0 Dwelling Unit X 1,200 Btu = Infiltration: 1.064 X 0.94 X 167.55 X 42 = C Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 60;120 Latent Gain Btu/hr Occupants 1.0 Occupants X . 200 Btuh/occ. = 200 Infiltration: 4,771 X 0.94 X 167.55 X 0.00523 3,913 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 4,113 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Haacker Residence 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name GreabKitchen/Dining/Gallery Outdoor Dry Bulb Temperature 112 OF Floor Area 3,062.0 ft2 Outdoor Wet Bulb Temperature' 78 OF Indoor D Bulb Temperature 70 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X X - X X = X X = X X _ X X = X X = X X = Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr 209 (S) 0.0 X 23.6 + 2.3 X 37.0 = 85 1J (S) 145.0 X 23.6 + 0.0 X 32.8 = 3,427 IU (S) 0.0 X 23.6 + 100.0 X 32.8 = 3,278 IV (S) 0.0 X 23.6 + 100.0 X 32.8 = 3,278 1W (S) 0.0 X 23.6 + 100.0 X 32.8 = 3,278 X + X - X + X - X + X = X + X = Page Total 13,345 Internal Gain Btu/hr Occupants 1.0 Occupants X 230 Btuh/occ. = 230 Equipment 0.0 Dwelling Unit X 1,200 Btu = 0 Infiltration: 1.064 X 0.94 X 167.55 X 42 = 7,004 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 60,120 Latent Gain Btu/hr Occupants 1.0 Occupants X 200 Btuh/occ. = 200 Infiltration: 4,771 X 0.94 X 167.55 X 0.00523 = 3,913 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 4,113 Ener Pro 5.1 by Ener Soft User Number- 6712 RunCode: 2013-02-26715:24:02 ID: Page 36 of 37 .1e - - Iv • 0 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Haacker Residence 2/26/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom 2 Outdoor Dry Bulb Temperature 112 OF Floor Area 359.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 70 OF Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr— tu/hrR-38Roof(R.38.2x14.16) R-38 Roof(R. 38.2x 14.16) (W) 359.0 X 0.0260 X 77.0 = 719 R-21 Wall (W. 19.2x6.16) (E) 96.0 X 0.0690 X 43.7 = 289 R-21 Wall (W. 19.2x6.16) (S) 165.0 X 0.0690 X 42.7 = 486 X X = X X - X X = X X = X X = X X = Page Total 1,494 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 1 M• (E) 0.0 X 23.6 + 24.0 X 51.9 = 1,245 1M (E) 0.0 X 23.6 + 48.0 X 51.9 = 2,490 X + X - X + X = X + Ix - X + X - X + X = X + X - X +1 X - Page Total 3,734 Internal Gain Btu/hr Occupants 1.0 Occupants X 230 Btuh/occ. = 230 Equipment 0.0 Dwelling Unit X 1,200 Btu = 0 Infiltration: 1.064 X 0.94 X 19.64 X 42 = 821 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 6,279 Latent Gain Btu/hr Occupants 1.0 Occupants X 200 Btuh/occ. = 200 Infiltration: 4,771 X 0.94 X 19.64 X 0.00523 = 459 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 659 Ener Pro 5.1 by Ener Soft User Number: 6712 RunCode: 2013-02-26715:24:02 ID: Page 37 of 37 FOXWORTH GALBRAITH LUMBER 10527 S. FRONTAGE, YUMA, AZ 85365 P: 928-345-2178 Today's Date: 04/16/2013 TRUSS CALCULATIONS & LAYOUTS CUSTOMER Sunvista Development 78-080 Calle Amigo La Quinta, CA 92253 JOBSITE ADDRESS Haacker Residence 18-180 Masters Circle Lot 74, the Hideaway La Quinta, CA 92253 ESIFMEREVIEW: 2ND CITYOF LA QUINTq. BUILDING & SAFETY DEPT. Fo PoROVED NSTRUCTION DAS ti — BY RECEA/90I APR 242013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT 44AIRMOUR ENGINEERING 760-423-9479 I . I . [A' ESI/FME. Inc. Structural Engineers Date: 4/19/2013 By: DM 1800 E. 16th Street Sheet 1 of 1 Santa Ana, California 92701 Project Name: HAACKER RESIDENCE Company: Sun Vista Development. La Quinta, California Address: 78-080 Calle Amigo ESI/FME Job No.: C772 La Quinta, CA 92253 Project Engineer: DM Contact: Dave @Helton-Deford email PH: (714) 835-2800 i Fax: 285-2819, Phone: FAX: ❑ Phone Conversation ❑ Field Meeting ❑ Meeting @ Client ❑ In -House Meeting RE: Truss Review. On Haacker Residence ESI/FME, Inc. has reviewed the truss layouts by Foxworth-Galbraith Lumber & Armour Engineering , datec 4=16-13 for general conformance to the approved set of construction documents. Upon review, the truss layouts and loads appear to meet the minimum requirements of the construction documents. This review does not relieve the contractor from compliance with the requirements of the drawings and specifications. 'The contractor is responsible for confirming and correcting all quantities and . dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all' other trades-, and performing his work in a safe and satisfactory manner. The' structural integrity of -items shown in the reviewed truss shop drawings are_ the sole responsibility of the Contractor's Engineer, not ESI/FME, Inc. 'Structural Engineers. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAT 1;7 B j •y.r t UNION I■Il i ; << a, RMINI* IBill Tr' 1 IFI -71 T. i I I l1lal ll! !!!l IFnl .. ICi I- 6z IQ I I qq ' 4 C .p. ' P T ' _C 6 333 ` .. • –i y., ..J' I®A IYII I mI o a ■ 9!] 1 l 180 7i'It illR!1lBl l rvlil4--m9amcM'Amm- 1 ]>•. JI I n emllv J ■ , ■ , . • ARRRRRRRflF•IF iRR . : tip.. C Gm Off! ■ol1' wi ' ili s ` Ii" ii Ir"Tii— I i ii ll_{ . -- —ice---- •," . _ ll: la ti I k i:il; II i®®I l ll1 ill 11 Idles®I 1 1 _ JI UNION I■Il i ; << a, RMINI* o I Il e 9 - ss 'A ® In, , fi . ,t • ,. I a12.1 MGM) i 'TRUSS MANUFACTURER THIS ISA TRUSS PLACEMENT DIAGRAM ONLY.Th—a—ered.kydm —I v IndlvhluelbultdhVr pmems,obebxorpomt dM,othebuildbrgtimgn Haacker Residence ul ho:ped6ce,bn uFd xbu king dea gnxr. SCe dvEvald6lgn ahee6 (or a - e .a h-,d.ignidmdhedonthepUac tdm,h%Thebwld'mgdesgner w ' Traditions, Lot 74 Is rxspanslhlo for tmnparary and permenent eruing on drc mof andRoa FOXWORTH GALBRAITH LUMBER sys-m ent""m nems, walls alof lethem e Oofthee La Quints California 92253 bul"ds d hemswa send mlum ts`heaPombOdYofele- f 105275.FRONTAGLYUMA.AZ85365 P:92&3x5.2178 ndPsgn • - T. 6z qq ' 4 C .p. ' P T ' _C 6 333 ` .. • –i y., ..J' oq. 180 o I Il e 9 - ss 'A ® In, , fi . ,t • ,. I a12.1 MGM) i 'TRUSS MANUFACTURER THIS ISA TRUSS PLACEMENT DIAGRAM ONLY.Th—a—ered.kydm —I v IndlvhluelbultdhVr pmems,obebxorpomt dM,othebuildbrgtimgn Haacker Residence ul ho:ped6ce,bn uFd xbu king dea gnxr. SCe dvEvald6lgn ahee6 (or a - e .a h-,d.ignidmdhedonthepUac tdm,h%Thebwld'mgdesgner w ' Traditions, Lot 74 Is rxspanslhlo for tmnparary and permenent eruing on drc mof andRoa FOXWORTH GALBRAITH LUMBER sys-m ent""m nems, walls alof lethem e Oofthee La Quints California 92253 bul"ds d hemswa send mlum ts`heaPombOdYofele- f 105275.FRONTAGLYUMA.AZ85365 P:92&3x5.2178 ndPsgn • - –•..I t I v I i _ 0.0A IPAW L dLL1UOB c.ws - AB P TLB III I r-- I I i -- —_--. —=, 1 Is A t , ' T ' I• I k I I I LI I- s 4 T , Q_ i. r I — - JJ... "°tLy'r, t I I 1161 • nT WIIII w:W nnBL I I -_'yam. r-- !f.? -_--l- T_ _ + I is "ti + S t 5 J- L Y, F,`e ( i -®! 1S 6S'1• T 11D I.lI1- _= T9 :LJ A4 GH 6BD1M 22L - JI_-- `TgS PK FAU WE 1 f - i f { © O. -- --'-- "K — -© ! Kt I 'A PLT 1 41 .- C _-_. .{ _ - • _-y4ACa y } .I IthH1 IPi • BA.. WI U• -0W FLT 16'4]II FLT WITS 1'-1-]M• 2, K ..t s' T T I •'fnl li F. t 2 -ter • K -7' o K E $ n -c b PI I N - 001 j K I I r J o _ K I _ _ O ° a ;tet r of 'F n m -O It r mg Ir -n - O I -I I 12 1• of r .\1 `dw n.T H , G p • i I 1K4 _ _ _L. _rs y nr w 6•- .ly ea!(L - P )taB 1 F4 11' • F W ISV' SV J u c. c. 11- - IIV.W FLT WRH ,.VI•H®, T1 1• W I S I GADi I , -- 16 dw• n.T W 6' -UM• O6®. G T 1, Cg . $ rr rD o ol N 19 Plwnpi9 <XDrJCp T=O el s oo S oy'gxz p I"0" G 1 ;6 CD_ OSyT U1 Nyy G t c o /c s :-... 4-2 T T _ _ -t.A •FLi Ml96•.]JH•.H 1.. - - _ - _ _ _ ._. ... _ _ _ _ _ <_ A A— ==1 L_/ m Y/ F p ; F = S \ 11GB 16'•0.L6• PLT W n]dl6• HH®. ^6- wW FLT W W. - 3m® 8Jf 1 B 4 M 1 ' 0 N I IP-0Jl6'FLT WH]1 6'-,•W OlS®.. y ° 1 M '2 am I CC n BGB 51ZM M z m --'e 1 °11 m TRUSS MANUFACTURER THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as m 3 an individual building components to be incorporated in to the building design m of the 7O H aac ke r Residence e n ee specification of the building designer. See individual design sheets for reach truss design identified on the placement drawing. The building designer In Traditions, Lot 74 Is responsible for temporary and permanent bracing on the roof and floor system and the overall structure. The design ofthe truss support stucture La Quinta California 92253 FOXWORTH GALBRAITH LUMBER including headers,beams, walls and columns, is the responsibility of the 10527 S. FRONTAGE, YUMA, AZ 85365 P:928-345-21178 building designer. Job russ I russ TypeQtyy -TRE A1 -GB GABLE 1 11 1 Job Reference (optional) .......,.,, ..,a,..,e, 1.1, 1 ..,, ., e„.o, ....,...... ..Y I uu ie u 'u—P, "' w rage 1 I D:w0_ZwVFdiaBgiBm5zgm6s?zRm90-h DPdQzPCNSLGpp6wDStpRuo?QnG90BKdNYyX70zQ3Me 3S2 6-10-8 10-6-7 156-0 3 Fr2 3-4-6 3-7-15 4-11-9 uxu — ax lu ' 1 I 3 6 2 6-10-8 ' Plate Offsets MY): [3:0-2-0,0-2-5] [8:0-7-4,0-2-8] LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.73 'TCDL 21.0 Lumber Increase 1.15 BC 0.59 BCLL 0.0 Rep Stress Incr NO WB 0.68. BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G *Except* 'T2: 2x4 DF SS BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G } BRACING I TOPCHORD '3-5-0 oc bracing: 4-5 4-7-0 oc bracing: 3-4 BOT CHORD + Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS ' 1 Brace at Jt(s): 3, 4, 1, 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS (Ib/size) 'S 1036/0-5-8 (min. 0-1-8) 8 1035/0-5-8 (min. 0-1-8) Max Horz 8 =-1(LC l4) Max Grav 'S 1232(LC 3) 8 1190(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-9=-220110. 2-9=-2018/0, 2-10=-1871 /0, 3-10=-1693/0, 3-11=-1798/0, 4-11=-2017/0, 4-12=-2815/0, 5-12=-3009/0, 1-8=-1124/0 BOT CHORD 7-8=0/446, 6-7=0/1875, 5-0=0/2780 ' WEBS 3-0=0/562, 4-6=-78010,1-7=0/1778, 2-7=-332/0, 2-6=-355(31 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 39-0 tall by 2-" wide will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 1232#/0# lN d DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.11 5-0 >999 240 MT20 220/195 Vert(TL) -0.40 5-0 >441 180 Horz(TL) 0.05 5 n/a n/a Scale = 1:35.5 Camber = 5/16 in I Weight: 86 Ib FT = 20% 5) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 1060 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 15-0-0 for 68.4 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q ,OF E SS/0J EyN w No. C 048241 `n m ,Ex p. 6/30/14 9TFOF CAL1F42 0 } Job Tru ss russ Type Qty ply TCLL -TRE AA Common Truss 9 1 TCDL 21.0 Lumbeu Increase 1.15 BC 0.45 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365, Daniel Armour 7.350 s Sep 27 2012 Mi rek Industries, Inc. Tuer 16 16:18:46 2013 Page 1 ' ID:wO_ZwVFdia8glBm5zgm6s?zRm9o-9Qz?dJQg8PT7Rzh7nAO2z5 tBeZljLnbCh4fSzQ3Md 6-1-8 9-9-7 14-9-0 6-1.8 3-7-15 4-11-9 Scale: 1/2"=l' Camber = 1/4 In 46 = 3.50 12 r Jx1u = 4x6 II I 2x4 II 6.1-8 LOADING(psf) SPACIJG 2-" CS1 TCLL 20.0 Plates rtcrease 1.15 TC 0.82 TCDL 21.0 Lumbeu Increase 1.15 BC 0.45 BCLL 0.0 ' Rep SUess Ina YES WB 0.37 BCDL 10.0 Code 13C2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G SLIDER BRACING TOPCHORD Structural wood sheathing directly aoplied or 4-5-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-00 oc bracing. MiTek recommends that Stabilizer and required cross bracing be installed during truss erection, in accordance with 3tabilizer Installation guide. REACTIONS (Ib/size) 5 = 745/0-5-8 (mir 0-1-8) 7 = 745/Mechanical Max Horz 7 = -46(LG 4) Max Uplift 5 = -110(1-G 6) 7 = -94(LC 5) 745#/-1109 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.11 5-0 >999 240 MT20 220/195 Vert(TL) -0.37 5-6 >475 180 Horz(TL) 0.03 5 n/a n/a Weight: 63 Ib FT = 20% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 7 except at --lb) 5=110. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 10) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. (lb) - Max. Comp./Max. T§n. - All forces 250 (lb) or less except when shown. 'FORCES TOPCHORD 1-8=-1111/125, 2-8=-1042/135, 2-9=-1036/134, 3-9=-1081/127, 3-0=-14101267, 4-5=-1491/256, 1-7=-697/118 BOTCHORD '5.6=-201/1354 WEBS 2-0=0/277, 3-6=-523/193,1-6=-58/87-0 NOTES ESS/0N/ 1) Unbalanced roof live loads have been considered for this design. Wind: nd: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft,, Cat. oQ�,(3F ' II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; left Lumber �� 9�� end vertical and right exposed; DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonccncurrent with Z `n any other live loads. w N o. C 048241 m 4) ' This truss has been designed far a live load of 20.Opsf on the bottom chord in allr areas where a rectangle 3-" tall b7 2-" wide will fit between the bottom chord and any 1 6/30/14 Exp' other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 9TF0F ' CAl\EO�� Job russ ey I russ lypty 173-0 -TRE A -GB GABLE 1 1 2-M CSI DEFL in (loc) I/deft Job Reference (optional) .............a,c,,.,,,,...., , , . . ,.. ,:. .moo ..., . ..o.. ' ID:wO_ZwVFdia8giBm5zgm6s?zRm o<1cXOgiRSvib_37GJLNHWJtIO wbU90wgsReCuz03Mc 7-8 8-7.811-7 8 173-0 -0-0 3-0-0 °-7-8 3 5-7-8 Scale = 1:28.1 Camber = 5/16 in 2x4 = 44 = 4x6 3x10 = 46 0 17-3-0 LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G BRACING TOPCHORD 3-0-0 oc bracing: 1-2, 4-5 4-3-0 oc bracing: 2-3 4-4-0 oc bracing: 3-4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 2, 4 MiTek recommends that Stabilizer and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1136/0-5-8 (min.0-1-8) 5 = 1136/0-5.8 (min.0-1-8) Max Horz 1 = 4(LC 9) Max Grav 1 = 1297(Le; 4) 5 = 1297(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-7=-0167/0, 2-7=-2960/0, 2-8=-2225/0, 3-0=-2021/0, 3-0=-2022/0, 4-9=-2223/0, 4-10=-2254/0, 5-10=-3162/0 BOT CHORD 1-11=0/2999, 6-11=0/2999, 5-0=0/2977 WEBS 3-0=0/875, 2-6=-719/0, 4-0=-725/0 NOTES 1) Unbalanced roof live loads have leen considered for this design. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)' This truss has been designed fcr a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) tall b,r 2-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Solid blocking is required on bottesides of the truss at joint(s), 1. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.O1b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) This truss has been designed for a total drag load of 1060 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 8-0-0 for 132.5 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q ,OF ESS/SN eR1 F41, w No. C 048241 P -„r, 6/30/14 C lv1\ Q '< JF CAUEO 173-0 izyrsiusi LOADING(psf) SPAC14G 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates increase 1.15 TC 0.96 Vert(LL) -0.09 53 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.40 5-6 >487 180 BCLL 0.0 ' Rep Stess Incr NO WB 0.39 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code I3C2009/TPI2007 (Matrix) Weight: 86 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G BRACING TOPCHORD 3-0-0 oc bracing: 1-2, 4-5 4-3-0 oc bracing: 2-3 4-4-0 oc bracing: 3-4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 2, 4 MiTek recommends that Stabilizer and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1136/0-5-8 (min.0-1-8) 5 = 1136/0-5.8 (min.0-1-8) Max Horz 1 = 4(LC 9) Max Grav 1 = 1297(Le; 4) 5 = 1297(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-7=-0167/0, 2-7=-2960/0, 2-8=-2225/0, 3-0=-2021/0, 3-0=-2022/0, 4-9=-2223/0, 4-10=-2254/0, 5-10=-3162/0 BOT CHORD 1-11=0/2999, 6-11=0/2999, 5-0=0/2977 WEBS 3-0=0/875, 2-6=-719/0, 4-0=-725/0 NOTES 1) Unbalanced roof live loads have leen considered for this design. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)' This truss has been designed fcr a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) tall b,r 2-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Solid blocking is required on bottesides of the truss at joint(s), 1. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.O1b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) This truss has been designed for a total drag load of 1060 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 8-0-0 for 132.5 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q ,OF ESS/SN eR1 F41, w No. C 048241 P -„r, 6/30/14 C lv1\ Q '< JF CAUEO o russ I russ I ype Qty ply - TRE B Common Truss 11 1 MT20 220/195 Vert(TL) -0.12 5-0 >999 180 Job Reference (optional) _,•., _. ,,, . ,., . ID:wO_ZwVFdiaBglBm5zgm6s?zRm9o-So5m2_R4gOjggHrVubQ1N2WQSuMODh743WABkLzQ3Mb 7-0-0 14-0-0 7-" 7.0-0 3.50 12 46 = Scale = 1:50.1 Camber= 1116 in 2 4; 80Nk1 A0# 3x10 = tLOADING(psf) SPACIAG 2-" CSI TCLL 20.0 Plates increase 1.15 TC 0.97 TCDL 21.0 Lumbe, Increase 1.15 BC 0.26 'BCLL 0.0 Rep Stess Ina YES WB 0.10 BCDL 10.0 Code 13C2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G ' WEBS 2x4 DF No. 1&Btr G'=xoepY W3: 2x4 DF SS, W1:2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. 'BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. WEBS 1 Row at midpt 2-5 MiTek recommends that Stabilizer and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6 = 809/0-5-8 (mir- 0-1-8) 4 = 809/0-5-8 (mir- 0-1-8) 'Max Horz 6 221 (LC 4) Max Uplift 6 =-140(LC. 3) 4 =-140(LC• 4) 'FORCES (lb) - Max. Comp./Max. 73n. - All forces 250 (lb) or less except when shown. TOPCHORD 1-7=-439/121, 2-7=-360/134, 2-8=-:50/1134, 3-8=-439/121, 1-0=-667/168, 34=-667/168 ' WEBS 2-5=-401/131,1-5=-86/446, 35=-8C4446 NOTES 1) Unbalanced roof live loads have been considered for this design. '2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft•, Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plata grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '4) • This truss has been designed fcr a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall b•• 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (t•y others) of truss to bearing plate capable of ' withstanding 100 Ib uplift at joints) except (jt --lb) 6=140, 4=140. 80?AA1 AD# 14-0-0 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.04 5-6 >999 240 MT20 220/195 Vert(TL) -0.12 5-0 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 92 Ib FT = 20% 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q ,OF ESS/pN 1 4 w No. C 048241 `^ m 6/30/14 9 jsFjCAO o russ IIl ruse ype y TRE BA -GB 4 GABLE 1 1 SPACING 2-" CSI DEFL in (loc) I/deft Job Reference o tional a -"'cult rvn ert mausmes, R "M hpno i¢ia:go [uin rage d I D:wO_ZwVFdia8giBm5zgm6s?zRm9o-5o5m2_R4gOjggH rVubQW2WQbm?EJ DV743WABkL;8'3 700 -0-0 14 7-0-0 7-0-0 5x8 II 3.50 12 300 :: 300 300 2 3x10 Z - min I I 7-0 0 14-0.0 7N 7_lLfl Scale = 1:52.8 Camber = 1/4 in Plate Offsets (X,Y): [4:0.3-9,Edge) I LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.09 45 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.34 45 >477 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Ina NO WB 0.87 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 111 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G *Except* W1: 2x4 DF No.1 &Btr G BRACING { TOPCHORD I Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. WEBS 1 Row at midpt 1-6,34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6 = 1569/0-5-8 (min. 0-2-15) 4 = 1569/0-5-8 (min. 0-2-15) Max Grav 6 = 2739(L6 4) 4 = 2739(LC 3) FORCES (lb) - Max. Comp./Max. T. - All forces 250 (lb) or less except when shown. TOPCHORD I 1-2=-1791 /152, 2-3=-1791/152,1-6=-2403/139, 3-4=-2403/139 BOT CHORD 6-7=528/393, 5-7=-942/1007, 5-8=-942/1007, 4.8=-028/393 WEBS 15=-44012275, 3-5=-440/2275, 2-5=;-458/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a total drag load of 1990 Ib. Lumber DOL=(1:33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for 142.1 plf. i 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q ,OFESS10 w No. C 048241 Exp. 6/30/14 T`F CAL FO oI runsiTruss , 144)-0 7-0-0 Type SPACING 2-0-0 y DEFL in (loc) I/deft Ud TRE B -GB Plates Increase 1.15 GABLE 1 1 TCDL 21.0 Lumber Increase 1,15 BC 0.33 I BCLL 0.0 ' Rep Stress Incr NO Job Reference (optional) . ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-Z_e8FKSIRK i66hSlxlblryk Oh3yVTDHAwIGn Ma 7-0-0 14-0-0 7-0-0 7-0.0 5x8 II 3.50 12 3x10: 300 zzz 3x10 Z 2 3x10 zz 4Y10 II /R# Scale = 1:52.8 Camber= 1/16 in - ' gi cei mire ctl y app e o 7-0-0 7-0-0 , 144)-0 7-0-0 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.04 45 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1,15 BC 0.33 Vert(TL) -0.13 45 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight•. 111 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G 1 BOT CHORD 2x4 DF G ( 7) This truss has been designed for a total drag load of 1115 Ib. Lumber DOL=(1.33) StuNo.Std&Bt WEBS 2x4 DF Stud/Std G Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from ' BRACING 0-0-0 to 4-0-0 for 247.8 plf. TOP CHORD } 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the Structural wood sheathing directly applied or 6-M 0 oc purlins, except end verticals. analysis and design of this truss.g) BOT CHORD Ri'I'd d'g Iid 6-0-0k ' 6 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). r oc rac ng. WEBS { 1 Row at midpt 1-6,34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 'REACTIONS (Ib/size) 6 1055/0-5.8 (min:0-1-13) 4 = 1055/0-5-8 (min:0-1-13) Max Horz '6 = 13(LC 9) Max Grav 6 1711 (LC 4) 4 = 1711 (LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-1085/0, 2-7=-767/0, 25=-767/0, 3-8=-1085/34, 15=-1574/0, 3-4=-1574/0 BOT CHORD 6.9=560/589, 9-10=-627/657, 5-10--'1077/1107 WEBS 15=-204/1355, 3-5=-205/1356, 2-5 -029/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncun-ent with any other live loads. ' 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10,0psf, 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. F Q 'OF ESS/ON JF . U-1 No.. C 048241of m Exp. 6/30/14 CIV1 P 9TFOF CAUFO oruss Truss Type Qty y TRE C Common Truss 5 1 7-5-3 14-0-13 Job Reference (optional) ID:wO_ZwVFdiaBgiBm5zgm6s?zRm9o-Z_eBFKSiRKrhlQQhSlxlbkyhHOfBy5pDHAwIGnzQ3Ma 5-7-13 11-0-016.4-3 22-0-0 5-7-13 544 5-4-4 5-7713 Scale = 1:35.0 Camber = 5/16 in 46 = 4 46 11 3x6 = 3x4 = 46 11 3x4 = N la 1122#/-156# 1122#/-156# 7-5-3 14-0-13 22.0-0 75-3 7110 753 Plate Offsets (X,Y): [1:0-3-1,03-1] p:0-3-9,0-3-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.08 8-10 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.37 8-10 >711 180 0.0 ' Rep Stress Ina YES WB 0.26 Horz(TL) 0.10 7 n/a n/a 'BCLL BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 90 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-10-0, Right 2x4 DF Stud/Std -G 2-10.6 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1122/0-5-8 (min. 0-1-8) 7 = 1122/0-5-8 (min. 0-1-8) Max Horz 1 = 50(LC 3) Max Uplift 1 =-156(LC 5) 7 =-156(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2605/368, 2-3=-2539/382, 3-11=-2311/300, 4-11=-2248/309, 4-12=-2248/309, 5-12=-2311/300, 5-0=-2539/383, 6-7=-2605/368 BOT CHORD 1-10=-352/2403, 9-10=-168/1763, 8-0=-168/1763, 7.8=-308/2403 WEBS 43=-09/620, 5-8=408/196, 4-1 0 9/620, 3-10=-408/196 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (#--lb) 1=156, 7=156. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. QRpF ESS/ON � ('No. C 048241 `n,m 9\F CALIF ww Job russ truss type1ply -TRE ICA -DT Common Truss 1 1 14-6-13 Job Reference (optional) - ages ' ID:wO_ZwVFdia8giBm5zgm6s?zRm90-1 BCWTgTLCdzYwa?ul)? ' &S sto?OhY3MWgfloDZrynau<v ar03MZ 5-7-13 11-0-0 16-0-3 22-0-0 5-7-13 5-44 5 4 4 5-7-13 Scale = 1:35.0 Camber = 5/16 in 46 = 4 5x5 It 3x6 = 3x4 = 5x5 11 3x4 = 1295#!0# 7-5-3 14-6-13 7-5-3• 7-1-10 'Plate Offsets (X,Y): [1:0-2-5,0-2-11, 7:0-2-13,0-2-11 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.09 8-10 >999 240 TCDL 21.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.37 8-10 >711 180 0.0 Rep Strass Incr YES WB 0.26 Horz(TL) . 0.10 7 n/a n/a 'BCLL BCDL 10.0 Code IBC20091TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.1 &Btr G 'BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 2-10-0, Right 2x4 OF Stud/Std -G 2-10-6 'BRACING TOP CHORD Structural wood sheathing directly a 3plied or 2-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers- and required cross bracing be installed during truss erection, in accordance with -stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1122/0-5-8 (mia.0-1-8) '7 1122/0-5-8 (min. 0-1-8) Max Grav 1 1295(LC 4) 7 = 1295(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0084/0, 2-3=-2892/0, 3-11=-2544/0, 4-11=-2351 /0, 4-12=2351/0, 5-12=-2544/0, 5-0=-2892/0, 6-7=-3084/0 BOT CHORD '1-10=0/2858, 9.10=0/1925, 8-9=0/1925, 7-8=0/2858 WEBS 4-8=0/634, 5-8=-414/0, 4-10=0/634,3-10=-414/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b_• 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This buss has been designed for a moving concentrated load of 250.01b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent ' with any other live loads. If' 'cY llri3 PLATES GRIP MT20 220/195 Weight: 90 Ib FT = 20% 7) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-M for 45.5 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q ,OF ESS/0N 2F4-, Z NoCXf. C 048241 w r,..l _ c /nn /a n -:7 9\0F CA0F'- P s..d N 16 o russ 1 russ ype SPACING 2-" y DEFL TRE C B -GB GABLE 1 1 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.02 Job Reference (optional) t ID:wO ZwVFdia8giBm5zgm6s?zRm9o-WNmugOUzzx5PYkZ4aj_Dg919sCSLQ3QWIUPrLgzQ3MY 2-6-0 2x4 3 Scale = 1:9.5 ' 2x4 = 2-Cr0 2-6-0 2x4 11 'LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a 'BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 11 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G BRACING BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizer. and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) e 3 = 98/2-" (min. 0-1-8) 1 = 98/2-" (min. 0-1-8) Grav 'Max 3 335(LC 4) 1 335(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-016/0 NOTES I 1) Gable requires continuous bottom chord bearing. Gable studs spaced at 2-0-0 oc. 1 '2) 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any members. 'other 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Solid blocking is required on both sides of the truss at joint(s), 1. 7) This truss is designed in accordance with the 2009 International Building Code section ESS/0 2306.1 and referenced standard ANSUTPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent OQ QF with any other live loads. "Semi-rigid 9) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to N o. C 048241 m TC w/ 2-1 Od nails. F" 'truss 11) No notches allowed in overhang and 0 from left end and 0 from right end or 12" alongEXp. 6/30/14 rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. q C 1 V 1 - ' TFOF CAO Job russ ey fruss lypty I/defl ert(LL) 144 -TRE C -OT I- GABLE 1 1 7-1 'LOADING(psf) SPACIIlG 2-0-0 CSI D Job Reference (optional) _._. _...., ._.....,._ ___, _.....`..-........ ........ c..cy , ...,. ID:wO_ZWVFdia8giBm5zgm6s?zRm9o-_ZKHuMVbkFDG9u8G7QVSDMa9bcf79Sgf 88Pt6zQ3MX 5-7-13 11-0-0 16-4-3 22-0-0 5-7-13 5-4-4 5-0 4 5-7-13 Scale = 1:36.3 Camber = 5/16 in 2x4 = 4x6 = 3x10 = I3x4 = 46 = 3x4 = 3x10 = LUMBER TOP CHORD 2 4 DF No 18 Btr G EFL in -5-3 I/defl ert(LL) 144 6-8 >999 :-5-3 -0.42 6-8 7-1 'LOADING(psf) SPACIIlG 2-0-0 CSI D TCLL 20.0 Plates Increase 1.15 TC 0.93 V TCDL 21.0 Lumber Increase 1.15 BC 0.57 V BCLL 0.0 ' Rep Stress Incr YES WB 0.31 H BCDL 10.0 Code ISC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2 4 DF No 18 Btr G EFL in (loc) I/defl ert(LL) -0.12 6-8 >999 ert(TL) -0.42 6-8 >601 orz(TL) 0.11 , 5 . n/a 22-0-0 Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 113 lb — FT = 20% x G BOT CHORD 2x4 DF No,Stud/Std 7) This truss is designed in accordance with the 2009 International Building Code WEBS 2x4 DF Stud/Sad G section 2306.1 and referenced standard ANSIIrPI 1. ' BRACING 8) This truss has been designed for a moving concentrated load of 250.Olb live and TOP CHORD 25.01b dead located at all mid panels and at all panel points along the Top Chord, 3-0-0 oc bracing: 1-2, 4-5 nonooncurrent with any other live loads. 33-0 oc bracing: 2-3, 3 4 9) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) BOT CHORD Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from ' Rigid ceiling directly applied or 100-0 oc bracing. to 12-0-0 for 250.0 plf.ng. "Semi-rigid JOINTS 10) pitchbreaks including heels" Member end fixity model was used in the 1 Brace at Jt(s): 3, 4, 2 analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to MiTek recommends that Stabilizers and required cross bracing be installed during truss TC w/ 2-1 Od nails. truss erection, in accordance with Stabilizer Installation guide. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-" REACTIONS (Ib/size) o.c. maximum between the stacking chords.. For edge -wise notching, provide at least 1 = 1075/0-5-8 (mini. 0-1-9) one be plate between each notch. 5 = 1075/0-5-8 (mir-_,.0-1-9) Max Horz 1 =-105(LC 4) Max Grav 1 = 1453(LC 4) 5 = 1453(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOPCHORD 1-9=3926/0, 2-9=-3628/0, 2-10=3042/0, 3-10=-2635/0, 3-11=-2632/0, 4-11=-3039/0, 4-12=-3625/0, 5-12=-3923/0 BOTCHORD 1-13=0/3858, 8-13=0/3526, 7-8=0/2460, 7-14=0/2750, 6-14=0/2960, 5.6=0/3750 WEBS 3.6=0638, 4-6=-502/0, 3-8=0037, 2-8=-502/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 2-0-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with 'any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Solid blocking is required on both sides of the truss at joint(s), I QROF E SS/CN J f R -V F11 w No. C 048241 Exp. 6/30/14 q C l "- TFOF CALIF n ld Job russ Truss Type uty ply TCLL TRE C GB GABLE 1 1 TCDL 21.0 Lumberincrease 1.15 BC 0.02 Job Reference (optional) Galbraith, Yuma, A7 aama, uamei Amlour /:3x1 s Sep V Z01Z Mi Tek Industries, Inc. Tue Apr 16 16:18:52 2013 Page 1 I D:wO_ZwVFdia 8g iBm5zg m6s?zRm9o-_ZKHuMVbkFDG9uBG7QVSDMa Kxcnb9Vcf_88Pt6zQ3MX 8-6-0 8-6.0 LOADING(psf) SPACING 2-" CSI TCLL 20.0 Plates Increase 1.15 TC 0.20 TCDL 21.0 Lumberincrease 1.15 BC 0.02 BCLL 0.0 Rep Stress Ina YES WB 0.07 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G BRACING BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 2, 3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with .Stabilizer Installation guide. ' REACTIONS All bearings 8-&0. (lb) - Max Horz 9=-106(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 9, B. 7, 6 ' Max Grev All reactions 250 Ib or less at joi?1t(s) except 9=328(LC 9), 5=320(LC 17), 8=416(LC 14), e=383(LC 15), 6=395(LC 16) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. 'TOPCHORD 1-9=-311/22 WEBS 2-6=-369f79, 3-7=-346/62, 4-6=-35669 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) • This truss has been designed fm a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% hss been applied for the green lumber members. 8) Provide mechanical connection (Ly others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 5, 8, 7, 6. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. DEFL in (loc) I/deft UdPLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n!a Scale = 1:17.6 li Weight: 44 Ib FT = 20% 10) This truss has been designed for a moving concentrated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 to plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one to plate between each notch. . Q�OF ESS/pN � (�No. C 048241 `rTm r /-In /� n 7 CIV"- T�F CALIF sA Job russ truss I ypey -TRE D Common Truss 5 1 DEFL in (loc) I/deft Ud PLATES GRIP Job Reference (optional) oxwortn Galbraith, Yuma, AC 8536b, Uanrel Armour 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Apr 16 16:18:53 2013 Pagge 1- ID:wO_ZwVFdia8giBm5zgm6s?zRm90 -Smuf5iVDVYL7n2jTh8Ohla7JuO1auxhpCouyF v-3MW 46 = Scale = 1:23.6 Camber = 1/8 in 3x6 11 LXV I I 3x6 11 765#/-106# 765#/-106# 7-60 15-" 7-0-0 7-0-0 Plate Offsets (X,Y): [1:0-2-9,0-4-11,'5:0-3-1 0-4-11 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.06 5-6 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.20 5-0 >899 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 3-10-1, Right 2x4 OF Stud/Std -G 3-10-1 BRACING TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 100 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 765/0-5-8 (mirt 0-1-8) 5 765/0-5-8 (mirb 0-1-8) Max Horz 1 35(LC 3) Max Uplift 1-106(LC 5) 5-106(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1417/150, 2-3=-1319/165, 3-4=1319/165, 4-5=-1417/150 BOT CHORD 1-0=-105/1266, 5-6=-105/1266 WEBS 3.6=0/354 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; L-imber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) 1=106, 5=106. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q?'OFESS/pN m w No. C 048241 m 9 FICAO sIlj ion I russ truss lype Qty PFY -TRE D -DT Common Truss 1 1 CSI DEFL in (loc) I/deft Ud Job Reference (optional) ............ .. ........,. ..,.. ..rs-a.acyc, c..,c,.n'cno muam=a,mc. ,"5" a "*"'—cvw rage i ID:wO_ZwVFdiaBgiBm5zgm6s7tRm9o-Smuf5iVDVYL7n2jTh80hIa7Ju01 auxhpCouyPYzQ3MW 7-6-0 15-0.0 7-&0 7-6-0 46 = 3 Scale = 1:23.7 Camber = 1/8 in 4X6 = [x4 II 46 = ' 12889/09 15-0-0 1288#/09 Plate Offsets (X,Y): [1:0-1-5,0-1-9],[5:0-1-5,0-2-1] LOADING(psf) SPACIIUG 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates hcrease 1.15 TC 0.96 Vert(LL) -0.06 5-0 >999 • 240 MT20 220/195 TCDL 21.0 Lumbee Increase 1.15 BC 0.42 Vert(TL) -0.20 5-0 >899 180 BCLL 0.0 Rep.Stress Incr YES WB 0.14 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 56 Ib FT = 20% LUMBER TOP CHORD 2x4 OF No.1&Btr G , 'BOT CHORD 2x4 DF No.1&Btr G . WEBS 2x4 OF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-10-1, Right 2x4 OF Stud/Std -G 3-10-1 'BRACING TOP CHORD Structural wood sheathing directly a:3plied. BOTCHORD Rigid ceiling directly applied or 6-0-C oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . REACTIONS (Ib/size) 1 = 765/0-5-8 (min- 0-1-8) 'S 765/0-5-8 (min:0-1-8) Max Grav 1 1288(LC 4) 5 = 1288(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2805/0, 2-3=-1906/0, 3-4=-1903/0, 45=-2801/269 BOT CHORD 1-7=-429/2718, 6-7=-429/2427, 6.8=012039, 5-8=-427/2715 WEBS 3-0=0/354 NOTES 1) Unbalanced roof live loads have Wen considered for this design. '2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall b_, 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 209/6 hss been applied for the green lumber members. 'S) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard AN31/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and as all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2900 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 2-" to 10-" for 386.7 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�OF ESS/CN w No. C 048241 �vn 6/30/14 I CIV1� �Q 9TF�F CAUF��� oI russ I russ I ype uty Fly TRE D -0B GABLE 1 1 7-6-0 Job Reference (optional) ID:wO_ZwVFdiaBgiBm5zgm6s?zRm9o-wyS112W dF`PCIfFRwlGZN ZZWFRg Wx 06MV 7 6 0 15-0-0 Scale = 1:24.4 Camber = 3/16 in 2x4 = 44 = 1169*09 I 7-6.0 1169#109 15-0-0 7-6-0 75-0 LOADING(psf) SPACING 2-" CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.06 55 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.25 55 >666 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.41 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 73 Ib FT = 20% LUMBER TOP CHORD 2x4 DF SS BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/Std G BRACING TOPCHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 982/0-5-8 (mins 0-1-8) 5 = 982/0-5-8 (mint. 0-1-8) Max Horz 1 = 73(LC 8) Max Grav 1 = 1169(LC 4) 5 = 1169(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2776/0, 2-3=-1899/0, 3-4=-1900/0, 45=-2777/0 BOT CHORD 1-7=0/2692, 6-7=0/2644, 6-8=0/25721, 5-8=0/2620 WEBS 3.6=0/919, 2-0=513/0, 4-6=-612/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 2-" oc. 3) This truss has been designed for 3 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall br 2-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% ha.s been applied for the green lumber members. 6) Solid blocking is required on both sides of the truss at joint(s), 1. 7) This truss is designed in aocordadce with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a total drag load of 1230 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 2-6-0 to 125-0 for 123.0 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). , ,o ESS/ON GX\ w No. C 048241af Exp. 6/30/14 I CIV1 Q 9TFOF CA kF Foxworth Galbraith, Yuma, AZ 85365, DanisArmourArour 7-0 7-6-&0 3.50 12 6 r; it 7-8-0 7-6.0 '. LOADING(psf) SPACIPIG 2-" CSI TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumberincrease 1.15 BC 0.29 BCLL 0.0 ' Rep Str=ess Incr YES WB 0.27 'BCDL 10.0 Code ISC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G ' WEBS 2x4 OF No. 1&Btr G'ExcepY BRACING W3: 2x4 OF Stud/StdG, W1: 2x4 OF No.2 G TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with stabilizer Installation guide. 'REACTIONS (Ib/size) 6 750/0-5-8 (minx 0-1-8) 4 750/0-5-8 (mirr.0-1-8) Max Horz 6 = 141 (LC 4) 'Max Uplift 6-118(LC 3) 4 118(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 1-7=380/114, 2-7=-495/127, 2-8=-495/127, 3-8=-580/114, . 1-6=-684/152, 3-4=-684/152 WEBS 23=.355/134, 1-5=-54/506, 33=34 506 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DO1=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$-0 tall by 2-" wide will fit between the bottom chord and any 'other members. - 5) Aplate rating reduction of 20% hes been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss tD bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it --lb) 6=118, 4=118. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. Job russ i yTRE E T,—U Irype ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-08OPWOXTIAbrOLtrpZ294?C'eT 1i Mo95g6N36Rz03MU 6x6 = 2 300 = 750#4ftY Scale = 1:39.5 Camber = 1/8 in DEFL in (loc) I/defl Ud PLATES GRIP ommon Truss 7 1 >999 240 MT20 220/195 Vert(TL) -0.15 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365, DanisArmourArour 7-0 7-6-&0 3.50 12 6 r; it 7-8-0 7-6.0 '. LOADING(psf) SPACIPIG 2-" CSI TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumberincrease 1.15 BC 0.29 BCLL 0.0 ' Rep Str=ess Incr YES WB 0.27 'BCDL 10.0 Code ISC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G ' WEBS 2x4 OF No. 1&Btr G'ExcepY BRACING W3: 2x4 OF Stud/StdG, W1: 2x4 OF No.2 G TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with stabilizer Installation guide. 'REACTIONS (Ib/size) 6 750/0-5-8 (minx 0-1-8) 4 750/0-5-8 (mirr.0-1-8) Max Horz 6 = 141 (LC 4) 'Max Uplift 6-118(LC 3) 4 118(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 1-7=380/114, 2-7=-495/127, 2-8=-495/127, 3-8=-580/114, . 1-6=-684/152, 3-4=-684/152 WEBS 23=.355/134, 1-5=-54/506, 33=34 506 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DO1=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$-0 tall by 2-" wide will fit between the bottom chord and any 'other members. - 5) Aplate rating reduction of 20% hes been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss tD bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it --lb) 6=118, 4=118. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. Job russ i yTRE E T,—U Irype ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-08OPWOXTIAbrOLtrpZ294?C'eT 1i Mo95g6N36Rz03MU 6x6 = 2 300 = 750#4ftY Scale = 1:39.5 Camber = 1/8 in DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.05 53 >999 240 MT20 220/195 Vert(TL) -0.15 5-.6 >999 180 Horz(TL) -0.00 4 n/a n/a Weight: 85 lb FT = 20% 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. w No. C 048241 m 6 .Exp• te/30/14 r-- CIV1 \Q Job russ Truss Type uty ply (loc) -TRE E -GB GABLE 1 1 Vert(LL) -0.05 5-0 >999 240 Lumber Increase Job Reference (optional)' Plate Offsets (X,Y LOADING (psf) TCLL 20.0 TCDL 21.0 'BCLL 0.0 BCDL 10.0 5x ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-08OPWOXT1 AbrOLtrpZ29q?CfOpklMmm5g6N3URzQ3MU 7-0 0 15-0-0 760 7-0.0 3.50 F12 6x6 = 2x4 = 2x4 II 2x4 II - VAE 5U 5x8 = SPACING 2-M CSI DEFL in (loc) I/deft Ud Plates Increase 1.15 TC 0.92 Vert(LL) -0.05 5-0 >999 240 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.15 5-6 >999 180 Rep Stress Incr NO WB 0.43 Horz(TL) 0.01 4 n/a n/a Code IBC20091TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G *Except* 'T2: 2x4 DF SS BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&Btr G *Except* W1: 2x4 DF No.2 G, W3: 2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6 = 1022/0-5-8 (min.0-1-15) 4 = 1022/0-5-8 (min.0-1-15) 'Max Horz 6 5(LC 3) Max Grav 6 = 1795(LC 4) 4 = 1795(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1779/265, 2-3=-1779/266, 1-6=-1 726136, 3-4=-1727/36 BOT CHORD 5.6=-1657/1777 WEBS 1-5=-451/1740, 3-5=-453/1742, 2-5=-523/0 NOTES '1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any other members. '4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a total drag load of 1865 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 ' to 8-0-0 for 233.1 plf. Scale =1:44.1 Camber = 1/8 in 179`.9!l" I PLATES GRIP MT20 220/195 Weight: 105 Ib FT = 20% 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q�'OF ESS1pN w No. C 048241 m Exp. 6/30/14 C I n_ �Q 9TF�F CAO��� o russ 1Truss Typetyy v v TRE IF Monopitch Truss 7 1 CSIDEFL in (loc) I/defl TCLL 20.0 Job Reference (optional) V i ry V ID:w0_ZwVFdia8giBm5zgmgs -, m9o,sLZnjkYSoTIdeVS2MGZONCIrnD6w5JgFumBcOtzY;MT 1, 5-10-8 5-10-8 2x4 11 Scale = 1:14.7 I Camber= 1/8 in { 3 I] 3x5 11 2x4 11 1, 5-10-8 'Plate Offsets (X,Y): [1:0-1-9,0-4 A]4 v v LOADING(psf) SPACING 2-M CSIDEFL in (loc) I/defl TCLL 20.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.05 14 >999 TCDL 21.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.15 1-4 >457 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G i 'BOT CHORD 2x4 DF No.1 &Btr G 1 WEBS 2x4 DF Stud/Std G i SLIDER Left 2x4 DF Stud/Std -G 2-11-0 [ BRACING 'TOP CHORD ; Structural wood sheathing directly applied or 4-5-10 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 292/0-5-8 (min. 0-1-8) 4 = 292/Mechanical Max Horz 1 90(LC 4) Max Uplift 1 = -44(LC 3) 4=-58(LC'S) 'Max Grav , 1 • 453(LC 11) 4 453(LC 10) t FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown .TOPCHORD r 3-4=395/92 NOTES 1) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all 'areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4, t i Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 23 Ib FT = 20% 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q pF.ESS/oN J . ERS w No. C 048241 m Ex6/30/14 P' --- e.J CIV1 9TFOF CAO o russ Iruss lype Qty Ply TRE �Fi Monopitch Truss 7 1 CSI DEFL in (loc) I/defi Ud Job Reference (optional) cp— w�cuuai�,'u. gun nye is�o.io.00<vw ruye I D:wO_ZW VFdia8giB m5zg m6s?z Rm9o-sLZnjkY5oTkieVS2M GZONCIre D5g5JgFum6cOtz03MT 5-11-4 2x4 11 3 3x5 11 4 2x4 11 1-4 Scale = 1:15.4 Camber = 1/8 in Plate Offsets (X,Y): [1:0-1-9,0-4-1) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.05 1-4 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC '0.26 Vert(TL) -0.16 1-4 >442 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 23 Ib FT = 20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G y 'BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 2-11-6 BRACING TOPCHORD Structural wood sheathing directly applied or 2-7-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 295/0-5-8 (min. 0-1-8) 4 = 295/Mechanical 'Max Horz 1 91 (LC 4) Max Uplift 1 = -44(LC 3) 4 = -58(LC 5) 'Max Grav 1 454(LC 11) 4 454(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 3-4=X97/93 NOTES 1) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 'II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any 'other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 4. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QROF ESS/CN w �No. C 048241 m Exp. '6/30/14 . n 9\�FICAO���\P o russ Truss Type DEFL y (loc) TRE F7 -0T Monopitch Truss 1 t TC 0.44 Vert(LL) -0.05 15 >999 240 Job Reference (optional) ........... ............. ..... ... . ............ ..a . ,.. ...... ..mow a.aoy cr cv c ru cn u uuau ca, uiu. sue io io:io: i cu io rage i ID:wO_ZwVFdiaBgiBm5zgm6s?zRm9o-t0C7Ax3YkYnsZGf1 Ew_5dwQH7 dREgl607QsAYJzQ3MS 4-2-10 511 4 4-2-10 1-8-10 2x4 II 4 4x6 II 5 3x4 = 511-4 Scale =1:15.4 Camber = 1/8 in LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Ihcrease 1.15 TC 0.44 Vert(LL) -0.05 15 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.16 1-5 >442 180 withstanding 100 Ib uplift atjoint(s) except (jt=1b) 1=167. BCLL 0.0 ' Rep Stn_ss Incr NO WB 0.12 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Weight: 25 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-1-7 BRACING " TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0{ oc bracing. MiTek recommends that Stabilizer and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 403/0-5-8 (min 0-1-8) 5 = 403/Mecl-anical Max Uplift 1 =-167(LC 3) Max Grav 1 = 973(LC 4) 5 = 520(LC 7) 7) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed fora total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 5-11-4 for 252.6 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1797/905, 2-3=-1037/536, 3-6=-484/385, 4-5=-288/49 BOTCHORD 1-5=-047/1554 WEBS 3-5=-032/0 NOTES ESS/Q, 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q QF J 91F R 2) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all 3-" tall b•_ 2-" fit between bottom Q P 9 areas where a rectangle wide will the chord and any other members. 3) A plate rating reduction of 20% hes been applied for the green lumber members. w N o. C 048241 `^ r^ '4) Refer to girder(s) for truss to truss connections. Provide mechanical connection (ty others) of truss to bearing plate capable of C11— F"5) Exp. 6/30/14 withstanding 100 Ib uplift atjoint(s) except (jt=1b) 1=167. 6) This truss is designed in accordaece with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. % C IV1 Q 9TF0F ' CAUF Jo runs russ ype CSI y in (loc) -TRE F -GB GABLE 1 1 1.15 TC 0.35 Vert(LL) n/a n/a 999 Job Reference (optional) ..a,..o...,....�,r-- ........... ..".,�. ,-.,..0..uw aacp cr cv,c iruion muumnca, nic. iun ryn io w:io:ar cvw rage ' ID:wO_ZwVFdlaBgiBm5zgm6s?zRm9o-I0C7Ax3YkYnsZGf1 Ew_SdwQHBLdVFgImO7QsAYJzQ3MS 5-10$ 5-10-8 2x4 5 4 2x4 - 2x4 II 2X4 II 5-10-8 Scale = 1:15.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.35 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 28 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G BRACING BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4 = 37/5-10-8 (min. 0-1-8) 1 = 145/5-10-8 (min. 0-1-8) 5 = 358/5-10-8 (min. 0-1-8) Max Horz 1 = 72(LC -4) Max Uplift 4 = -37(LC 9) 1 = -17(LC 3) 5 = -74(LC 3) Max Grav 4 = 297(LC 11) 1 = 363(LC 12) 5 = 489(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-290/43 WEBS 2-0=-419/116 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 2) Gable requires continuous bottom chord bearing. 3) Gable studs spaced at 2-M oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Solid blocking is required on both sides of the truss at joint(s), 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 1, 5. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. Q�,OFESS/ON w �No. C 048241 `n m _ Exp: 6/30/14- I V /3 IV�Q 9\OF CAUF��� Job rue I russ I ype Qty Ply -TRE G Special Truss 13 1 PLATES GRIP TCLL 20.0 Plates I icrease 1.15 TC 0.65 Vert(LL) -0.02 1-12 >999 240 Job Reference (optional ID:wO_ZwVFdiaBgiBm5zgm6s?zRm90 ojhYBPZMJS_QtpcQUhcsSdgEV1k eYM4bJ4mzN R 5-10-0 1003 15-7-11 21-0-0 5-10-0 4-7-3 5.2-8 5-4-5 4x4 = 5 Scale = 1:34.7 Camber = 1116 in 3x4 II 5-10-0 1003 15-7-11 214)-0 5-10-0 4-5.3 5-2-8 5-4-5 is (X,Y): [1:0-1-9,0-4-1), 3:0-0-4, LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates I icrease 1.15 TC 0.65 Vert(LL) -0.02 1-12 >999 240 MT20 220/195 TCDL 21.0 Lumber -Increase 1.15 BC 0.46 Vert(TL) -0.08 8-0 >999 180 BCLL 0.0 " Rep Str=_ss Ina YES WB 0.42 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IE:C2009/TPI2007 (Matrix) Weight: 99 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF N 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ' t d G"Except B2: 2x4 DFF SStud/St Stud/Std 11; Ex C; enclosed; MWFRS low-rise able end zone; cantilever left and right WEBS 2x4 DF Stud/Std G expo ed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 SLIDER 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent Left 2x4 DF Stud/Std -G 2-10-12 with any other live loads.' BRACING 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all TOP CHORD areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and Structural wood sheathing directly applied or 5-11-7 oc purlins, except end verti any other members.cals. BOT CHORD 5) A plate rating reduction of 20% has been applied for the green lumber members. Rigid ceiling directly applied or 10-0-D oc bracing. Except 6) Provide mechanical connection (by others) of truss to bearing plate capable of joints 10-0-0 oc bracing: 10 12 withstanding100 Ib uplift at 1, 7 except P 1 ()(1200) 10=204. 7) This truss is designed in accordance with the 2009 International Building Code erna ' MiTek recommends that Stabilizer= and required cross bracing be installed during section 2306.1 and referenced standard ANSI/TPI 1. truss erection, in accordance with Stabilizer Installation guide. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord, REACTIONS (Ib/size) nonconcurrent with any other live loads. 267/0-5-8 (min. 0-1-8) 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the 10 1101/0-5-8 (mir.. 0-1-8) '1 analysis and design of this truss. 7 765/0-5-8 (min. 0-1-8) Max Horz 1 = 113(LC 4) Uplift 'Max 1 -15(LC 3) 10-204(LC 5) 7 = -87(LC 6) Max Grav 441(LC 16) 10 1101 (LC 1) '1= 7 765(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. F ESS/INV TOPCHORD J. '3-13=-11961152,4-13=-1101/166,4-14=-8011116, 5-14=-739/125, 5-15=-737/132, 6-15=-797/123, 6-7=-717/114 9 A BOT CHORD V 'SZ 3=-974/259, 9-10=-8/256, 8-9=-150/1097 WE1 BS N 0. C 048241 m 3-0=-146/946, 4-8=-532/115, 6-8=-751728 m ' Ex 4 p' 6/30/1 NOTES 1) Unbalanced roof live loads have been considered for this design. I CIn- OF CA FS' Job russruns ype CSI y in -TRE GA -0T Special Truss 1 1 Plates Increase 1.15 TC 0.65 Vert(LL) -0.03 8-0 Job Reference (optional) r—u-s vuimenn,.—Q-00, —15VI —nuw "TV s cepa cues rvI ier< muusmes, mc. 'ue rio io:ia:oa talo rage ' ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-HwFwMla_406HVzBc2075?rNP Q2dlVuhbkLGdCzQ3MQ 5-10-0 1083 15.7-11 21 0 0 5-10-0 4-7-3 5-2-8 5-4-5 4x4 = 5 Scale = 1:34.7 Camber = 1/16 in 3x4 II 4E11511 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.03 8-0 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.09 8-0 >999 180 BC 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 99 lb FT = 20% LUMBER TOP CHORD 2x4 DF NoA1,Btr G ' BOT CHORD 2x4 DF No.1&Btr G *Except* 132: 2x4 DF Stud/Std G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-10-12 'BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: '10-0-0 oc bracing: 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 267/0-5-8 (min. 0-1-8) 10 1101/0-5-8 (min.0-1-13) 7 765/0-5-8 (min. 0-1-8) Max Horz 1 = -15(LC 10) 'Max Grav 1 441 (LC 16) 10 1698(LC 4) 7 = 1085(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 2-0=-493/451, 3-13=-1989/0, 4-13=-1463/0, 4-14=-1443/0, 5-14=-1105/0, 5-15=-909/0, 6-15=-1240/0, 6-7=-1035/0 BOT CHORD '3-10=-1589/28, 10-16=-2711571, 9-16=-271/571, 8-9=0/1737, 8-17=-512/588 WEBS t 3-9=-357/1930, 4-9=-342/183, 4-8=-814/127, 6-8=0/1192 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any ' other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 7) This truss has been designed for a total drag load of 2100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-M to 19-0-0 for 161.5 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q 'pF ESS/ON J w No. C 048241 `^ m tr .Exp. 6/30/14 u 9jFOFICAUF oT russruss I ype oty Ply TRE GOT Special Truss 1 1 SPACING 2-M CSI DEFL in Job Reference (optional) •— s 111' a 1111 miles mausmes, mc. 1ue mpr io -to: i oan[u i s ragei I D:wO_ZwVFd ia8glBm5zgm6s?zRm9o-HwFwMla_406HVZBc2O75?rN P6Q3PI VfhbkLGdCzQ3MQ 5-10-0 10-5-3 15-7-11 21-0-0 5-10-0 4-7-3 5-2-8 5-4-5 Scale = 1:34.7 44 - Camber= 1/16 in 5 3x4 II LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No.1&Btr G `Except 132: 2x4 DF Stud/Std 3 WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-10-12 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0{ oc bracing. Except: '10-0-0 oc bracing: 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '1 267/0-5-8 (min: 0-1-8) 10 1101/0-5-8 (mirt<0-1-13) 7 765/0-5-8 (min 0-1-8) Max Horz 1 = 11 (LC 9) ' Max Grav 1 441 (LC 16) 10 1708(LC 4) 7 = 1089(LC 3) 'FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-510/468, 3-13=-1970/0, 4-13=444410, 4-14=-1437/0, 5-14=-1 10010, 5-15=-01410, 6-15=-1245/0, 6-7=-1038/0 BOT CHORD '3-10=-1593/32, 10-16=-187/487, 9-t6=-144/487, 8-9=-324/2159, 7-8=-880/957 WEBS 3-9=-397/1971, 4-9=-352/193, 4-8=-028/141, 6-8=0/1196 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed fo-- a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any ' other members. I .iCrE : PLATES GRIP MT20 220/195 Weight: 99 Ib FT = 20% 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This toss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlrPI 1. 6) This toss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 9-0-0 to 21-0-0 for 175.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q OV ESS/CN P \_ j C, 7iA G w No. C 048241 F„r, 6/30/14 9 F CAUF is (X,Y): [1:0-1-9,0-4-11, -3:G-5-0,6--7 :0-0-9,0-1-81Tr r LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.03 8-0 >999 240 TCDL 21.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.10 8-9 >999 180 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.03 7 n/a n/a 'BCLL BCDL 10.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No.1&Btr G `Except 132: 2x4 DF Stud/Std 3 WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-10-12 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0{ oc bracing. Except: '10-0-0 oc bracing: 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '1 267/0-5-8 (min: 0-1-8) 10 1101/0-5-8 (mirt<0-1-13) 7 765/0-5-8 (min 0-1-8) Max Horz 1 = 11 (LC 9) ' Max Grav 1 441 (LC 16) 10 1708(LC 4) 7 = 1089(LC 3) 'FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-510/468, 3-13=-1970/0, 4-13=444410, 4-14=-1437/0, 5-14=-1 10010, 5-15=-01410, 6-15=-1245/0, 6-7=-1038/0 BOT CHORD '3-10=-1593/32, 10-16=-187/487, 9-t6=-144/487, 8-9=-324/2159, 7-8=-880/957 WEBS 3-9=-397/1971, 4-9=-352/193, 4-8=-028/141, 6-8=0/1196 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed fo-- a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any ' other members. I .iCrE : PLATES GRIP MT20 220/195 Weight: 99 Ib FT = 20% 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This toss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlrPI 1. 6) This toss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 9-0-0 to 21-0-0 for 175.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q OV ESS/CN P \_ j C, 7iA G w No. C 048241 F„r, 6/30/14 9 F CAUF o russruss I ype y -TRE H Special Truss 9 1 Job Reference (optional) ............ .,a o... .... a... . .,..... muusnes, nc. iue e pr io io:incuu tins rage i ' ID:wO_ZwVFdlaBgiBm5zgm6s?z m9o-I6pIZ5bcriE777mpb6eKX2vXJgTyl0ZrpO4g9ez(23MP 5-3-4 103-0 163.8 5-34 4-11-11 6-38 4 46 = Scale = 1:28.9 Camber= 1/16 in 3 2x4 II sx — ax i u = 2x4 11 10-3-0 'LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.15 TC 0.86 TCDL 21.0 Lumber Increase 1.15 BC 0.25 BCLL 0.0 Rep Strass Ina YES WB 0.45 'BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G 'WEBS 2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except end verticals. BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) '8 828/0-5-8 (mini 0-1-8) 5 828/Mechanical Max Horz 8 = 81 (LC 4) Max Uplift '8 = -121 (LC 3) 5-103(LC 4) FORCES (lb) - Max. Comp./Max. Te -n. - All forces 250 (lb) or less except when shown. TOP CHORD '1-0=-1182/180, 2-9=-1123/189, 2-1 C=-868/131, 3-10=-808/146, 3-11=$07/150, 4-11=-878/139, 1-0=775/148, 4-0=-769/134 BOT CHORD 6-7=-163/1083 WEBS '2-6=-4501125,1-7=-134/1030, 4-6=31 /768 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-seccnd gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. '11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Umber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed fo: a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will It between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) 8=121, 5=103. 1 DEFL in (loc) I/deft - Ud PLATES GRIP Vert(LL) -0.03 5-0 >999 240 MT20 220/195 Vert(TL) -0.11 5-6 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 84 Ib - FT = 20% 0 C6 N 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSlrrPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q OF ESS/p4, w No. C 048241 ` m - .ExP • tea6/30/14 "Iq CIVIL FOF CAU' Job russ truss type Qty Ply -TRE KA -0T GABLE 1 1 LOADING(psf) SPACING 2-" Job Reference (optional) uaiwann, Turn, Al ub3bb, uanrei Aanbur 7.350 a Sapp 27 2012 MI -Tek Industries. Inc. Tue Ar 16 16:19:01 2013 Page 1 ID:wO_ZwVFdla8glBm5zgm6s?zRm9o-DINgmRcEcOM_kGK?9p9Z4GSlr gPmMO_22gNh5zQ3MO 5-3-4 10-3-0 16.6-8 5-3-4 4-11-11 6-3-8 6x6 = 17 16 15 14 13 12 3x6 = 103-0 3x10 = Scale = 1:31.1 o_ d> N LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G BRACING BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 4, 1, 11, 19, 5, 22, 2, 24, 9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with .3tabilizer Installation guide. REACTIONS All bearings 16-0-8. (lb) - Max Horz 17= 3(LC 3) Max Uplift All uplift 100 Ib or less at joints; 16, 14, 15 except 17=-240(LC 8),12=-288(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 15 except 17=623(LC 9), 12=722(LC 8), 16=812(LC 4), 13=733(LC 3), 14=315(LC 16) FORCES (lb) - Max. Comp./Max. Tbn. - All forces 250 (lb) or less except when shown TOPCHORD 1-26=-867/756, 2-26=-5811538, 2-27=-541 /488, 3-27=-452/424, 3-28=-356/336, 4-29=-7811733, 5-29=-0091597, 5-30=-469/462, 6.30=-346/388, 6-31=-264/295, 9-33=-236/273, 9-34=-320/362, 10-34=-427/425, 10-35=-471/468, 11-35=-763/694, 1-17=-573282, 11-12=-6631342 BOT CHORD 16-17=-550!710, 13-14=-497/542, 12-13=-731/836 WEBS 4-16=-819%368, 4-20=-7461669,19-'-10=-727/665, 18-19=-729/648,13-18=-745/673, 7-13=-463/0,1-22=-805/690, 21-22=-815/683,16-21=-827/684,13-23=-823/661, 23-24=-812/651, 24-25=-7911662,11-25=-783/671, 5-19=-309/40,14-19=-302/43 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) All plates are 2x4 MT20 unless o-herwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 16, 14, 15 except (jt --Ib) 17=240, 12=288. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 16-6-8 for 127.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 14) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. QSOF ESS/04, J eR�'GFc� w ANO. C 048241af `n m EXP• 6/30/14 � e q�. CIV1� SOF CAUL 4-11-11 638 ' Plate Offsets (X,Y): [11:0-3-3,0-3-0- LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.70 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 21.0 Lumbe€ Increase 1.15 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 127 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G BRACING BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 4, 1, 11, 19, 5, 22, 2, 24, 9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with .3tabilizer Installation guide. REACTIONS All bearings 16-0-8. (lb) - Max Horz 17= 3(LC 3) Max Uplift All uplift 100 Ib or less at joints; 16, 14, 15 except 17=-240(LC 8),12=-288(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 15 except 17=623(LC 9), 12=722(LC 8), 16=812(LC 4), 13=733(LC 3), 14=315(LC 16) FORCES (lb) - Max. Comp./Max. Tbn. - All forces 250 (lb) or less except when shown TOPCHORD 1-26=-867/756, 2-26=-5811538, 2-27=-541 /488, 3-27=-452/424, 3-28=-356/336, 4-29=-7811733, 5-29=-0091597, 5-30=-469/462, 6.30=-346/388, 6-31=-264/295, 9-33=-236/273, 9-34=-320/362, 10-34=-427/425, 10-35=-471/468, 11-35=-763/694, 1-17=-573282, 11-12=-6631342 BOT CHORD 16-17=-550!710, 13-14=-497/542, 12-13=-731/836 WEBS 4-16=-819%368, 4-20=-7461669,19-'-10=-727/665, 18-19=-729/648,13-18=-745/673, 7-13=-463/0,1-22=-805/690, 21-22=-815/683,16-21=-827/684,13-23=-823/661, 23-24=-812/651, 24-25=-7911662,11-25=-783/671, 5-19=-309/40,14-19=-302/43 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) All plates are 2x4 MT20 unless o-herwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 16, 14, 15 except (jt --Ib) 17=240, 12=288. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 16-6-8 for 127.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 14) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. QSOF ESS/04, J eR�'GFc� w ANO. C 048241af `n m EXP• 6/30/14 � e q�. CIV1� SOF CAUL Job russ Truss Type ury ply -TRE H -DT GABLE 1 1 LOADING(psf) SPACIMG 2-0-0 CSI DEFL Job Reference (optional) ruA.vunn.wimai un w anma.umuw I—V 5Qe u4uicmnexmausmes,mc. uenpnoio:le:ozzuia rage ID:wO_ZwVFdia8giBm5zgm6s?zRm o -h Vx3_ncsNJUrMQvBjZdT?soe7BVga7HiZxDXzQ3MN 5-3-4 103-0 163-8 5-3.4 4-11-11 6-3.8 2x4 = 46 = 3x4 II 4x1 = vxiu = x4 II 15Wry% 53-4 103-0 16-" 142°4/ '0# A A_11.— "9 Scale =1:33.1 Camber= 1/16 in Plate Offsets (X,Y): [1:03-3,03-01, *4:0-3-3.0-3-01, p:0-2-0,0-1-121 LOADING(psf) SPACIMG 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Iicrease 1.15 TC 0.95 Vert(LL) -0.04 6-7 >999 240 MT20 220/195 TCDL 21.0 Lumberincrease 1.15 BC 0.33 Vert(TL) -0.13 6-7 >999 180 BCLL 0.0 Rep Suss Ina NO WB 0.87 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC20091rPI2007 (Matrix) Weight: 105 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.18Btr G *Except* T2,T3: 2x4 DF SS BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G *Except* W7: 2x4 DF No.2 G BRACING TOP CHORD 4-" oc bracing: 1-2 4-1-0 oc bracing: 3-4 4-11-0 oc bracing: 2-3 BOT CHORD Rigid ceiling directly applied or 6-0-0oc bracing JOINTS 1 Brace at Jt(s): 3, 2, 1, 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8 = 1129/0-5-8 (min, 0-1-10) 5 = 1129/0-5-8 (mir..0-1-8) Max Horz 8 = -29(LC 10) Max Grev 8 = 1533(LC. 4) 5 = 1429(LG 3) FORCES (lb) - Max. Comp./Max. TE -n. - All forces 250 (lb) or less except when shown. TOPCHORD 1-9=-2622/0, 2-9=-2291/0, 2-10=-18-39/0, 3-10=-1511 /0, 3-11=-1367/0, 4-11=-1760/0, 1-8=-1472/0, 4-5=-1367/0 BOT CHORD '7-12=-90/413, 6-7=0/2131, 6-13=-5C7/703 WEBS 2-7=-395/23, 2-6=-868/0,1-7=0/227-, 4-6=0/1565 NOTES '1) Unbalanced roof live loads have teen considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load noncdncunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 6) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 3-" to 15-0-0 for 125.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t Q ,OF ESS/pN w No. C 048241 rn .Exp. 6/3— 014 C )UAL 9'<-6F CAUF Job russ truss I ype Qty ply -TRE H -GB GABLE 1 1 CSI DEFL in (loc) I/defl Ud PLATES Job Reference (optional) uma, roc 65565, Danrer Ammur 1.35u s Sep Zr Zu12 Mn ex Industries, Inc. Tue Apr 16 16:19:02 2013 Page 1 1 D:wO_ZwVFdia8giBm5zgm6s?zRm9o-hVx3_ncsNJ UrMQvBjXgodT?tUe7hVsB7HiZxDXzQ3M N 7-11-4 7-11-4 7x 6x6 8 44 II 7 44 = Scale = 1:23.7 Plate Offsets (X,Y): [1:1-1-5,0-0-81, '6:0-2-13,0-3-01 8 = 530!7-11-4 (mir:.0-1-9) Max Horz 8 = -2(LC 4) Max Uplift LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Iicrease 1.15 TC 0.84 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 21.0 Lumberincrease 1.15 BC 0.36 Vert(TL) n/a - n/a 999 M18SHS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Weight 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.2 G OTHERS 2x4 DF Stud/Std G BRACING BOTCHORD Rigid ceiling directly applied or 6-0-C oc bracing. JOINTS 1 Brace at Jt(s): 6, 1, 5, 10, 3, 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7 = 532/7-11-4 (min. 0-1-9) 8 = 530!7-11-4 (mir:.0-1-9) Max Horz 8 = -2(LC 4) Max Uplift 8 = -93(LC 3) Max Grav 7 = 735(LC 3) 8 = 1154(LC 4) FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1717/1323, 2-13=-1219/970, 2-14=-1126/911, 3-14=-932/824, 3-15=-854/680, 4-14-099/581, 4-16=-591/450, 5-16=440/341, 6-7=-422/0, 1-8=-1073/165 BOT CHORD 7-8=-892/1742 WEBS 1-12=1672/998, 11-12=1673/999, 10-11 =-1 684/982, 9-10=-1694/975, 7-9=-1753/980 NOTES 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 2x4 MT20 unless otierwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 8. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 7-11-4 for 189.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 14) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). QROV ESS/0N w NO. U U46241 m ,Ex 6/30/14 CIV1� F CAO n Job russruss ype y -TRE 1 Special Truss 7 1 PLATES GRIP Vert(LL) -0.03 5-0 >999 240 Job Reference o tional ........ a.acpu cu,c mason .uc rµn w iv. m.w cu is rcye i ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-9hVR67d69dJl OHEC19hX1 M2VbERVHVMJUmzz03MM 75-0 15-0-0 7-6-0 7-6-0 3.50 F12 6x6 = Scale = 1:45.4 Camber= 1/16 in 2 8/*7# 5x8 = 3x4 11 3x4 11 5x8 = 81[/7# 11-4-15 'Plate Offsets (X,Y): [5:0-2-4,0-2-0), [6:0-2-4,0-2-0) LOADING(psf) SPACING 2-" CSI TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumber Increase 1.15 BC 0.25 'BCLL 0.0 Rep Stress Ina YES WB 0.25 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER I TOP CHORD 2x4 OF No.18Btr G ' BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 OF Stud/Std G "Except` W4: 2x6 OF No.2 G I ' BRACING ` TOPCHORD 'Structural wood sheathing directly applied, except end verticals. BOT CHORD i Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-5, 2-6,1-7, 3-4 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 7 = 876/0-5-8 (min:0-1-8) '4 876/0-5-8 (min. 0-1-8) Max Horz 7 180(LC2 4) Max Uplift i 7 = 67(LC 3) '4 = -67(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD t 1-0=-421/62, 2-8=-337/75, 2-9=-037/75, 3-9=-421/62, '1-7=-058/56, 3-4=-858/56 BOTCHORD 6-10=-98/449, 10-11=-98/449,11-12=-98/449,12-13=-98/449, 5-13=-98/449 WEBS 25=-255/138, 2-6=-255/138,1-6=01567, 35=0/567 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 125.0lb AC unit load placed on the bottom chord, 7-6-0 from left end, supported at two points, 4-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C i arr 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 4. 8) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.O1b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q ,OV ESS/pN w No. C 048241 `n m `K Exp. 6/30/14 Cin- Q 9TFOF CAUF DEFL in (loc) I/defi Ud PLATES GRIP Vert(LL) -0.03 5-0 >999 240 MT20 220/195 Vert(TL) -0.10 5-6 >999 180 Horz(TL) 0.00 4 n/a We Weight: 112 Ib FT = 20% 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 4. 8) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.O1b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q ,OV ESS/pN w No. C 048241 `n m `K Exp. 6/30/14 Cin- Q 9TFOF CAUF Job russ truss type Qty Ply 1124/0-5-8 (min. 0-2-2) -TRE I -GB GABLE 1 1 SPACING 2-" CSI DEFL in (loc) Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365, Dank l Armour 7.350 s Sep 212012 MTek Industries, Inc. Tue Apr 16 16:19:04 2013 Pagel I D:wO_ZwVFdiaBgiBm5zgm6s?zRm9o-dt2pPTe7vxkZbk3agyjGiu4LKRoDzonQk02l I PzQ3M L 3 9 14 7 6 0 11-2-2 15-0-0 3-9.14 3$2 3 8 2 3 9 14 4x4 = 2x4 = 3.50 12 1988M 037# 410 = 191-}937# Scale = 1:50.3 Camber = 1/8 in Plate Offsets (X,Y): [6:0-2-8,0.9-4], 18:0-2-8,0-0-41 8 = 1124/0-5-8 (min. 0-2-2) 6 1124/0-5-8 (min. 0-2-2) Max Horz 8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates hcrease 1.15 TC 0.37 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 TCDL 21.0 Lumben Increase 1.15 BC 0.42 Vert(TL) -0.17 7-8 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.63 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Weight: 124 Ib FT = 20% LUMBER TOP CHORD 2x4 DF N0.1 &Btr G =xcept' T2: 2x4 DF SS BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G BRACING BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. WEBS 1 Row at midpt 2-8,4-6 JOINTS 1 Brace at Jt(s): 1, 3, 5, 2, 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with otabilizer Installation guide. REACTIONS (Ib/size) 8 = 1124/0-5-8 (min. 0-2-2) 6 1124/0-5-8 (min. 0-2-2) Max Horz 8 171 (LC 14) Max Uplift 8 = -1037(LC 11) 1037(LC 14) Max Grev '6 8 1988(LC 10) 6 = 1988(LC 9) FORCES (lb) - Max. Comp./Max. Ton. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-197/273, 2-9=-471/521, 2-10=-4179/619, 3-10=-849/380, 3-11=-849/380, 4-11=-1179/619, 4-12=-471/521, 5-12=-197/272, 1-8=-372/82, 5-0=-372/82 BOT CHORD 8-13=-646/1010,13-14=274/620, 7-14=-521/886, 7-15=-514/883,15-16=-311/623, 6-16=-556/1013 WEBS 2-7=-096/952, 4-7=-696/952, 2-8=-1373/1194, 4-0=-1973/1193 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-secand gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Limber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt --lb) 8=1037, 6=1037. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1790 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 15-0-0 for 119.3 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q ,pF ESS/SN ERS F 1 1 w No. C 048241 `n Exp. 6/30/14 TSF C A LSF oruss 7-&0 fruss lype uty ply TRE J Special Truss 5 1 'Plate Offsets MY): Job Reference (optional) ePu cu.c mn eR nmusuics, uiu. un r w ........ ara raga r ID:wO_ZwVFdia8giBm5zgm6s7zRmgo-53cBcpflgEsQDuemOfEVE6d sr70iMfazgobq.235 K 4x6 = Scale = 1:23.6 Camber = 1/8 in 3x6 II GX4 ° 3x6 It ' 765#/-1069 BCDL 10.0 Code IBC2009lfP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No. 18Btr G 'BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-10-1, Right 2x4 DF Stud/Std -G 3-10-1 'BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 765/0-5-8 (min. 0-1-8) 5 765/0-5-8 (min. 0-1-8) Max Horz 1 35(LC 3) Max Uplift 1 =-106(LG 5) '5 =-106(LG 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOPCHORD 1-2=-1417/150, 2-3=-1319/165, 3-4=-1319/165, 4-5=-1417/150 'BOT CHORD 1-6=-105/1266, 5-6=-105/1266 WEBS 3-0=0/354 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 '3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 765#/-106# PLATES GRIP MT20 220/195 Weight: 56 Ib FT = 20% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (#--lb) 1=106, 5=106. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitohbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�'OF ESS/pN J. fR� �X\ LLJ 'No. C 048241 `nlrn 11 C IVI TSF CAUE� wwA 7-&0 7-60 'Plate Offsets MY): [1:0-2-9,0-4-1], [5:0-0-1,0-4-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.06 5-6 >999 240 TCDL 21.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.20 5-0 _ >899 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.14 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009lfP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No. 18Btr G 'BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-10-1, Right 2x4 DF Stud/Std -G 3-10-1 'BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 765/0-5-8 (min. 0-1-8) 5 765/0-5-8 (min. 0-1-8) Max Horz 1 35(LC 3) Max Uplift 1 =-106(LG 5) '5 =-106(LG 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOPCHORD 1-2=-1417/150, 2-3=-1319/165, 3-4=-1319/165, 4-5=-1417/150 'BOT CHORD 1-6=-105/1266, 5-6=-105/1266 WEBS 3-0=0/354 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 '3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 765#/-106# PLATES GRIP MT20 220/195 Weight: 56 Ib FT = 20% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (#--lb) 1=106, 5=106. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitohbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�'OF ESS/pN J. fR� �X\ LLJ 'No. C 048241 `nlrn 11 C IVI TSF CAUE� wwA 'o russ russType y -TRE J -DT Special Truss 1 1 Job Reference (optional) ID:wO_ZwVFdia8giBm5zgm6s7zRm9o-53cBcpflgEsQDue'fEVE6d sr70iMf z'gobgsz67h K ' 75--6.0 15-0-0 ' 70 7 Scale = 1:23.7 Camber= 118 in '46 = 3 4x6 = zx4 it 4x6 = 7-6.0 'Plate Offsets (X,Y): [1:0-1-5,0-1-9] i5:0-1-5,0-2-1] LOADING(psf) SPACIWG 2-M CSI TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumben Increase 1.15 BC 0.42 'BCLL 0.0 ' Rep Sbass Incr YES WB 0.14 BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No. 18Btr G 'BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 OF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-10-1, Right 2x4 DF Stud/Std -G 3-10-1 'BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-0-C oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 765/0-5-8 (miry, 0-1-8) '5 765/0-5-8 (mirb 0-1-8) Max Grav 1 1288(LC 4) 5 = 1288(L€ 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2805/0, 2-3=-1906/0, 3-4=-1903/0, 4-5=-2801/269 BOT CHORD 1-7=-429/2718, 6-7=-429/2427, 6-8=0/2039, 5-8=-427/2715 WEBS 35=0/354 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 35-0 tall b_v 2-M wide will fit between the bottom chord and any other members. '4) A plate rating reduction of 20% hs s been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard AN31/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0Ib dead located at all mid panels and ae all panel points along the Top Chord, nonconcurrent with any other live loads. DEFL in (loc) I/defl Ud Vert(LL) -0.06 55 >999 240 Vert(TL) -0.20 55 >899 180 Horz(TL) 0.04 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 56 Ib FT = 20% 1288#!0# 7) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 25-0 to 10-M for 386.7 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q ,OF E SS/oN J f w No. C 048241 ` m 6/30/14 ,Exp• OCIVIL T F CAUFO Job russ truss type Qty ply PLATES GRIP -TRE J -GB GABLE 1 1 MT20 220/195 Vert(TL) -0.22 5-6 >781 180 Job Reference (optional) op 11 IV -111.— m- 11p, . IV 1. I.W. I D:wO_ZwVFdia8giBm5zgm6s?zRm9oaGAZg8fNRY_H2DzyNlknJ9cn FT?Rn Sj CIIX8N IZQ3MJ 7110 15-M Scale = 1:24.3 Camber = 3/16 in 2x4 = 4x4 = 1 904#a 7-0-0 'LOADING(psf) SPACIRG 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.69 TCDL 21.0 Lumberincrease 1.15 BC 0.40 BCLL 0.0 " Rep Strass Incr YES WB 0.30 'BCDL 10.0 Code 16C2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.18Btr G BOT CHORD 2x4 OF No.18Btr G 'WEBS 2x4 OF Stud/Std G BRACING TOP CHORD 4-2-0 oc bracing: 1-2, 4-5 55-0 oc bracing: 2-3, 3-4 BOT CHORD Rigid ceiling directly applied or 10-0-7 oc bracing. JOINTS 1 Brace at Jt(s): 3, 2, 4 MiTek recommends that Stabilizere and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 718/0-5-8 (min 0-1-8) 5 = 718/0-5-8 (min 0-1-8) 'Max Horz 1 -76(LC 9) Max Grav 1 = 904(LC 4) 5 = 904(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-2168/0, 2-7=-1945/0, 2-8=-144-/0, 31;=-1336/0, 3.9=-1336/0, 4-9=-1446/0, 4-10=-1943/0, 5-10=-2166/0 BOT CHORD 1-11=0/2137, 6-11=0/2049, 6-12=0/."059, 5-12=0!2059 WEBS 3-6=0/681, 2-6=-491/0, 4-6=-49110 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 2-0-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all 'areas where a rectangle 3-" tall b} 2-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Solid blocking is required on both sides of the truss at joint(s), 1. 7) This truss is designed in accordance with the 2009 International Building Code section ' 2306.1 and referenced standard ANSI/TPI 1. 9045/0# DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.05 55 >999 240 MT20 220/195 Vert(TL) -0.22 5-6 >781 180 Horz(TL) 0.04 5 n/a n/a Weight: 73 Ib FT = 20% 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) This truss has been designed for a total drag load of 1230 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 2-M to 10-0-0 for 164.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. QROF ESS /0N Ci SI CD �No. C 048241 `n m 9�FICAUF .A I^ Job russ Truss TypeFly I/defl Ud Vert(LL) -TRE K Special Truss 240 1 -0.45 1-7 >396 180 Horz(TL) 0.03 Job Reference (optional) ' ✓ ID:wO_ZwVFdia8giBm5zgm97' m9;-, kx1Ug4Cs68SBo9W46z;zliEfoUX,6zQzHivl¢Qn3MI 6-1-3 8-" 11-7-4 15-0-0 6-1-3 2-4-13 3-1-4 3-4-13 Scale: 1/2-=1' Camber = 5/16 in 46 = 4 1 Plate Offsets (X,Y): [1:0-3-1,0-3-11 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.90 TCDL 21.0 Lumber Increase 1.15 BC 0.49 'BCLL 0.0 ' Rep Stress Incr YES WB 0.38 BCDL 10.0 Code ISC2009/TP12007 (Matrix) LUMBER ; TOP CHORD 2x4 DF No.18Btr G 'BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-1-1 BRACING TOPCHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except and verticals. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 757/0-5-8 (min. 0-1-8) 6 = 757/0-5-8 (min. 0-1-8) 'Max Horz 1 45(LC 3) Max Uplift 1 =-110(LC 5) 6 = -98(LC 6) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1449/231, 2-3=-1364/243, 3-8=-1078/134, 4-8=-1025/138, 4-9=-1097/126, 5-9=-1172/116, 5-6=-715/119 'BOTCHORD 1-7=-214/1309, 6-7=-74/260 WEBS 3-7=-465/181, 5-7=-36/883, 4-7=0/327 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and ant other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. DEFL in (loc) I/defl Ud Vert(LL) -0.13 1-7 >999 240 Vert(TL) -0.45 1-7 >396 180 Horz(TL) 0.03 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 64 Ib FT = 20% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt --lb) 1=110. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q, ,OF E SS/pN w No. C 048241 ` m Exp. 6/30/14 c i w- Q 9TFOF CAL F oruss ruse ype y TRE i K1 Monopilch Truss 1 1 PLATES GRIP Vert(LL) -0.05 1-4 >999 240 Job Reference (optional) ID:wO_ZwVFdiaBgiBm5zgm6s?zRm9o 2Skx1 Ug9C568SBo9W4Gz;&ikbfrJAlOtOzHivkzQ3Ml 2x4 II 3 6-40 cnn 'Plate Offsets (X,Y): [1:0-1-9,0-44M#j—ss LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.15 TC 0.88 TCDL 21.0 Lumber Increase, 1.15 BC 0.27 'BCLL 0.0 Rep Stress Incr YES WB 0.00 SCOL 40.0 Code fBC2M1TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G i WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-11-12 1 BRACfIVG 'TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 298/0-58 (miry, 0-1-8) 4 = 298/Mechanical 'Maxlorz i 1 92(LC 4) Max Uplift 1 = -45(LC 3) 4 = -59(LC '5) 'Max Grav 1 456(LC,11) 4 456(LC 10) r FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 3-4=X98/94 NOTES i'•VVi9 ASCE 7-05 90`riiP Fi 3 -second "0 7CDL=8.0 "sf i3CCSL=8.0" s "to=25 Cat. ( Il; Exp C; enclosed; MWFRS (low-rise),gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any 'other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1O0 lb uplift,at joint(s) 1, 4. r 1 r r Scale =1:14.9 Camber = 1/8 in 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.011b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonco ncurre nt with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q\ OF ESS/ pN_ w No. C 048241 m .EXP• 6/3— , 0/14 q c m ' \ F CAL F DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.05 1-4 >999 240 MT20 220/195 Vert(TL) --0.16-.1=4 ?428 180 Horz(TL) 0.00 4 n/a n/a Weight. 24 Ib FT = M% 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.011b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonco ncurre nt with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q\ OF ESS/ pN_ w No. C 048241 m .EXP• 6/3— , 0/14 q c m ' \ F CAL F o russ russ ype Ply SPACING 2-" TRE K1 -DT Monopitch Truss 1 1 I.J.ob TC 0.88 Vert(LL) -0.05 1-4 >999 240 MT20 220/195 TCDL 21.0 Reference (optional) iawa�a a cu is mean umusuea, ma iue np� io 'o:ia:vo caro rage i ' ID:wO_2wVFdia8giBm5zgm6s?zRm o-WeIKFghdz9E?4LNL3nnCskFvK3BYvIeOfdOFRBzQ3MH 6-0.0 6-0-0 2x4 II 3 3x6 11 2x4 11 Scale = 1:14.9 Camber= 1/8 in ' 6-" Plate Offsets (X,Y): [1:0-2-9,0-444W_15$0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates rncrease 1.15 TC 0.88 Vert(LL) -0.05 1-4 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 11C 0.27 Vert(TL) -0.16 1-4 ?428 180 0.0 Rep Suess Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a 'BCLL SCOL 40.0 Code 1SC200 /TM2007 (Matrix) Weight: 24 ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF &Btr G 8) This truss has been designed for a total drag load of 1230 lb. Lumber DOL=(1.33) ' Stu WEBS 2x4 DF Stu Stud/Std G Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from SLIDER 0-" to 6-" for 205.0 plf. Left 2x4 DF Stud/Std -G 2-11-12 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and desi n of this truss, TOP CHORD Structural wood sheathing directly a.3plied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizer, and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 298/0_-" (mir; 0-1-8) 4 = 298/Mecf anical Max Uplift 1-158(LC: 3) Max Grav 1 = 755(LC- 4) 4 = 456(LG 6) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1230/1082, 2-3=-530/657, 3-4=-398/0 BOT CHORD 1-4=-1080/1080 NOTES 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with c,6 ariy' 6th6f rNre foads. • This truss has been designed fc r a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall ba 2-0-0 wide will fit between the bottom chord and any��P�� J . '2) other members. 91� 1 3) A plate rating reduction of 20% h as been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. � 5) Provide mechanical connection Oy others) of truss to bearing plate capable of' L� N o. C 048241 r - withstanding 100 Ib uplift at joints) �axcept at --lb) 1=158. � M 6) This truss is designed in accordance with the 2009 International Building Code section Exp. 6/30/14 2306:1 and referenced standard At�llTPI 1: ----.. -..- -- -- V j j- --•---.- ... _....... 7) This truss has been designed fora moving concentrated load of 250.Olb live and 25.Olb � - dead Joartad -at al) &d paraels.arad.at:all.pariet points:along.the Top Chord, rtonconcu,mnt with any other live loads. TFOF CAUFO� Job russ russ lype Qty in (loc) -TRE K2 Monopitch Truss 3 1ply 1 lJob -0.00 1-0 >999 240 Lumber Increase Reference .o tional 'Plate Offsets X::5 LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 BCDL 1,0.,0 Il ..mow agcy ci cv c mi cn u uuau ea, uiu. sue o io.ia.uo ID:wO_ZwVFdia8giBm5zgm6s4zRm9o-Wel'a, h; z9E94LNL3nnCskF1 3EOvkKOfdOFRBzO MH 3-9-4 7-60 3-9.4 3-8-12 1 2x4 11 Scale = 1:17.6 4 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d Plates I icrease 1.15 TC 0.38 Vert(LL) -0.00 1-0 >999 240 Lumber Increase 1.15 BC 0.08 Vert(.TL) -0.01 1-0 >999 180 Rep Stress Ina YES WB 0.08 Hori(TL) 0.00 5 n/a n/a Code 1BC20.09LfP120.07 (Matrix) LUMBER TOP CHORD 2x4 DF No.16Btr G 'BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Shad/Std -G 1-10-12 BRAG)NG tTOP CHORD SttUdUral wood sheathing directly applied or 8-0-0 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 149/0-5-8 (min 0-1-8) 5 = 137/Mecl-anical 6 463/0-5-8 (min.0-1-8) Max Horz 1 111(LC 4) Max Uplift 1 = -6(LC 3) 'S 104(L 5) 6-104(LC 5) Max Grav 1 = 366(LC 12) 5 = 358(LC 11) '6 = 557(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 4 =332/:38 ' WEBS 3-0=-465/159 NOTES 1) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 'II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads.. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all ':areas where•:arectar gle.3.-0-0 fall ts7 2.•Q=f) wide well fit beiwzen the bottonr_chord and:any other members. PLATES GRIP MT20 220/195 Weight: 29 lb FT = 20% 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (it --lb) 6=104. 7) This truss is designed in accordance with the 2009 International Building Code section 2906.1 and referenced standard ANSUT-N 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q Of ES316 Uj Z No. C 048241 Exp.6/30/14 reel 9jF PC V1 ' 0AU Job cuss russ I ype Qty ply Vert(LL) - -0.13 -TRE KA-DT Special Truss 1 1 1.7 >396 180 Horz(TL) 0.04 6 Job Reference .o .bona) ruanrnm vaimm un u...w-, vameLanwm i.a�usaeP I cul<mi I.—uuames, Inc. Iue r Io Io:Iy:uy cuw rage I ' ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-_rsiSAIFkTMsiVyXdVIRPyn2j UMe3T9uHmozdzQ MG 6-1-3 88-0 11-7-4 148-7 1 6-1-3 2 4 13 3-14 3-1-4 3 Scale: 1/2'=T Camber = 5/16 in 46 = 4 1241if/O9 a -a, sso Plate Offsets (X,Y): [1:0-1-5 0-1-9] LOADING(psf). SPACING 2-" CSI TCLL 20.0 Plates Frcrease 1.15 TC 0.90 TCDL 21.0 Lrmrben Increase 1.15 BC 0.49 BCLL 0.0 Rep Stews Ina YES WB 0.60 BOOL 40.0 Code 18C2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G 'BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-1-1 BR/1CINU TOP CHORD Structural wood sheathing directly aoplied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-6 oc bracing. MiTek recommends that Stabilizer and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 767/08 (mir-; G-1-8) 6 = 757/0-5-8 (mir.0-1-8) 'Max Grav 1 1242(L: 4) 6 1102(L: 3) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. 'TOP CHORD 1-2=-2725270, 2-3=-2047/0, 3-8=--614/0, 48=-1215/0, 4-0=-1381/0, 5-9=-1955/0, 5-6=-1058/0 BOTCHORD 1-7=-059/2588, 6-7=-685/1020 WEBS 3-7=539/0, 5-7=85/1581, 4-7=0/33 ,- NOTES I$ (1666hiiiced ioof riW foads fidW aeeri 666siddF6d for• giis design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed far a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall ty 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ARSI[TPI 1. 6) This truss has been designed for a moving concentrated load of 230.0I1a live and 25;0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent WM.ny other IN. loads: DEFL in (loc) I/defi L/d PLATES GRIP Vert(LL) - -0.13 1-7 >999 240 MT20 220/195 Vert(TL) -0.45• 1.7 >396 180 Horz(TL) 0.04 6 n/a n/a Weight: 6416 FT = 20°%o 7) This truss has been designed for a total drag load of 2160 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-0-0 for 144.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss: SRA) Xc w �No. C 048241 `n m 01- r*i P-vn 6/30/14 . CIVIC 9T"OF CAO��� N N Job runsruss lype city Ply in -TRE K -DT Special Truss 1 1 I.Job Plates Increase 1.15 TC 0.86 Vert(LL) -0.14 Reference .optional) ruawun ...mui r..uv s aup c r cu i c mn uK muusmes, in l ue r io 1o:-m:vy [u is ra a - ID:wO_ZWVFdia8giBm5zgm6s?zRm9o-_rsiSAiFkTMsiVyXdVIRPyn3 SSjelg9uHmozdzQ MG 6-1-3 8 6 0 11-7-4 15-" 6-1-3 2 4 13 3-1-4 3-4-13 Scale: 1/2°=1' Camber = 5/16 in 46 II 4 LOADING(psf) SPACIPG 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.14 1-7 >999 240 MT20 220/195 TCDL 21.0 Lumbertincrease 1.15' BC 0.53 Vert(TL) . *.48 1.7 ?372 180 BCLL 0.0 Rep Str3ss Ina NO WB 0.71 Horz(TL) 0.05 6 n/a n/a $CDL 40.6 Code IE'C2009/TP12007 (Matrix) Weight: 64Ito FT=20% LUMBER TOP CHORD 2x4 DF NoA&Btr G *Except* 'T2: 2x4 DF SS BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G *Except* W4: 2x4 DF No.2 G SLIDER 'Left 2x4 DF Stud/Std -G 3-1-1 BRACING TOPCHORD Structural wood sheathing directly applied or 3-3-10 oc purlins, except end verticals. BOT CHORD 'Rigid ceiling directly applied or 6-0-Goc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '1 = 1034/0-5-8 (min_ 0-1-10) 6 1034/0-5-8 (min, 0-1-8) Max Grav 1 = 1519(LC 4) 6 = 1379(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0282/0, 2-3=-2600/0, 3-8=-1999/0, 4-8=-1575/0, 4-0=-1761 /0, 5-9=-2368/0, 5-6=-133JO 'BOTCHORD 1-7=0/3084, 6-7=-593/1111 WEBS 3-7=-70610, 5-7=0/1856, 4-7=0/390 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 38-0 tall bk 2-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This Lass isdesigned in as ordarce With pq 2-009 International @bilging Gods section 2306.1 and referenced standard ANSSItTPI 1. 6) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2160 Ib. Lumber DOL=(1.33) Plate grip D06=(1 33) Connact truss to re_ s_ is_t drag loads along bottom chord from 0-M to 15-0-0 for 144.0 plf. 8) " Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q.pF E S'S/ Q0 No. C 048241 Exp. 6/30/14 9Te0F CAUF Job russruss type city ply TCLL 20.0 -TRE L Special Truss 4 1 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 'TCDL BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Job Reference .o tional ti,,,, -,a, „o, ry„ ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-91Q4f; d&6 JfVNcBCggx9KEXsf�i1BNWHJ7xVMV1/3zQ3MF 8-4-14 11-10.13 17-0-9 20 4 8 24-1-13 29-&0 ' 8-4-14 ' 3-515 51-13 3-3.15 3-9-5 516-3 Scale = 1:50.0 Camber = 1/4 in [4`110 4 5x5 11 5x5 = 5x8 = 4x4 = 44 = 5x8 = 2x4 II ' 10559/-1269 ' Plate Offsets (X,Y): [1:G-2-0,0-2-41,18:0-2-9.0-6-41, [10:0-2-8,0-3:§) [13:0-2-I LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.15 TC 0.83 21.0 Lumber Increase 1.15 BC 0.77 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 'TCDL BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOTCHORD 2x4 OF No. 1&Btr G'Excepr B2: 2x4 OF Stud/Std G WEBS 2x4 DF Stud/Std G *Except* W4: 2x4 OF No.l&Btr G, W1: 2x4 OF No.2 G, W7: 2x6 OF No.2 G SLIDER BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 6-” oc bracing: 10-12 WEBS 1 Row at midpt 4-13,3-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8 = 341/0-5-8 (min. 0-1-8) 16 = 1055/05-8 (min. 0-1-8) 10 = 1958/0-5-8 (min. 0-2-1) Max Horz >970 16 = 112(LC 5) Max Uplift -0.5715-16 8 = -84(LC 4) 16 = -126(LC 5) 10 = -79(LC 5) Max Grav 8 = 481 (LC 25) 46 = 1056(LE 1) 10 = 1958(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1802/195, 2-3=-1278/155, 3-4=-217/1716, 4-5=-192/1665, 55=0/455, 6-7=-370/141, 7-8=436/129,1-16=-976/172 BOTCHORD 16-18=-158/328,15-18=-158/328,15-19=-215/1644. 14-19=-215/1644,14-20=-100/1158,20-21=-100/1158. 21-22=-100/1158; 13-22=-100/1158; 10-12=-52/284, b=1Dm73/486, 1D.244,79/.357, 24s2&tF79/357, 9�2&m 791357, 1958#/-79# 481#/-84# 29.8-0 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.2515-16 >970 240 MT20 220/195 Vert(TL) -0.5715-16 >425 180 Horz(TL) 0.03 8 n/a n/a Weight•. 173 Ib FT = 20% BOTCHORD 16-18=-158/328, 15-18=-158/328, 15-19=-215/1644, 14-19=-215/1644,14-20=-1 00/1158, 20-21=-100/1158, 21-22=-100/1158, 13-22=-100/1158, 10-12=-52/284, 5-10=-73/485, 10-24=-79/357, 24-25=-79/357, 9-25=-79/357, 9-26=-79/357, 8-26=-79/357 WEBS 2-15=0/345, 2-14=-713/167,13-17=-304/171, 4-17=-1313/228, 1D -139:A 16/1380, 10:17;PA 978/167, .6=1Dae820/150, 6-0=0/381, 1-15=-71/1342, 3-14=-12/581, 3-17=-2740/382, 5-17=-1223/250 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL_1.60 plate grip DOL=1.60 3) 125.01b AC unit load placed on the bottom chord, 14-6-0 from left end, supported at two points, 3-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 10 except at --lb) 16=126. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP 9) TKIV truss K"-tDergn,de'signed for er mo' _ : fog 250.011f liver and 25.Olb dead located at all mid panels and I pi Bottom Chord, nonEonei(rrenfVi`idi dfiyoi156PtiV815ti8 �; 10) "Semirigid pitchbreaks including bier end fixity (tea used in the analysis and design of this truss. �C 7iA 0, w �No. C 048241 `^ m � m r 6/30/14 qre OF CAL\F�\P Job russ Truss Type 1202/Mecnanical y -TRE L1 -AC Special Truss 2 1 -164(LC 3) 6 179 20-4-12 1 Job Reference (optional) onp u w c rvu nn muusuros, mc. i ue npr io i¢ "y:_i K o rage _i ' ID:wO—ZwVFdla8giBm5zgm6s?zRm9o-wD_StsjWF4caxp5wlwLvUNIPhG7N6yWSLbFv2VzQ3ME 41-1 ? 11-10-13 17-0 0-4--9 212 41-1 ? 7-9 1 5-1-13 3 4 3 1 1 . 6x6 = 4 Scale = 1:39.4 Camber = 3/8 in 2x4 11 6xh = 5x8 = ax4 _ 44 = 4x6 = Plate Offsets (X,ti LOADING (psf) TCLL 20.0 'BCLLBCLL 21.0 0.0 $CDL 10.0 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No. 18Btr G WEBS 2x4 DF Stud/Std G *Except* W402: 2x4 DF No.13Btr G, W1: 2x4 DF No.2 G, W6: 2x6 DF No.2 G BRACING T.02,CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BoT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 10-11. WEBS 1 Row at midpt 47, 3-12, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with -stabilizer Installation guide. REACTIONS (Ib/size) 11 1122/.0-5-8 .(min. .0-1-8) 6 1202/Mecnanical Max Horz 6x6 = 198(LC 4) 4-1-12 11-10-13 11 -164(LC 3) 6 179 20-4-12 1 41-12 7-9.1 5-1-13 3-4-3 7 0-3-01, _9:0-2-12,0-2-01, [12:0-2-0,0-1-41 SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP Plates Ihcrease 1.15 TC 0.87 Vert(LL) -0.13 9-10 >999 240 MT20 220/195 Ln§2F Increase 1.15 BG 038 Vert(T6) -0,51 9-10 >491 180 Rep Stress Ina YES WB 0.70 Horz(TL) 0.05 6 We n/a Code ISC2009ITP12007 (Matrix) Weight 1291b FT = 209/u LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No. 18Btr G WEBS 2x4 DF Stud/Std G *Except* W402: 2x4 DF No.13Btr G, W1: 2x4 DF No.2 G, W6: 2x6 DF No.2 G BRACING T.02,CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BoT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 10-11. WEBS 1 Row at midpt 47, 3-12, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with -stabilizer Installation guide. REACTIONS (Ib/size) 11 1122/.0-5-8 .(min. .0-1-8) 6 1202/Mecnanical Max Horz 11 198(LC 4) Max Uplift 11 -164(LC 3) 6 -154(LC 5) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1903/283, 2-13=-1820/293, 2.14=-1582/220, 3-14=-1493/233, 3-15=.936/1630, 415=-325/1740, 4-16=-304/1682, 5-16=-016/1653, 1-11=-1098/177, 5-6=-93/561 BOT CHORD 9-10=329/1843, 8 9 ?89/1438, 7-6= 494/1367, 6-7=-194/1423 WEBS 2-10=-342/145, 2-9=559/149, 7-12=0/318, 4-12=-1272/273, 1-10=-267/1837, 3-9=0%335, 3 -12= -XI 8/609, 6-12=-2212/369, 5-12=-1594/366 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp G; enclosed;, MWFRS (low-rise) gaple end zone; cantilever leftand riphfex@osed end vertical left and right exposed; G5Mber DOL=1.60 plate grip DOL=1.60 3) This truss hasbesrr designed for a 10.0 W bottom .choral live load rwrrconourrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of with.standing 190 J.b upJ)fE atl9int(s) exeeet (jt=Jb)11=164; 6=1,54; 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -ES w No. C 048241 'Exp. 6/30/14 CI \ T_UF CALIF o Truss russ ype DEFL y (loc) TRE L1 -DT Special Truss 1 1 Vert(LL) -0.10 6-8 >999 240 Lumber Increase J.ob Reference ft.bona! �..........�..,a�..�o...., ...�.w,..._.........., ..a�..��.,..��...� .a:n+o aayu cu is mnea muusuros, mu. iue r �o io: ro:i i cvio rage i ' ID:wO_ZwVFdia8giBmszgm6s?zRm9o-wD_StsjWF4caxp5wlwLvA jG9e6zISLbFv2VZ03ME 8-4-13 179 20-4-12 8-4-13 8-7-12 3 4 3 4x6 II 3 Scale =1:37.9 Camber = 1/4 in 4x4 II 6x6 = --- 4x10 = 2x4 II ' Plate Offsets , LOADING (psf) TCLL 20.0 'TCDL 21.0 BCLL 0.0 B.CDL 1.0.0 SPACING 2-" CSI DEFL in (loc) I/deft Ud Plates Increase 1.15 TC 0.93 Vert(LL) -0.10 6-8 >999 240 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.33 6-8 >762 180 Rep Stress Ina YES WB 0.62 Horz(TL) 0.05 5 We n/a Code IB020097TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF SS `Except` 'T2: 2x4 OF No. 18Btr G BOT CHORD 2x4 OF No.18Btr G WEBS 2x4 OF Stud/Std G *Except* W4,W2: 2x4 DF No.186tr G, W1: 2x4 OF No.2 G BW14Q TOPCHORD S�tfatiii'al wood sfieaffiing' difectiy ejipried, eiicepf eni3verfii�ls. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS '1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '5 1056/Mechanical 9 1056/0-5-8 (min.0-1-14) Max Horz 9 = 15(LC 3) Max Uplift '9 26(LC 8) Max Grav 5 1331(LC 3) 9 = 1737(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-10=-3518/511, 2-10=-2551/0, 2-11=-1837/628, 3-11=-1203/160, 3-12=-740/0,12-13=-706/0, 4-13=-819/0, -14E 4855/99, 4 5=-434410 'BOT CHORD 8-0=0/318, 8-14=-545/3314, 7-14=02824, 6-7=0/2099, 6-15=-702!708 WEBS 2-0=-230/275, 2-6=-1549/0, 3-6=-264/19, 1.8=-060/3030, 4-0=0/1243 r NOTES , 1) Vnbalanced roof live loads hays been considered for this design, 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with ' any,otlrw,lrveloads. PLATES GRIP MT20 220/195 Weight: 11.0 Ib FT = 20% 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss lo truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIIrPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 2100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-4-12 to 20-4-12 for 210.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. w �No. C 048241 m 6/30/14 i C�0\ TSF CA0F�� Job russ I Truss Type Qty Fly Ud -TRE LA Monop tch Truss 2 1 >999 240 MT20 220/195 Vert(TL) -0.06 Job Reference .o tional ' rox unn aammnn, Tuma, n oowv, v nrei r ui ...V ,."u.. u. cvro rage. ID:wO_ZWVFdia8giBm5zgm6s?zRm9o-OQXg4Ck8001RZzg6lds81aPe ga9rYHcaF_Tayz43MD 4-10-12 4-10-12 Scale = 1:16.4 r w 2 2x4 II 418#/-36# 4 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.62 TCDL 21.0 Lumber Increase 1.15 BC 0.16 'BCLL 0.0 ' Rep Stress Ina YES WB 0.02 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF NoA&Btr G WEBS 2x4 DF Stud/Std G BRACING + TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, except end verticals. 90T CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '3 235/Mechanical 4 235/0-5-8 (min. 0-1-8) T Max Horz I 4 = 103(LE9 4) Max Uplift 3 51(LC'S) 4 -36(LC 3) Max Grav 3 = 418(LC 11) 4 = 418(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-372/69, 1-4=-372/63 'NOTES I 1) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 21 This fits laid (ieeri d66 j9edfJF2i fi0.0' psf 66ffiiffi chord rive (dad rioiisori¢uRenf with 'any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. '5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upliftatjoint(s) 3, 4. 7) This truss is designed in accordance with the 2009 Intemab6nal Building. Gode section 2306.1 and referenced standard UfP ANSF 1. 1 1712 DEFL in (loc) I/defi Ud PLATES GRIP Vert(LL) -0.02 3-4 >999 240 MT20 220/195 Vert(TL) -0.06 34 >882 180 Horz(TL) x.00 3 n/a n/a Weight: 24 Ib FT = 20% 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OFJ w No. C 048241 m 6/30/14 ` ...EXP M\1 \F C A LSF Job russ ey truss Jypty 1766/0-5-8 (mir.0-2-3) 2035#/09 943/0-5-8 (min, 0-1-9) -TRE L -DT SPECIAL TRUSS 1 1 7 = -77(LC 9) Max Grav 29-8-0 J.ob Re.ferenee .o tional ID:wO_ZwVFdia8giBm5zgm6s?zm9o-sc5DIYlmnitHA6FJsLNNZ y 34jjanMl, vk z03MC 8-4-14 17-0-9 20 4 8 241-13 29-8-0 8-4-14 8-7-12 3-3-15 3.9-5 5.6-3 Scale = 1:49.8 Camber = 3/16 in 5x8 = 3 6x6 11 5x5 = 3x6 = 3x4 It 300 = ' 1491#/0# 309/0-5-8 (min, 0-1.8) 9 = 1766/0-5-8 (mir.0-2-3) 2035#/09 943/0-5-8 (min, 0-1-9) Max Horz 571#/-77# 15 = 12(LC 10) Max Uplift 7 = -77(LC 9) Max Grav 29-8-0 571(LG 8) 84-14 17-D-9 15 = 20-0-8 1 - 24-1 -7 28-7-0 2 12 8-4-14 8.7-12 3-3-15 - -7 3-10.7 3 8$ 0- - 2 Plate Offsets (X,Y): [3:0-3-4,Edge], 7:0-2-1,0-0-41, [9:0-2-8,0-3-8], [14:0-2-8.0-1-81 '0.10-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates lhcrease 1.15 TC 0.75 Vert(LL) -0.29 14-15 >832 240 MT20 220/195 TCDL 21.0 0:97 Lumber Increase 1.15 BG VANM -0 56 12-14 ?424 18U BCLL 0.0 Rep Stress InNO VVB 0.93 Horz(TL) 0.04 7 n/a n/a ' BODL 10.0 Cdde IBC2009/TP12007 (Mdtrik) W6i§fit: 152111 " FT = 20% LUMBER TOP CHORD 2x4 DF SS *Except* ' T2: 2x4 DF No.1 &Btr 3 BOT CHORD 2x4 DF No.1&Btr G •Except* B3: 2x4 DF Stud/Std 3 WEBS 2x4 DF Stud/Std G *Except* W1; 2z4 DF N6.2 G, 4V4,'2it4 DF N6.1 &BY G SLIDER BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-C oc bracing. Except: 6-" oc bracing: 9-11 WEBS 1 Row at midpt 2-12 MiTek recommends that Stabilizer-, and required cross bracing be installed during, busssrection, in accordance with.Stabilizer Installation guide. REACTIONS (Ib/size) 7 = 309/0-5-8 (min, 0-1.8) 9 = 1766/0-5-8 (mir.0-2-3) 15 = 943/0-5-8 (min, 0-1-9) Max Horz 15 = 12(LC 10) Max Uplift 7 = -77(LC 9) Max Grav 7 = 571(LG 8) 9 = 2035(LC 3) 15 = 1491 (LC. 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2916/388, 2-3=-1394!756, 3-4=0/876, 4-0=0/688, 5-0=-095/401, 6-7=-952/529, 1-15=-1408/45 BOT CHORD 15-16=-407(774,14-16=-1044/1464,14-17=0/2051, 17-18=0/2079, 13-18=0/2242, 12-13=0/2242, 9-11=-99/297, 4-0=-268/0, 9-20=-560/877, 20-21=-060/877, 8-21=-560/877, 8-22=-560/877, 7-22=-560/877 WEBS 2.1.4.=I51/3l41'.2-4 2 0%681, 9.12 4/99.0_3-9-42321.0, 9=42321.0, WEBS 2-14=-151/314, 3-12=0/681, 9-12=-414/990, 3-9=-1332/0, 5.9=-844/0, 5-8=0/380,1-14=-529/2434, 2-12=-1528/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 7. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 2100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 14-0-0 for 150.0 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q O F E SS/pN w No. C 04824101- m /EXp r1. 6/30/14 \F CAUF Job russ I russ I ype city Ply Ud -TRE M Common Truss 8 1 >999 240 MT20 220/195 Vert(TL) -0.15 Job Reference (optional) rox nn a nomun, T Unca, nc oa wa, uamx, rumour r.cou s ae c r cu i c mi i ex mausmes, mc. i ue npr -,o io:-i aria 4vTa rage ' ID:wO_ZwVFdia8giBm5zgm6s?z m9o-sc5DIYlmnitHA6FJsLNNZoyjn4uuaxslpvkO60ZQ3MC 75-0 15-" 7-&-0 7-6-0 � 6x6 = 3.50 12 2 3x4 11 sxiu = 7-6-0 15• 1-0-u ' LOADING(psf) SPACIUG 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumber Increase 1.15 BC 0.28 'BCLL 0.0 " Rep Stress Incr YES WB 0.26• BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G "Except" W1: 2x4 DF No.2 G BRACING TOPCHORD Structural wood sheathing directly applied, except end verticals. 'BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6 750/0-5-8 (mirr.0-1-8) 4 750/0-5-8 (mint 0-1-8) M_ax_ .. 6 82(LC 4) Max Uplift 6-107(LC 3) 4-107(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 1-7=-729/111, 2-7=-044/124, 2-8=X14/124, 3-8=-729/111, 1-6=583/142, 3-4=-683/142 WEBS 2-5=-264/127,1-5=-43/583, 35=-44'583 ' NOTES 1) Unbalanced roof live loads have teen considered for this design. 2) Wind: ASCE 7-05; 90mph (3-seccnd gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11 Ek -0 C enclosed; MVVFf28 ((ow -nee) gable end Zone; canffieber leffand rigfff ex'Pdsed end vertical left and right exposed; Lumber DOL=1.60 plate •grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed fa a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall be 2-M wide will fit between the bottom chord and any 'other members. 5) A plate rating reduction of 20% hes been applied for the green lumber members. 6) Provide mechanical connection (Ly others) of truss to bearing plate capable of withstanding 100 Ib q lift pa int(s) Eigce t (j=lb 6=107, 4=107: 7j This truss is designed in accordance withthe?2009 Inte'mational Building Code section ' 2306.1 and referenced:standard AN,,3) TAI 1, Scale = 1:31.3 Camber = 1/8 in DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.05 45 >999 240 MT20 220/195 Vert(TL) -0.15 45 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 77 Ib FT = 20% 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �QO'FESS/pN� 4<41 Z w No. C 048241 �^ ,Ex 6/30/14 J. CIV1� \� gT� OF CAUF��� JOD I russ Iruss lype Qty ply Plates Increase -TRE Mt I Flat Truss 1 1 J.J.ob BOLL 0.0 ' Rep Str--ss Incr YES WB 0.27 BCDL 10.0 Reference Optional) ID:wO_ZwVFdia8giBm5zgm6s1 FiWio-LofbVtmOY1796gV02uc67UwBTEdJOtu1ZTZfgz03MB 7-6-0 15-" 7-6.0 7-0-0 2x4 11 46 = Scale = 1:28.3 14x6 = 2 3 Camber = 1/8 in 7 8 LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.15 TC 0.85 TCDL 21.0 Lumberincrease 1.15 BC 0.29 BOLL 0.0 ' Rep Str--ss Incr YES WB 0.27 BCDL 10.0 Code ISC2009/TP12007 (Matrix) LUMBER Vert(LL) -0.05 TOP CHORD 2x4 OF No.1&Btr G >999 240 MT20 220/195 BOT CHORD 2x4 DF No.1&Btr G -0.17 55 WEBS 2x4 DF Stud/Std G *Except* Horz(TL) ' W2: 2x4 DF No. 1&Btr G .4 n/a n/a BRACING TOPCHORD Structural wood sheathing directly applied ort -2'-0 oc purlins, except end verficafs BOT CHORD Rigid ceiling directly applied or 10-0-) oc bracing. JAV _ 2x9 II 15-0-0 7-6-0 75W/156# DEFL in (loc) I/defl Ltd PLATES GRIP Vert(LL) -0.05 5-0 >999 240 MT20 220/195 Vert(TL) -0.17 55 >999 180 Horz(TL) -0.00 .4 n/a n/a Weight: 81 Ib FT = 20% MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 'REACTIONS (Ib/size) 6 750/0-5-8 (min 0-1-8) 4 750/0-5-8 (min 0-1-8) Max Herz 6 = -1 74(l -C. 3) Max Uplift 6-156(LC 3) 4-156(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-685/189,1-7=-751/177, 2-7=-7'51/177, 2-8=-751/177, 3-8=-751/177, 3-4=-685/190 WEBS 15=-196/839, 2-5=-707/257, 3-5=-196/839 ' NOTES 1) Wind: ASCE 7-05; 90mph (3-secmd gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; drfd W&66l left irid nglaf 6k-06ged; pfif i grip DOL=t.80 '2) Provide adequate drainage to pre-ent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed foo a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb liftatjoint(s) 2,ece t@ -lb 6=156` 4=156; 7) This truss is designed in keordarce wi t ea'kd9 International Building Code section 2306.1 and referenced: standard ANSl/TPf 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QO'F ESS/p/V- No . C 048241 ` m ,Ex 6/30/14 T CiVi 9\F CALVE oTruss fruss lype Qty Ply TRE M -DT Common Truss 2 1 Job Reference Optional) E ID:wO_ZwVFd is 8gi8 m5zgm6s?zRm9o-p7DzjDmOJJ77QQPh_mPreDl 3Gtau2pn2G DD7BHzQ3MA 7-60 15.0-0 7.6.0 7.6-0 6x6 = 3.50 12 2 3x4 II — —1 WuV 7- 7-6.0 LOADING(psf) SPACING 2-" CSI TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumber Increase 1.15 BC 0.28 'B:CLL 0.0 ' RepStress Incr YES WB 0.42 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G *Except* W1: 2x4 DF No.2 G BRACING TOP CHORD StFudwfal •W66d 06a11iing difddtly 53p1166, 1i(M,1 End •wrI6d1g. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6 750/0-5-8 (min. 0-1-8) 4 = 750/05-8 (min. 0-1-8) Max Grav 6 1085(LC 4) 4 1.085(LG 3) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-1239/0, 2-7=-900/0, 2-8=-900/0, 3.8=-1239/0, '15=-1017/0, 3-4=-1017/0 BOT CHORD 55=-446/571, 4-5=-446/571 WEBS 2-5=-26410,1-5=-74/1106, 3.5=-74/1106 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any ofhdf- iLe (dads. '3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with gpy ether live loads: Y) This"truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip D,OLa,(1..33) ,Connect truss to resist drag loads:along bottom ,chord from A•0 A to 15-0-0 for 66.7 plf. Scale = 1:31.3 Camber = 1/8 in DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.05 4-5 >999 240 MT20 220/195 Vert(TL) -0.15 45 >999 180 Horz(TL) 0.00 .4 n/a . n/a Weight: 77 Ib FT = 20% 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q.pf ESS/pN: q F62 w No. C 048241 `n . Fur, 6/30/14 <0 Job russ Truss Type Qty ply -TRE M -GB GABLE 1 1 lJob CSI DEFL in (loc) I/deft Ud Reference o .tional rage i ' ID:wO_ZwVFdiaBglBm5zgm6s?zRm9o-p?DzjDmOJJ7100Ph_mPreDlAvt D2mL2GDD7BHz03MA 3 9 14 7-6-011-2-2 15-0-0 3-9-14 3-8-2 3-8 2 3-9-14 ail 4x4 = 2x4 = 3.50 rl2 'x1ju = 3x4 = Scale = 1:34.9 Camber = 1/8 in WRID R TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BRACING BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at 29 ).' 1; 3; 4 MiTek recommends that Stabilizers and requiredro css bracing be installed during truss erection in accordance With Stabilizer Installation gdide. REACTIONS (Ib/size) 8 = 1079/0-5.8 (mir, 0-1-8) 6 = 1079/0-5-8 (mir.. 0-1-8) FORCES (lb) - Max. Comp./Max. Te n. - All forces 250 (lb) or less except when shown. TOPCHORD 240=4028/0, 3-10=-957J1), 3-11=-9d2, 4 11=-1036/0, 1-8=-375/0, 5-0=-075/0 BOT CHORD 7-8=0/854, 6-7=0/854 WEBS 2-8=-1172/0, 4-6=-1172/0 NOTES 1) Unbalanced roof live loads have teen considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 41 A pfdfe 4hl;j redU666fi 6f-2016 fia> 66,66 applied f6f i6 greeia fiirrifiei•'rileiriliers. 5) This truss is designed in aceordar-ze with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for G: moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including F eels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TG w/ 2-11)d nails. 9) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q\ pOFEJ. SS/pN Lw No. C 048241 `n Exp. r • 6/30/14 IxY —jq swl C 0\ TSF CAVE 107'/Otr 7-6-0 7-6-0 15-0-0 7-6-0 407p/Q LOADING(psf) SPACIRG 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 21.0 Lumberincrease 1.15 BC 0.39 Vert(TL) -0.16 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code 16C2009/TPI2007 (Matrix) Weight: 103 Ib FT = 20% WRID R TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BRACING BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at 29 ).' 1; 3; 4 MiTek recommends that Stabilizers and requiredro css bracing be installed during truss erection in accordance With Stabilizer Installation gdide. REACTIONS (Ib/size) 8 = 1079/0-5.8 (mir, 0-1-8) 6 = 1079/0-5-8 (mir.. 0-1-8) FORCES (lb) - Max. Comp./Max. Te n. - All forces 250 (lb) or less except when shown. TOPCHORD 240=4028/0, 3-10=-957J1), 3-11=-9d2, 4 11=-1036/0, 1-8=-375/0, 5-0=-075/0 BOT CHORD 7-8=0/854, 6-7=0/854 WEBS 2-8=-1172/0, 4-6=-1172/0 NOTES 1) Unbalanced roof live loads have teen considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 41 A pfdfe 4hl;j redU666fi 6f-2016 fia> 66,66 applied f6f i6 greeia fiirrifiei•'rileiriliers. 5) This truss is designed in aceordar-ze with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for G: moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including F eels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TG w/ 2-11)d nails. 9) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q\ pOFEJ. SS/pN Lw No. C 048241 `n Exp. r • 6/30/14 IxY —jq swl C 0\ TSF CAVE Job ruse ruse type City Ply in -TRE MGT Flat Trus 1 2 .J.ob Refenenoe . (optional) ID:wO_ZwVFdia8giBm5zgm6s? FG948 o-HBnLwZne4dFsla_uXTwQaNgHvinBpBVtygjJzQ3M9 5-C-10 9-11-7 15-" 5-C-10 4-10-13 5.0.10 1.4x.6- = G Scale = 1:25.8 Camber= 1/16 In 2x4 II 3x4 = 5x5 = 2 10 3 t1 4 171 T4 1 1) 2 -ply truss to be connected together with tOd (0.131 "x3") nails as follows: CSI DEFL in Atl B1 L/d 12 13 7 14 15 16 65x5 - 17 18 Plates Increase 3x4 II 2568#/O# LOADING(psf) SPACIfIG2-0-0 1) 2 -ply truss to be connected together with tOd (0.131 "x3") nails as follows: CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 6-7 >999 240 TCDL 21.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.13 6-7 >999 180 BCLL 0.0 Rep Stress ]nor NO WB 0.76 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No. 1 &Btr G BOT CHORD 2x6 DF No.1 G WEBS 2x4 DF Stud/Std G BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceilirig directly applied or 6-0-C oc bracing. REACTIONS (Ib/size) 8 = 2196/0-5-8 (mir:.0-1-8) 5 = 2205/0-5-8 (mir, 0-1-8) Max Grav 8 2568(LG 4) 5 2577(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOPCHORO 1-8=-2144/0, 1-9=-3510/0, 2-0=-328.710, 2-10=-328710, 3-10=-3514/0, 3-11=-3299/0, 4-11=-3521 /0, 4-5=-2149/0 BOT CHORD 8-12=-103/253, 12-13=-103/253, 7-113=574/724, 7-14=0/3526, ' 14-15=0/3463,15-16=0/3299, 6-16=0/3299, 6-17=-574(122 WEBS 1-7=0/3948, 2-7=-473/0, 3-7=-770/744, 3-6=-782/0, 45=0/3961 '3x4 II 2577#/OA D D PLATES GRIP MT20 220/195 Weight: 176 Ib FT = 20% 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 15-0-0 for 133.3 pH. 10) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 519 Ib down at 15-4, 519 Ib down at 3-64, 519 Ib down at 5-04 , 519 Ib down at 7-64, 519 Ib down at 9-6-4, and 519 Ib down at 11-0-4, and 519 lb -- down at 13-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. NOTES 1) 2 -ply truss to be connected together with tOd (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows. 2x6 - 2 rows staggered at 0-9-0 oc. rnre >SSEtea> foltb�nrs aC4 f�bw�tt frs�. OFESS/ �N 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (9,Y&66 in` the LOAD CASE(6)"sectten Ply to pfy e6iiii6 4dns hdve sedri pr6 idedtc Q J . distribute only loads noted as (F) or dB), unless otherwise indicated. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre:nt with _A any other live loads. w N 0. C 048241 m This truss has been designed for a live load of 20.Opsf on the bottom chord in all CY-' '5)' areas where a rectangle 36-0 tall by 2-M wide will fit between the bottom chord and any EX 6/30/14 p other members. S) A plate rating reduction of -206% has been applied for the green (umber members. 7) This truss is designedinappprdarce with theOQS Internatipnal §wilding Code segtion 2306.1 and referenced standard ANSI/TPI 1. %9 ( in, ' TFOF CWU oTruss 2-0-0 fruss lypeply 1.15 LumberUnorease 1.15 TRE N Jack -Closed Truss 1'7 1 >922 WB 0.28 Horz(TL) 0.01 5 n/a (Matrix') Job Reference (optional) ..,o..o .. op .-..... y c , „ „i - ry, r cu,a raen , ID:wO_ZwVFd!a8giBm5zgm65?zwr 96-INLj,7voGrwNjfkZ45ASJke6c3hD4WIVLkXiDF9z03M8 4-0-010 8-8-0 4 40 (41- 0 4-2-0 1 'Plate Offsets K5 LOADING (psf) TCLL 20.0 T,CDL 2t.0 BCLL 0.0 SCOL 10.0 2x4 11 Scale = 1:18.5 4 4X5 I I 3x4 = SPACIMG 2-0-0 Plates I icrease 1.15 LumberUnorease 1.15 Rep S"ss Incr YES Code 1f."C2009/TP12007 CSI DEFL in (loc) I/deft TC 0.17 Vert(LL) -0.06 1-6 >999 BC 0.49 Vert(TL) -0.11 16 >922 WB 0.28 Horz(TL) 0.01 5 n/a (Matrix') nonconcurrent with any other live loads. Rigid ceiling directly applied or 10-0-) oc bracing. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the L/d PLATES GRIP 240 MT20 220/195 180 n/a Weight: 41 ib FT = 20°76 LUMBER 9 TOP CHORD 2x4 DF No.18,Btr G BOT CHORD 2x4 DF N G 5) Refer to girders) for truss to truss connections. ' WEBS 2x4 DF Stud/Std Stud/Std G 6) Provide mechanical connection (by others) of truss to bearing plate capable of SLIDER withstanding 100 lb upliftatjoint(s) 1, 5. Left 2x6 DF No.2 -G 2-4-7 7) This truss is designed in accordance with the 2009 Intemational Building Code BRACING_.. section 2306:1 and referenced standard ANSIfrPI 1: _... ..._....- • ----.._......... _ _ . TOP CHORD 8) This truss has been designed for a moving concentrated load of 250.Olb live and Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, BOT CHORD nonconcurrent with any other live loads. Rigid ceiling directly applied or 10-0-) oc bracing. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MiTek recommends that Stabilizer and required cross bracing be installed duan 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 434/0-5.8 (min_ 0-1-8) 5 = 434/Mechanical Max tdorz 1 126(LC. 4) Max Uplift 1 = -66(LC 3) 5 = -85(LC 5) 'Max Grav 1 539(LG 11) 5 539(LC-13) FORCES (lb) - Max. Comp./Max. Ten. - All fomes 250 (lb) or less except when shown. TOP CHORD 1-2=X01/95, 2-3=-771/108 BOT CHORD 1-7=-115/727, 6-7=-115/727, 6-8=-1' 5(727, 5-8=-115/727 VGEBS 1 3-5=-784/156, 3-0=0/371 NOTES 1) Wind: ASCE 7-05; 90mph (3-secacid gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; 'end vertical left and right exposed; Lember DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for E, 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed foe a live load of 20;Oesf on the bottom chord in all aasrewherea rectangle by2-0-0 wide will -fit between the bottom chord and any other anembem' ' 4) A plate rating reduction of 20% has been applied for the green lumber members. Q.\ko, ESS/pN_ _V11 4_ _ w No. C 048241 m FYr, 6/30/14 C IV1\ \Q` 9Te0F CAUF J00 russ fruss lype Qty Ply -0.14 1-17 -TRE O Special Truss 4 1 180 Hone(TQ 0.05 10 n/a We dob Reference (optional) ...............o,.,.o,,,,,.,..,w,..._.............a.,,..,,..,.w..' ......., , , ,,,. ,moo , , , .,=.,o ,., , ' ID:wO_ZwVFd!a6giBm5zgm6s?zRm o-Dav6LFpvcEVaHuBGZYGrfi iarf1 i BRnobz03M7 6.613 1280 1689 19-4-8 23-1-13 28-8.0 6613 5-11-3 389 3-3 15 39 5 5-45-3 Scale = 1:46.8 Camber = 1/4 in 3.50 12 6x6 6 3 N 4X6 11 if 16 - 4x4 = __ 10 2x4 11 5x8 = 4x4 — 5x8 = 1 949#/-122# ' O -O- I J 7 1 1-J . Plate Offsets (X,Y): [1:0.9-9,0-2-15)4[10:0-2-9,0-6-41 [12:0-5-13,0-2-8],[15:0-2-12,0-2-02-0 ' LOADING(psf) SPACING 2-" CSI TCLL 20.0 Plates Ihcrease 1.15 TC 0.45 'TCDL 21.0 Lumber Increase 1.15 BC 0.60 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 B.C•DL 10:0 Code.I.602009/T•P12007 (Matrix). LUMBER ' TOP CHORD 2x4 OF No.11,Btr G BOT CHORD 2x4 DF No.1&Btr G'ExcepY 81: 2x4 DF SS WEBS 2x4 OF Stud/Std G *Except* W5: 2x4 OF No.1&Btr G, W4: 2x6 OF No.2 G SLIDER 'Left 2x4 OF Stud/Std -G 3-4-5, Right 20 OF No.2 -G 2-0-11 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins. 'BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 6-" oc bracing: 12-14 MiTek recommends that Stabilizer`- and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. 'REACTIONS (Ib/size) 10 307/0-5-8 (min; 0-1-8) 1 = 949/0-5-8 (min; 0-1-8) 12 = 1797/0-5-8 (min.0-1-15) 'Max Horz 1 98(LC 3) Max Uplift 10 = -95(LC 4) 1 = 122(LG 5) 12 64(LC 5) MaxMGrav 10 450(LC27) 1 = 949ALC 1) 1-2 = 1-m(Le 1•) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-2055/225, 2-3=-19551240, 3-4=1307/134, 4-5=-1255/147, 5-0=-152/1603, 6-7=-130/1546, 7-8x/539, 8-9=-295/175, 9-10=-360/163 BOT CHORD 1-19=-260/1877,17-19=-260118T7,-7-20=-260/1877, 16-20---26011877,.16-21=-107/$205,21-22---10711205- 22-23=-107/'1205; 15-23=-107/1205;12-14=-33%276, t7-12=:-4-4/353, 1225=411128-4, •11 x=111/28.4, 14 3x4 II 3x4 II 1797#/-64# fE'«:1 IrSr rl Ic31 DEFL in (loc) I/deft Ud Vert(LL) -0.14 1-17 >999 240 Vert(TL) -0.3816-17 >609 180 Hone(TQ 0.05 10 n/a We 450#/-95# PLATES GRIP MT20 220/195 W..eight: 158 Jb FT = 20% BOT CHORD 1-19=-260/1877,17-19 260/1877,17-20=-260/1877, 16-20=-260/1877, 16-21=-107/1205, 21-22=-107/1205, 22-23=-107/1205,15-23=-107/1205,12-14=-33/276, 7-12=-44!353, 12-25=-111/284, 11-25=-111/284,. 11-26=-111/284,10-26=-111/284 WEBS 3-17=0/427, 3-16=-796/173, 5-16=0/542, 8-12=-814/142, 8-11=0/382,12-15=-10711243,12-18=-2114/146, 6-18=-1214/181, 5-18=-2681/325, 7-18=1017/208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. 11; Exp C; enctosed; MWPRS (tow rise) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)129.616 AE unit load pfaced on the bottom chord, 134-6 from left end, supported at two points, 34)-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 10, 12 except (jt --lb) 1=122. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 9) This truss has been designed for a moving co d of 250.Olb live and 25.011 aoae I6Mika of 911 Kid pargto, an at nonconcurrent with any other live loads. 10} "3eiriifigid pifcfi6ieaks including ti" '' e4i'd ' 9i1 - `"s "used iii Hie analysis and design of this truss. w No. C 048241 `n C" -Exp. 6/30 X14 / T C'IV1 9TF0F CAUF ion Trussruss lype Qty PFY 1786#/-51# -TRE 01 Special Truss 4 1 J.Jiob 9 19.4 8 -82(LC 4) 23 10-8 27$ 0 Reference u tional ' ID:wO_ZwVFdiaBgiBm5zgm6s?zRm9o-hmSUYbpXNYdRv1ISDbUnp3CrYUwg_V4e6rBKK2zQ3M6 61113 1280 16-0 9 19-0 8 23:11-3 27 8 0 6-6-13 5-11-3 389 3 3 15 3 9 5 4-x3 Scale = 1:46.2 Camber= 1/4 in 3.50 12 6x6 6 21 46 II '1 'V 10 19 2x4 II 5x8 = 3x4 II 5x8 - 2x4 11 3x4 II 9299/-138# 10 = 235/Mechanical 1 = 929/0-5-8 (min. 0-1-8) 1786#/-51# 1786/0-5-8 (min.0-1-14) Max Horz 6813 128016-0 Max Uplift 9 19.4 8 -82(LC 4) 23 10-8 27$ 0 12 = -51 (LC 5) 5-11-3 389 3-3 15 7 3-10 7 39.8 Plate Offsets (X Y): [1:0-3-9,0-2-15]. [4:0-3-0,Edge] [10:0-7-9 Edge] [12:0-5-130-2-8], [15:0-2-12,0-2-0] [16:0-2-120-2-0] [18:0-2-4,0-1 -01 '6813 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) 0.09 16-17 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.33 16-17 >695 180 BCLL 0.0 " Rep Stress Ina YES WB 0.91 Horz(TL) 0.05 10 n/a n/a ' BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 156 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No.1 &Btr G "Except* B1: 2x4 DF SS WEBS 2x4 DF Stud/Std G "Except* W5: 2x4 DF No.1&Btr G, W4: 2x6 DF No.2 G SLIDER 'Left 2x4 DF Stud/Std -G 3-4-5, Right 2x6 DF No.2 -G 2-9-11 BRACING TOPCHORD Structural wood sheathing directly applied or 4-2-6 oc purlins 'BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12,10-11. 10-0-0 oc bracing: 12-14 MITeks erecommends that Stabilizers and required cross bracing be installed during trusrection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10 = 235/Mechanical 1 = 929/0-5-8 (min. 0-1-8) 12 = 1786/0-5-8 (min.0-1-14) Max Horz 1 = 98(LC 3) Max Uplift 10 = -82(LC 4) 1 = -138(LC 5) 12 = -51 (LC 5) Max Grav 10 = 407(LC 23) I = gE§(tc t; 12 = 1786(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1996/275, 2-3=-1897289, 3-4=1247/183, 4-19=-1197/189, 5-19=-1196/196, 5-20=-263/1443, 6-20=-254/1502, 6-21=-230/1447, 7-21=-240/1406, 7-22=0/537, 8-22=0/459, 10-23=387/120 BOTCHORD ........... 1-17=-307/18....21, 16-17=-307/1821, 16-24=-1 54/1148, 1.5.24=1.54111.4.8, 7 A 2=-1.85/298, 1 1 7 2==782 75, BOT CHORD 1-17=-307/1821, 16-17=-307/1821, 16-24=-154/1148, 15-24=-154/1148, 7-12=-185/298,11-12=-78/275, 10-11=-78/275 WEBS 3-17=01281,,3-16=-799/172,5-16=01398, 8-12=-717/109, 12-15=-182/1157,12-18=-2043/228,6-18=-1154/245, 508 z2527/480, 7.187.921/295 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 125.Olb AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 4_fhG apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 12 except (it -lb) 1=138. 9) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all p ong the Top Chord, norfcdrfa fr nt,W0 any Qthert livor 1,690. Q ESS( 11) "Semi-rigid pitchbreaks including hee vM r (d as used in the gfiafya(a afid dasig"fi ofekiviim. L IiJ No. C 048241 ` m Fxr, 6/30/14 qT C' jv\ \F CALIF Job russruss type1ply LOADING(psf) SPACING 2-" CSI -TRE 01 -GT SPECIAL TRUSS 1 2 I.J.ob Reference .optional) 1 Galbraith, Yuma, AZ 85365, Danlei Armour 7.350 s Sep 27 2012 MTek Industries, Inc. Tue Apr 16 16:19:20 2013 Page 1 I D:wO_ZwVFdia 8gi Bm5zgm6s?zRm9o-9yOsmxg98ri I WBHfmJ?O LGk23u7cjxcn Q VwusuzQ3M5 42-9 9 4 8 13-3-12 I 16-0-9 1948 23-1-13 26 11 42-9 51-15 3-11-4 2-8-13 ' 3-315 1 3-9-5 3-7-14 6x8 = 20 5 21 Scale = 1:45.3 Camber = 3/8 in 3x10 I 7x8 = 5488#/0# 42-9 9-4 8 1331 5 1-15 3 -11 - '42-9 Plate Offsets (X,1): [1:0-0-2,0331, 1:2-0 8,0-1-81, [2:0-4-100-2-01, [9:Edge, LOADING(psf) SPACING 2-" CSI TCLL 20.0 Plates I icrease 1.15 TC 0.51 21.0 Lumberincrease 1.15 BC 0.95 'TCDL BCLL 0.0 ' Rep St—,ss Ina NO WB 0.96 BCDL f0.0 Code IE.'C20'09/TP120'07 (Matrix) 7x16 M18SHS= LUMBER TOP CHORD 2x4 DF No, 1&Btr G BOT CHORD 2x4 OF No.1&Btr G *Except* B1: 2x6 OF SS G, B3. 2x4 OF Stud/Std G WEBS 2x4 OF Stud/Std G *Except* W6: 2x4 OF No.2 G, W12: 2x4 OF No.1&Btr G SLIDER Left 2x4 OF Stud/Std -G 3-9-2 BRACING TOPCHORD Structural wood sheathing directly applied or 4-5-13 oc purlins, except end verticals. BOTCHORD 'Rigid ceiling directly applied or 6-0-C oc bracing. Except: 10-0-0 oc bracing: 11-13 REACTIONS (Ib/size) 1 = 5130/0-5-8 (mire 0-2-15) 11 = 8725/0-5-8 (mire 0-4-14) 9 = 849/Mecl-anical Max Horz -0.1315-16 1 = -193(LC 4) Max Grav 220/195 1 5488(LC ) ' 11 9140(LC 4) 4 9 1531(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=13205/0, 2-17=-12974/0, 2-1 E=-846110, 3-18=-8183/0, 3-19=-3224/0, 4-19=-3139/0, 420=-3344/0, 5-20=-3436/0, 5-21=0/4903, 6-21=0/5060, 6-22=0/5230, 7-22=0/5469, 7-23 7,62/'F3ti7, 8 23$J9$/1478, 8• ' 41l758 BOT CHORD -z4=b/4z , qG=z4=d/1•z , 4r -o=014, z -2s=f 6i2 5, 15-26=0/12555,15-27=0/8701, 27-23=0/8701, 1428=0/8701, 13-14=-088/0, 6-11=-590/0, 11-29=-2014/1436, 10-29=-1348fT78, 9-10-908/1515 WEBS 3-15=0/4371, 3-14=5916/0, 414=- W/0, 5-14=0/5756, 11-14=-780/1648, 5-11=-6987/0, 7-11=-4773/0, 7-10=0/2986, 2-16=0/2741, 2-15=-4261/0, 8-10=-7776/550 2x4 II 9140#/0# DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.1315-16 >999 240 MT20 220/195 Vert(TL) -0.4715-16 >484 180 M18SHS 220/195 Horz(TL) 0.06 9 n/a n/a Weight: 3f 1 lb FT = 20'% NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are,considered equally applied to all plies, except if noted as front (F).or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been appfied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 10) This truss has been designed for a moving concentrated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 195-0 to 26-9-11 for 355.8 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be rovided sufficient to support concentrated load(.$) 1179 Ib down at 2-0-4, o a 4, 1179 Ib down at 6-0-4,1179 Ib down'at 8-0-4, and 1179 Ib Ib down at 19-0-g on pottgrn chord, The dps)R.gtpel ate Wks )he responsibility of others. 41- (-) G- Z LLJ No. C 048241 `n m . 'Exp. 6 3 4 ffvk- T F UF CA oI russ russ lype Qty Ply TRE C -DT Special Truss 1 1 I.Job (loc) I/deft Ud PLATES GRIP TCLL 20.0 Reference optional) .... .a... b, -.,...,...., . a ...... iaa saep ci <u i<mneR mausuies, mc. iue noio: a:n [v7s regal ID:wO_ZwVFdiaBgiBm5zgmgi'ZRr 9o 18aEzHmv9t98LsrKOW' FuUHA I'dKSUvweGgR"IY Q3M4 6813 13312 1639 19 4 8 231-13 28-8-0 6813 64•14 2 8 13 3315 39 5 583 Scale = 1:46.8 Camber = 1/8 in 44 = N 2x4'1 I 6x10 = 2x4 II 885#/-259 1741 #/0# 1250#/-1809 568#/09 681,3 73312 199 8 2p 0 p 23 1043 27812 288Q fi-8'13 fL1d o Plate Offsets (X,Y): [1:0-2-9,0-4-1] •9:0-2-9,0.6-4] [11:0-2-8,0-2-12],[13:0-5-0 0-2-01 LOADING(psf) SPACIMG 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Iicrease 1.15 TC 0.66 Vert(LL) -0.04 1-14 >999 240 MT20 220/195 TCDL 21.0 Lumberincrease 1.15 BC 0.28 Vert(TL) -0.14 1-14 >999 180 BCLL 0.0 ' Rep Strass Incr YES WB 0.64 Horz(TL) 0.04 9 - n/a n/a 9996 10.0 Code IBE2-009/TP12007 (Matrix) weight- 144!§ FT = ?0% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G *Except* B2: 2x4 DF Stud/Std -3 WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-4-4, Right 2x6 DF No.2 -G 2-9-11 BRACING TOPCHORD Structural wood sheathing directly applied or 54-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-C"oc bracing. WEBS 1 Row at midpt 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8. - pb) -Moo- Uplift All uplift 100 Ib or less atjoint(s) I except 11=-180(LC 9) Max Grav All reactions 250 Ib or less at joint(s) except 1=885(LC 9), 9=568(LC 8), 11=1250(LC 8), T3=1741(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1829/458, 2-3=-1315/311, 315=-388/930, 4-15=-109!759, 4-16=0/498, 5-16=0/480, 5-17=-181j679, 6-17=-109/441, 6-18=0/494, 7-18=0296, 7-8=-096/38, 8-9=-947/160 9OT CHORD 1-14=401/1711,14-19=-1 56/954, 13-19=564/1772, 6-11=-428/0, 10-11=-212/871, 9-10=212/871 WEBS 3-14=0/288, 3-13=-1297/0, 4-13=-511/0, 5-13=-679/105, 11-13=385/573, 5-11=577/573, 7-1.1=506/0 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10;0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 11=180. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) TNN bvrp:s hp§; 495n 0954gn90 fpr a m9)6ng S9nSSnt P190 j9.2Sf 9f,2W-9 b jive Rind 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1950 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-0 for 156.0 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q pFESS/pN= q, J. 2F w No. C 048241 1 IEExp. 6/30/14 Xp' 19- e 9T CIV1 F CAU o 1 russ russ lype Qty ply CSI -TRE P Common Truss 6 1 TC 0.84 Vert(LL) -0.11 1-10 >999 240 MT20 220/195 21.0 Lumber Increase 1.15 Job Reference o tional ' ID:wO ZwVFdia8giBm5zgm6s?zRm9o-6L8cBdsPgT?OmVRI IURhglMivrk; pi _' NzQ3M3 6-0-4 11-9-0 17511 23-6-0 6-0-4 5.8-11 5$11 6-0-4 t , Scale = 1:37.5 Camber = 5/16 in 4x6 = 4 ' 3.50' 12 11 12 2x4 O 2x4 3 5 3x4 3x4 2 63x4 3x4 - 1 10 9 8 r 5x5 11 3x4 = 3x5 = 3x4' - 5x5 II 11989/-1669 J CAUCIv V \ 9TF F F Plate Offsets (X;Y):'[1:0-2-5,0-2-1] C7:0 -2-13,G-2-11 LOADING(psf) SPACIUG 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates hcrease 1.15 TC 0.84 Vert(LL) -0.11 1-10 >999 240 MT20 220/195 21.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.43 1-10 >655 180 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0.11 7 n/a n/a 'TCDL BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight:. 97 Ib FT = 20% LUMBER F CHORD 2x4 DF No.1 SBtr G BOT CHORD 2x4 DF No.18Btr G " This truss has beer; designed for a live load of 20. 4 ) g Ofisf on the bottom chord In all 'TOP WEBS 2x4 DF Stud/Std G areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and SLIDER any other members. Left 2x4 DF Stud/Std -G 3-0-11, 5) A plate rating reduction of 20% has been applied for the green lumber members. Right 2x4 DF Stud/Std -G 3-0-11 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of 'BRACING TOP CHORD withstanding 100 Ib uplift at joint(s) except (jt=1b)1=166, 7=166. Structural wood sheathing directly aoplied or 2-2-0 oc purlins. 8) This truss is designed in accordance with the 2009 Intemational Building Code BOT CHORD - section 2306.1 and referenoed standard ANSI/TPI 1. fti d.ceili directl a iied 1.00.00 bracing. 9i R9 y AA 9 9) This truss has been designed for a moving concentrated load of 250.01b live and • .or 25.6ib dead'locaied at all mid panels and at all pane[ points along the Top Chord, MiTek recommends that Stabilizer and required cross bracing be installed during nonooncurrent with any other live loads. ' truss erection, in accordance with Stabilizer Installation guide. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. REACTIONS (Ib/size) 1 = 1198/0-5-8 (min.0-1-8) 1198/Mechanical '7 Max Horz 4 53(LC 4) Max Uplift - 1 =-166(LC 5) '7 =-166(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2811/402, 2-3=-2742/418, 3-1 1=-2465/315, 4-11=-2398/325, 4-12=-2398/325, 5-12=-2465/315, 55=-2742/418, 6-7=-2811/403 BOT CHORD 1-10=-386/2599, 9-10=-179/1898, £ 9=-179/1898, Q`FES3 6 wEes39/2599 45=-70/629, 5-8=-447/217, 4-10=:0/629, 3-10=-447/217 Q. ` J R ' ` P F NOTES 1) Unbalanced roof live loads have Dean considered for this design. Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. w N 0. C 048241 '2) Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; Cr -,M end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Exp. 6./30/14 3? This trass has been designed fora 19;_0 @sf bottom chord live load nonconcurrentwith any other live loads. A. _ J CAUCIv V \ 9TF F F Job russ Truss Type Qty Ply -TRE PA -DT Common Truss 1 1 Job Reference optional) roxwonn uaiorann, r uma, owoa, uameirrrnour r.aou _ s aAi MT r F o o:-ia:a p'96 a cu i c rvuI eXmuusmes, no ID:wOZwVFdia8glBm5zgm6s?zRm j41vT2D6T9YT1 6-0.4 119-0 17511 23-6-0 6-0-4 5$11 5-8-11 6-0-4 Scale = 1:37.5 Camber = 5/16 in 4x6 = 4 6x6 11 3X4 = 3x5 = 3X4 = 6x6 11 1 1370#10$ Plate Offsets (X,Y): [1:0-0-9,Edge), 7:0-4-1,Edge) LOADING(psf) SPACHIG 2-" CSI TCLL 20.0 Plates L-icrease 1.15 TC 0.84 TCDL 21.0 Lumber Increase 1.15 BC 0.52 'BCLL 0.0 ' Rep Strass Ina YES WB 0.28 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G 'BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-0-11, Right 2x4 DF Stud/Std -G 3-0-11 tBRACING TOP CHORD Structural wood sheathing directly aaplied or 2-2-0 oc purlins. BOT CHORD Rigid.ceiling.direeUy.applied.or 10-.0-0.ocbracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1198/0-5-8 (min. 0-1-8) 7 _ 1198/Mecsianical Max Grav S t370'(LC 4)• 7 = 1370(L::; 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=.328310, 2-3=-3096/0, 3-11=-2:01 /0, 4-11=-2504/0, 4-12=-2507/0, 5-12=-2704/0, 5-0=-p100/0, 6-7=-3288/0 BOT CHORD '1-10=0/3055, 9-10=0/2398, 8.9=0/2398, 8-13=0/3138, 7-13=0/3138 WEBS 4-8=0/653, 5-8=-465/0, 4-10=0/655 3-10=-467/0 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all 'areas where a rectangle 3-" tall ty 2-" wide will It between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Rsfer to girders) for truss to truss connections: 6) This trusg is designed in accordance with the 2009 International Building Code section ' 2 306.1:anad referenced:standard Rtf.Si/Tpl 1. DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.12 8-10 >999 240 MT20 220/195 Vert(TL) -0.43 1-10 >655 180 Horz(TL) 0.13 7 n/a n/a Weight 97 Ib FT = 20% 7) Tfiis 1R19s figs W -&R d6si§fi6d 46F6 fiI& O dMWtFdt6d 16ad 6f 250.01151iv6 an'd 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 20-6-0 to 23-0-0 for 333.3 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .Q. pE ESS/ pN_ w No. C 048241 ` i ,Ex 6/30/14 P . 9TFOF CAOF0 Job russ truss lype uty my 84-41- -TRE P -DT Common Truss 1 1 8-1-12. ' DEFL in floc) I/deft J.ob Reference .o tional ' ID:wO_ZwVFdia8giBm5zgm6sTzRm9o-aXi70yt1 Rm7tNf0ESRYjzvM6F T6UwT2D6T9YTpzQ3M2 6-0-4 11-0-0 17-5-11 23-6-0 6-0-4 5-5-11 5-8-11 6-0-4 Scale = 1:37.3 Camber = 5/16 in 4x6 = 4 6x6 II 3x4 = 4x6 = 3x4 = 6x6 II ' 1571 #/Ort 41 1571 t#00 84-41- 15-" 23--0' 6-1-1'_ 7-2-7 8-1-12. ' DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates I icrease 1.15 R Plate Offsets (X'Y): [1:03-0,0-2-9j,`7:03-8,0- 41 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates I icrease 1.15 TC 0.84 Vert(LL) -0.14 8-10 >999 240 MT20 220/195 TCDL 21.0 Lumber•lncrease 1.15 BC 0.56 Vert(TL) -0.44 8-10 >639 180 BCLL 0.0 ' Rep Str3ss Ina YES WB 0.28 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Weight: 97 Ib FT = 20% LUftie€l4 TOP CHORD 2x4 DF No.1 &Bb- G 'BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-0-11, Right 2x4 DF Stud/Std -G 3-0-11 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid Soiling 0#90y ppDlipd 9f 10-0-0 9e breping, ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1198/0-5-8 (mirt0-1-11) 7= 1198/08$ (min.0-1-11) Max Grav 1 1571(LC 4)' 7 = 1571 (LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0865/0, 2-3=-3512/0, 3-11=-2979/0, 4-11=-2629/0, 4-12=-2635/0, 5-12=-2985/0, 5-0=-a520/0, 6-7=-3878/0 BOT CHORD '1-10=0/3592, 9-10=0/2985, 8-9=0/2385, 8-13=0/3772, 7-13=0/3772 WEBS 4-8=0/687, 5-8=-497/0, 4-10=0/692,:3-10=-601/0 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for 3 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3)' This truss has been designed fcr a live load of 20.Opsf on the bottom chord in all 'areas where a rectangle 3-0-0 tall b,, 2-0-0 wide will It between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This trgss is designed in aaordaace with >he 2-009 Inte_ magonal Bdilding Code secAon 2306.1 and referen6ed standard ANSI[TPI 1 6) This truss has been designed for moving concentrated load of 250.01b Iwo and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 7) This truss has been designed for a total drag load of 2175 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 20-0-0 to 23-6-0 for 725.0 pif. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -Q.\ OF E SS/ j '-_ 4-1 LLJ 'No. C 048241 ')r-"-1 IIc 1-1n /4 n CIV1 9 c- CAU rox nn a /Dorm, T Uma, oawa, uanretrM ur - i aou s aep a 1U11 rvn 1 ex mousmes, mc. i ue Hpr To .wiaaq to i a rage i ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-2jGNbltfB4Fk?pbQ?84yW6vd2VZAfwcN L7u57FzQ3M 1 6-0-4 11941 17511 239.0 6-0-4 5-8-11 5-8-11 6-0-4 Scale = 1:38.9 Camber = 5/16 in 2x4 = 4x6 = 3x10 = 3x4 = 46 3x4 - 3x10 = 'LOADING(psf) suss suss ype3 CSI y Jby TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumberincrease 1.15 TRE P -GB GABLE 1 1 WB 0.32 in 'BCDL 10'.0' Code 1EC20091TP12007 L/d ,Job Refe.rense (optional) rox nn a /Dorm, T Uma, oawa, uanretrM ur - i aou s aep a 1U11 rvn 1 ex mousmes, mc. i ue Hpr To .wiaaq to i a rage i ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-2jGNbltfB4Fk?pbQ?84yW6vd2VZAfwcN L7u57FzQ3M 1 6-0-4 11941 17511 239.0 6-0-4 5-8-11 5-8-11 6-0-4 Scale = 1:38.9 Camber = 5/16 in 2x4 = 4x6 = 3x10 = 3x4 = 46 3x4 - 3x10 = 'LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.15 TC 0.96 TCDL 21.0 Lumberincrease 1.15 BC 0.59 BCLL 0.0 ' Rep Stress Ina YES WB 0.32 in 'BCDL 10'.0' Code 1EC20091TP12007 L/d (Mafrix)• Vert(LL) LUMBER 6.8 TOP CHORD 2x4 DF No.186tr G 240 BOT CHORD 2x4 DF No.18Btr G Vert(TL) 2x4 DF Stud/Std G 5-0 'WEBS BRACING 180 TOPCHORD Horz(TL) 2-M oc bracing: 2-3, 3-4 5 2-9-0 oc bracing: 1-2, 4-5 n/a CHORD 'BOT Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 4, 2 MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1151/0-5-8 (mir.0-1-9) 5 = 1151/Meclionicaf Grev 'Max 9 1455(LC: 4) 5 1455(1-C 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 'TOP 1-9=-3921/0, 2-9=-3667/0, 2-10=-30;78/0, 3-10=-2728/0, 3-11=-2724/0, 4-11=-3073/0, 4-12=-3660/0, 5-12=-3914/0 BOT CHORD 1-0=0/3794, 7-8=0/2865, 6-7=0/2865, 5-6=0/3731 WEBS ' 3-0=01748, 4-6=-555/0, 3-8=0!744, 2-8=-55310 F 5-44 23-x0 7-2-7 B-1-12 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.14 6.8 >999 240 MT20 220/195 Vert(TL) -0.47 5-0 >581 180 Horz(TL) 0.13 5 We n/a Weig-ht121 lb FT = 20% 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 2010 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 8-0-0 for 251.3 pit 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -1 -1) {3e§igfi assume§ 4X2 (flaf bfient§66fi) pUitifis ai oc 9056fig ifidid6tbd, fiasfefied 46 truss TC w/ 2-1 Od nails. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. NOTES 1' (1664fadiced roof 114e foads h&ij 666d 666gidered fords S ddsi ei. E 3 ' s QOF IpN_ 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcun-ent with q any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b; 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 209/6 has been applied for the green lumber members. L,J No. C 048241 rn '5) Refer to girder(s) for truss to truss: connections. 0 r 1 6) Solid blocking is required on both sides of the truss at joings), 1. Exp. 6/30/14 7) This truss is designed in accordance with the 2009 International Building Gede section 2306.1 and referenced standard ANSI/TPI I. 9TFaF CAUE Job Tru ss CSI DEFL y I/defl -TRE Q Trussype Truss 4 1 -0.06 16-17 >999 240 Lumber Increase 1.15 BC 0.43 Job Reference .o .tlonal .--- . ., .-I._ _ � �P, '',. a� a, ��, �o -.W� I.1-�� Mayr ' ID:wO_ZwVFdia8glBm5zgm0s? m9'o-2jGNbItB4Fk?pb6 4 & KVcifoKNL7u5?FzQ3M1 6814 12-10-12 17-9-9 22-10-8 26.7-13 32-2-0 6814 6 3 14 410 13 5 0 15 3 9 5 583 5x8 5 Scale =1:53.3 Camber= 1/4 in 46 II 17 16 "' 14 13 2x4 II 3x10 - 2x4 II I1053#/-173# M. -SE! Plate Offsets K2 LOADING (psf) TCLL 20.0 'TCDL 21.0 BCLL 0'.0' ` BCDL 10.0 2008#/-2149 22-10-8 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d Plates Increase 1.15 TC 0.68 Vert(LL) -0.06 16-17 >999 240 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.28 16-17 >967 180 Rep Strass Ivor YES WB 0.79 Hsrz(TL) 0.05 11 nYa n1a Code IEC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF NoA1,Btr G ' BOT CHORD 2x4 DF No.18Btr G `Except* B3: 2x4 DF Stud/Std G WEBS 2x4 DF Stud/Sad G SLIDER Left 2x4 DF Stud/Std -G 3-4-5, Righf 25(4 DF StUd/Sfd -G 2-0-11 BRACING TOPCHORD Structural wood sheathing directly applied or 4-0-10 oc purlins. BOT CHORD 'Rigid ceiling directly applied or 6 -0 -Doc bracing. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 5-11 MiTek recommends that Stabilize,- and required cross bracing be installed during truss erection, in accordance with Stabilizes Installation uide. " REACTIONS (Ib/size) 1 = 105310-5-8 (mir..0-1-8) 9 = 226/0-5-8 (min 0-1-8) '11 2008/0-5-8 (mir- 0-2-2) Max Horz 1 105(LC 3) Max Uplift 1 = 173(LC 5) ' LC 11-214214(LC 5 5) Max Grav 1 = 1053(LC 1) 9 = 466(Ld 231 2008(LC 1) FORCES (lb) - Max. Comp./Max. Ton. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2380/377, 2-3=-2242/393, 3-1 E=-1443/260, '4-18=-1370/271, 4-19=-074/140, 549=-507/155, 5-20=-8/783, 6-20=-16/726, 6-21=-451800, 7-21=-57/719, 7-8=-242276, 89=-366/243 BOT CHORD 1-17= 4132188, 16-17= 413/2188, -5-16=-218/1319, ' 1A 6=.218/1319, 6c1a==470/15:4, 1141--11=.225/270, 408#/-73# PLATES GRIP MT20 220/195 Weight: 160 Ib FT = 20% BOT CHORD 1-17=-413/2188,16-17=-413/2188,15-16=-218/1319, 14-15=-218/1319, 6-11=-470/154, 10-11=-225/270, 9-10=-225270 WEBS 3-17=0/271, 3-16z-941/207, 4-16=-4/478, 4-14=-10931237, 5-14=-81 f705, 11-14=-57/505, 5-11=-1617/206, 7-11=-833/146 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt --lb) 1=173, 11=214. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Me model was used in the arraIy>Gad egs�gr 6crPsiatrf .; tz'(lF E SS/< .; (jExp. No. C 0482416/30 I -6/ 6/ e/1� ��IV QF Job russruss lype Qty ply 1.15 -TRE al Special Truss 3 1 1. -0.3310-11 >850 180 WB 6.76 Horz(TQ Job Reference (optional) y crv i u ' —,ac. sue np' io io:ia:c. c .a rage ID:wO_ZwVFdia8giBm5zgmgs4 FR;9o-WwglpeuIyONadyAcZsbB2KSgNvygOFkVVZnefXh; 3M0 6814 12-10-12 17-9-9 238.0 6814 6-3-14 4-10-13 5-8-7 44 = 5 Scale = 1:39.2 Camber = 1/4 in 1186#/-179# i ' Plate Offsets (X,l LOADING (psf) TCLL 20.0 'TCDL 21. BELL 6.06 BCDL 10.0 2X41 11 3x4 = — — 4x10 = 2x4 11 SPACING 2-0-0 Plates Ihcrease 1.15 Lumber Increase 1.15 Rep 9imss Incr YE9 Code IBC2009/TP12007 12-10-12 CSI DEFL in (loc) I/deft Ud TC 0.73 Vert(LL) -0.0710.11 >999 240 BC 0.44 Vert(TL) -0.3310-11 >850 180 WB 6.76 Horz(TQ 0.65 i3 n/a n/a (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud/Std G OTHERS 2x6 OF No.2 G SLIDER Left 2x4 DF Stud/Std -G 3-4-5 BRACING TOP CHORD Structural wood sheathing directly aaplied or 3-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. MiTek recommends that Stabilizer. and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) I - 118610=5-8 (r1-rw.0=1-8) 13 - 1148/0-5-8 (min.0-1-8) Max i4orz 1 = 171 (LC 3) Max Uplift 1 =-179(LC 5) 13 = -161 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-2775(394, 2-3=-2700/411, 3-14=-1879/280, 4-14=-1806/291, 4-15=-1024/160, 5-15=-958/175, 5-16=-958/179, 6-16=-1017/171 BOT CHORD 1-11=-497/2562, 10-11=-497/2562,!9-1 0=-306/1739, 8-9=308/#739 WEBS 3-11=0/268, 3-1 0=-902/204, 4-10=-5/462, 4-8=-1079/237, 6-8=-154/982 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rse) gable end zone; cantilever left and right exposed ; end vertical IefEand ri htex osed1 Lumber 806=1;60 late grip006=160 3) This truss has been designed for a 10.0 psf bottom plate load nonconcurrent with any router live loads. 1148#/-1619 PLATES GRIP MT20 220/195 Weight: 123 Ib FT = 20% 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula'. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wifhsfanding i015 fb upfiff of joinf(sj excepi (jHb)i=159, 19=i6i. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q0'F ESS/pN= Cy U-1 No. C 048241 `n m 'Exp. 6/30/14 VA 9 FjCAL FQ;R' Job Fuss I russ I ype Qty PFY 1148/0-5-8 (min 0-15) -TRE Q1 -13T Special Truss 1 1 I.Job CSI DEFL in (loc) I/deft Reference (optional) roxwonn Galbrann, Yuma, AG 85365, uaruel.Annour 7.350 s Sep 27 2012 Mi -Tek Industries, Inc. Tue Apr 16 16:19:26 2013 Page 1 ' ID:wO_ZwVFdia8giBm5zgm6s?zRm9o- 6070_vwjhVRE61p7Z6QbX_xwJFG7hSfoRNC48zQ3M? 1 6$14 12-10-12 17-9-9 23-6-0 6-&14 6-3.14 i 4-10-13 5-8-7 44 = Scale = 1:39.2 Camber = 1/4 in 2x4 II 3x4 = 3x4 — 4x10 = 2x4 II 19501179 6.&14 12-10-12 17-0-9 23-" 1443#/0# 6-6.14 6-3-14 4-10-13 5-&7 Plate Offsets (X,Y): [1:0-0-9,03-01, P:03-4,0-1-0) 1186/05-8 (MiK 0'-2-1) 1148/0-5-8 (min 0-15) '13 Max Hoa 1 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.1410-11 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.4010-11 >702 180 6ELL 6.6 ' Rep -Stress (ner YE6 W9 6.6-7 Horz(TL) 6.63 i3 n%a n/a BCDL 10.0 Code IEC2009/TPl2007 (Matrix) Weight: 123 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x6 DF No.2 G SLIDER Left 2x4 DF Stud/Std -G 3-4-5 BRACING TOP GHC.R.q Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-3 oc bracing. MiTek recommends that Stabilizere and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 - 1186/05-8 (MiK 0'-2-1) 1148/0-5-8 (min 0-15) '13 Max Hoa 1 71 (LC 3) Max Uplift 1 = -17(LC 8) Grav 'Max 1 1950(LC 4) 13 1443(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5009/394, 2-3=-4536/117, 3-14=3401/396, 4-14=-303927, 4-15=-1922/192, 5-15=-1499/0, 5-16=-1207/0, 6-16=-1322/0 BOT CHORD f id= -564/4745, 4.147=6/3672', • 104 7=0iafu, G -46=6/2_116g, 8.9=0/2069 WEBS 3-11=0/268, 3-10=-1106/0, 4-10=0/484, 45=-1128/0, 5-8=-93/397, 6-8=0/1318 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any ottief liye loads_ 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a TOetangle .&&0 tall b1' M. -D wider will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing atjoint(s)13 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1. 7) This truss is design'e'd it acco7danm with th'er 2003 International Building Coder section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concenfrafed load of 260.016 five and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) This truss has been designed for a total drag load of 2715 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 10-0-0 for 271.5 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q ,& E SSS/0 J. LU �No. C 048241 `� m EXP' 6/30/14 �F CAUE��� Job russ Truss type Qty Ply -TRE 02 Special Truss 2 1 2-0-0 CSI DEFL in (loc) I/defi Ud Job Reference o .tional w....,.., w....a,. ., ,.. ,b,.. .........., .., ,,.... ...s..va.acNc. "66'7""'v".uw.,E-611 ,n.. ",-F, .e a re i ' ID:wO_ZwVFdlaBgiBm5zgm6s?zRm90-_6070_vwjhVRE61p7Z6=24J127i3foRNC48z03M7 61&14 12-10-12 17-9-9 2350 6514 6-3-14 4-10-13 557 4x4 = 5 Scale = 1:38.8 Camber = 1/4 in 2x4 II 3x4 = -- — 410 = 2x4 II 1191#1/A87# 6.&.14 12-10-12 17-9-9 23-6-0 1191#/-155# fLF.1d 2114 41211 --A-7 Plate Offsets (X,Y): [1:0-2-5,0-2-11 LOADING(psf) SPACIf1G 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates licrease 1.15 TC 0.73 Vert(LL) -0.0710-11 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.34 10-11 >834 180 BCLL 0.0 ' Rep Strass Ina YES we ffY Fiorz(fiLj 0.09 f n/a n a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 117 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Bb- G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-4-5 BRACING TOP CHORD .Structuralwood.sheathing.dicectly.a)plied.or.3-". ocpurlins, except.endverticals. BOT CHORD Rigid ceiling directly applied or 9-11•:9 oc bracing. MiTek recommends that Stabilizer• and required cross bracing be installed during truss erection in accordance with,3tabilizer Installation guide. REACTIONS (Ib/size) 1 = 1191/0-5-8 (mi®.0-1-8) 7 = 1191/05-8 (ffi i. 04-81 Max Horz 1 = 152(LC 4) Max Uplift 1 =-187(LC 5) 7 =-155(LC 5) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-2789/418, 2-3=-2714/434, 3-12=-1892/306, 4-12=-1819/316, 4-13=-1043/186, 5-13=-978/201, 5-14=-977/204, 6-14=-1041/195, 6--=-1 137/186 BOTCHORD 1-11=-451 /2575, 10-11=-451 /2575, 9-10=-262/1751, 8-9=-262/1751 V`IEBS 3-11=0/269, 3-10=-903/201, 4-10=-4/458, 4-8=-1073/236, 6-8=-147/1111 NOTES 1) Unbalanced roof live loads have peen considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10:0 sf bottom chord live load nonconeurrent with -ds-" -- - - - _.._._ ...- --- .._..__..__.. _..- ..._. any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstaading 100 lb uplift atjoirlt(6) except (jt=1b)1=187, 7=155. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard A1VSUiP1 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. F1 w No. C 048241' m ,Ex 6/30/14 Job russ I rues I ype Qty ply -TRE 02 -GB GABLE 1 1 Job Reference (.optional) r—HI w Iaun, rwr W, —HUS -1— r.aou sae c r cu i c rvn i eK mausmes, i nc. iue noio'ia:er zuu r•agei ' ID:wO_ZwVFdia8giBm5zgm6s?z m9o-SlxVEKwYU?dlsGK?hHdf7X8tjbvs8ppl571oazvQ3M_ 7-7-11 12-7-1 17-9-9 23-6.0 7-7-11 4-11.6 5-2-8 5-8-7 4x4 = Scale = 1:39.9 Camber = 5/16 in ' Plate Offsets (X,Y): [1:0-2-0,0-0-4], X7:0-2-0,0-2-51 [7:0-2-0,0-0-12] LOADING(psf) SPACING 2-" CSI TCLL 20.0 Plates Increase 1.15 TC 0.86 TCDL 21.0 Lumber Increase 1.15 BC 0.59 BCLL 0.0 Rep Stress Ina YES WB 0.87 BCDL 10.0 Code IE-C2009/TP12007 (Matrix) LUMBER TOP CHORD' 2z4 DF No.1 &BtF G !Ex69pV 'T2: 2x4 DF SS BOT CHORD 2x4 DF No.1&Btr G - WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G BRACING TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-6,oc bracing. JOINTS '1 Brace at Jt(s): 19, 22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '1 1168/0-5.8 (mir•.0-1-8) 12 1169/0-5-8 (min. 0-1-8) Max Horz 1 Max Uplift '9 484(LG 5) 12-150(LG 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2906/449, 2-3=-1973/331, 3-4=1082/185, 4-5=-1044/186, 5-0=-1032/197, 6-7=-1002203, 7-8=997/209, 8-9=-1036/207, 9-10=-1050/198, 10-11=-1065/187, 11-12=-1041/153 BOTCHORD 147=-4882714, i647=-4s8/2709,f6-48=-276/1823, '14-15=-275/1823 WEBS 2-17=0/286, 2-16=-973/213, 3-16=-Z-4/498, 3-20=-1044/223, 19-20=-1022/216, 18-19=-1061/231,14-18=-1 066/234. 14-21=-153/1139, 21-22=-147/1115, 22-23=-156/1151, 11-23=-151/1145 NOTES 1) Unbalanced root liye loads hays teen considered for this design; 2) Truss designed for wind loads in :he plane of the truss only. For studs exposed to 'wind.(...) W the face), :see Standard )ndustry Gable.End Detailsas applicable, ;or consult qualified building designer as per ANSI/TPI 1. 3x4 = "" — 400 = 3x4 Ij 17-9-9 DEFIL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.09 1-17 >999 240 MT20 220/195 Vert(TL) .-0.41 1-17 >669 180 Horz(TL) 0.09 12 n/a n/a Weight: 166 Ib FT = 20% 3) All plates are 2x4 MT20 unless otherwise indicated. 4). Gable.studsspaced at 1-4-0 ac. 5) This truss has been designed for a 10.0 psf bottom`ehord live load nonconcurrent with any other live loads. 41 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Solid blocking is required on both sides of the truss at joint(s), 1. 9) Provide mechaniqal connection ,(by others) of #Pr s m bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)1=184, 12=150. 10) Thl9.l-r M Is d€§igned M 6666fdene6 with •th6 2009 Intungt 6flM Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. J. CRS Fc2 w No. C 048241 `n m I` -FF XYp1 ' 6/30/14 1. _. eetl VTC\Y9TFOF CAUF b' Job russ russ lype Qty ply I/def! -TRE Q -DT Special Truss 1 1 -0.08 16-17 >999 240 Lumber Increase 1.15 BC 0.43 Job Reference o tional ruxwunn aamemy umn, r oaaou, vamni.rumum r aou s aep a cu is m i eR muuanes, mc. ue ripr io io: iy:ca cvw ra a -i ' ID:wO_ZwVFdla8giBm5zgm6s?zRm9o-wVVuRgwAFJm9UQvBE_8ugy4MJ7_ebc9yFIsJ70z 3Lz 6814 12-10-12 17.9-9 22-10-8 26-7-13 32-2-0 6$14 6 314 4-10.13 5815 39 5 583 Scale = 1:53.3 Camber = 1/4 in 5x8 = 5 5x511 1r - ib -- 14 13- 2x4 II 300 = 2x4 II 1333#/0# Plate Offsets (X,Y LOADING (psf) TCLL 20.0 TCDL 21.0 'BCLL 0'.0' BCDL 10.0 2133#/0# SPACING 2-M CSIDEFL 226/0-5.8 (min 0-1-8) in (loc) I/def! Ud Plates Increase 1.15 TC 0.68 Vert(LL) -0.08 16-17 >999 240 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.3016-17 >910 180 RepStrgsstricr YES WB 0'.80 b70rz(TL)' 0'.06 9 n/a n/a Code IEC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G `Except" 133: 2x4 DF Stud/Std G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-4-5, Right 2x4 OF Studtd -G 2-9 11 BRACING TOP CHORD Structural wood sheathing directly arplied or 3-8-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 6 -0 -Doc bracing. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 5-11 WO re!zPmr ends•that Stabilizers and required ero.ss.bracing be Installed during truss erection, in accordance with E•tabilizer Installation guide. REACTIONS (Ib/size) 1 = 1053/0-5-8 (mir..0-1-8) 9 = 226/0-5.8 (min 0-1-8) 11 = 2008/0-5-8 (mir- 0-2-4) Max Uplift 9 = -57(LC 9) Max Grav 1 = 1333(LC 4) 9 = 416(1_G 8) 11 = 2133(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C1=fORD 1-2=-3173/0, 2-3=-2993/0, 3-18=-2061/0, 4-18=-1860/0, 4-19=-954/0, 5-19=-768/0, 5-20=0/1029, 6-20=0/872, 6-21=0/844, 7-21=0/825, 7-8=379/448, 8-9=-538/504 BOTCHORD 1-17=0/2962,17-22=0/2636,16-22=-D/2665,15-16=0/1 718, 14-15=0/1718, 6-11=-470/0, 10-11=-522/470, 9-10=-022/470 WEBS 3-17=0/271, 3-16=-100810, 4-16=0/478, 4-14=-1112/0, }}=-!7Q1LQ, 7 -!1= -PM NOTES I 114 416#/-57# 32-2-0 563 PLATES GRIP MT20 220/195 Weight: 160 Ib FT = 20% 1) Unbalanced roof live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a lige load of ZO.Opsf on ft bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will ft between the bottom chord and any other m6mb6rs. ' 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 9. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, norlImm irnunt wiM any other live toads. 9) This truss has been designed for a total drag load>of.1250 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag toads along bottom chord from 0-M to 10-0-0 for 125.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QpF EJ. SS/pN= w 6— No. C 048241 ` m Cl -,6/ 6/ Exp' 30/14 f OF CAL F oI russruss I ype 1.15 y 1.15 TRE Q -GT SPECIAL TRUSS 1 I 1. -0.2815-16 >982 180 WB 0.79 Horz(TL) .Job Reference .o tlonal xpc cu is inn un muuau�es, ma. iu—pr .o—rosycuw Scale =1:52.1 Camber = 3/16 in 5x8 = 5 46 11 16 15 13 12 2x4 11 3x10 = 2x4 11 6x12 = 1112#10# 3060#/08 1120#10# ' Plate Offsets (X,Y LOADING (psf) TCLL 20.0 'TCDL 21.0 _ BOLL 0.0 *- BCDL 10.0 iP416510A SPACING 2-M Plates I icrease 1.15 Lumberincrease 1.15 Rep Stress Inor NO Code IBC2009/TP12007 CSIDEFL 1 = in (loc) I/deft Ud TC 0.77 Vert(LL) -0.0715-16 >999 240 BC 0.71 Vert(TL) -0.2815-16 >982 180 WB 0.79 Horz(TL) 0.06 8 n1e n/a (Matrix) LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1 &Btr G *Except* B3: 2x4 OF Stud/Std 3, B4: 2x6 OF No.2 G WEBS 2x4 OF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 34-5 BRACING TQP 9H9Rg Structural wood sheathing directly applied or 4-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 10-0-0 oc bracing: 10-12 WEBS 1 Row at midpt 5-10 MiTek recommends that Stabilizers and required cross bracing be' installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 976/0-5-8 (min. 0-1-8) 8 = 844/0-5-8 (min_ 0-1-8) 10 = 2966/0-5-8 (min. 03-4) Max Horz 1 = -69(LC 8) Max Grav 1 = 1112(LC 4) 8 = 1120(LC 8) 10 = 3060(Lc, 4) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CH'0RD 1-2=-2523/0, 2-3=2213/0, 3-17=-1399/0, 4-17=-1224/0, 4-18=-377/0, 5-18=-354/78, 5-19=0.'1542, 6-19=0/1568, 6-20=0/1697, 7-20=0/1731, 7-21=-1389/0, 8-21=-1514/38 BOT CHORD 1-16=0/2273, 15-16=0/2273, 14-15=0/1412, 13-14=0/1412, 6-10=-481 /0, 10-22=0/1218, 9-22=C/1218, 9-23=0/1218, 8-23=0/1224 WEBS 3-16=0/273; 3-15=-990/0 4-15=0/434; 4-13=-1105/0/ 5-13=0/809 10-13=-130/689, 5-10=2034%0, 7-10=-2138/0, 7e9— J 76 PLATES GRIP MT20 220/195 Weight: 163 Ib FT = 20% WEBS 3-16=0/273, 3-15=-990/0, 4-15=0/484, 4-13=-1105/0, 5-13=0/809, 10-13=-130/689, 5-10=-2034/0, 7-10=-2138/0, 7-0=0/1074 NOTES )) yn4aJpjippd ro9iys ssS9`aSJ_bprS§fort!�i5�r1 2) All plates are 3x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard'ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 29-2-0 to 32-2-0 for 333.4 plf. 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). w �No. C 048241 `n m M m FYr, 6/30/14 -:0 qT Civic \�F CALIF Job russ Truss Type I/deft y PLATES GRIP -TRE IR Monop tch Truss 9 1 MT20. 220/195 Vert(TL) -0.06 1-6 >999 180 Job Reference (optional) . r......vnn ..awa..., ...nw, ..r ........... ...muo.vnn.0I-. Z'.1 cv c rvin ew muuau C,, inu. .ua ' w w: a:ca cv o ra 9 ID:wO_ZwVFdia8giBm5zgm6s7zRm o-Oh3GfOxoOcuO5aTNoif7DAcb WOOKBZ6UPcsgTz 3Ly 4-11-13 9-1-8 4-11-13 4-1-11 1 3x4 11 Scale = 1:20.2 4 553#/-70# 'Plate Offsets (X,Y): [1:0-1-9,0-4-11 v LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates I icrease 1.15 TC 0.41 'TCDL 21.0 Lumber -Increase 1.15 BC 0.17 BCLL 0.0 Rep Strass Ina YES WB 0.27 $CDL t0.0 Code ISC2009ITP42007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G 'BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 2-0-6 BRACING 'TOPCHORD Structural wood sheathing directly applied or 6-0.0 oc purfins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with =stabilizer Installation guide. REACTIONS (Ib/size) 1 = 458/0-5-8 (mir..0-1-8) 5 = 458/0-5-8 (mir. 0-1-8) Max H9 1 132(LC 4) Max Uplift 1 =-70(LC: 3) 5 = -89(LC 5) 'Max Grav 1 553(LC 12) 5 553(LC 11) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. 'TOP CHORD 1-2=-789!101, 2-3=-747/112, 4-5=-4/44 BOTCHORD 1-0=-116/717, 5-6=-116/717 ViIEBS '35=-772/158 NOTES 1) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rbe) gable end zone; cantilever left and right exposed ; 'end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This miss has been designed for a live lead of 20;Opsf on the bottom chord in all areas where a rectangle 3 6 tall by 2-0 0 wide will ft between tiie bottom chord and any ,ocher membBm 4) A plate rating reduction of 20% has been applied for the green lumber members. ° 3x4 = n 0 553#/-89# DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 1.6 >999 240 MT20. 220/195 Vert(TL) -0.06 1-6 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 41 Ib FT = 20% 5) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5. 6) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIrrPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. w No. C 048241cx ` m Exp, 6/30/14 9TFOF CAUE o runs Iruss lypejPly TRE JR -DT Monopitch Truss 1 1 1. CSI DEFL in (loc) I/defi .Job Reference .o .conal 0 iue r ro 10:ly:_LV 4 re e i ID:wO_ZwVFdia8giBm5zgm6s?z m9o-ttdesMyQnw0tjk2aMPBMIN 'kRwil3dDFj2LPCvz 3Lx I 4-11-13 9-1-8 4-11-13 4-1-11 3x4 II Scale = 1:20.2 4 977#/0# laE1191 Offsets (X,Y): [1:0-2-9,0-4-11 'Plate LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defi Ud TCLL 20.0 Plates Imcrease 1.15 TC 0.52 Vert(LL) -0.02 6 >999 240 TCDL 21.0 Lumber increase 1.15 BC 0.29 Vert(TL) -0.07 1-0 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 1.0.0 .Code )EC2009>TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 2.5-6 BRACING 'TOPCHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-aoc bracing. M. recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 625/0-5-8 (min.0-1$) 5 = 625/0-5-8 (min,0-1-8) H9.r 1 13(LC 3) Max Grav 1 = 977(LC. 4) 5 = 655(LC- 7) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1926/0, 2-3=-1506/0, 3-7=-554,356, 4-5=-381/0 BOT CHORD '1-0=3/1798, 6-8=-3/1756, 5-0=0/1385 WEBS 33=-1070/0 NOT9 '1) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. '3) A plate rating reduction of 20% ho been applied for the green lumber members. 4) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a moving concentrated load of 250:OIb live and 25:Qlb - ---- ----- --- - -- --- - --- _ _ -- -••- --•--- d'ead located at all mid panels and at. all panel points along the Top Chord, nonconcurrent ,with .any ,other lice loads: 3x4 = 655#/0# PLATES GRIP MT20 220/195 Weight: 41 lb FT = 20% 6) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 2-2-0 to 9-0-0 for 146.3 plf. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q \ o,F E SS/DN w No. C 048241 m 6/30/14 s .EXP• e.0 9 FICAL F oI russ Truss TypePly 2-0-0 CSI DEFL TftE S Special Truss 12 1 1 �.Job TCLL 20.0 Plates Increase 1.15 TC 0.51 Reference (Optional) ---, , — —,..d.-ti.r..— s cep cr co is nu I es meusmes, inc. iue Npr-io ro:-iy:au zt ' ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-ttdesMyQnwOtjk2aMPBMIN91WwdO3dsFj2LPCvz 3Lx 5-1-3 8-9-0 v 12-4-14 17-6-0 5-1-3 3-7-14 3-7-14 5-1-3' 44 -� 4 y Scale = 1:27.7 Camber = 1/4 in 4x6 II 3x10 = 46 II 1055#/-152# LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.10 7-8 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.39 7-8 >542 180 BCLL 0.0 Rep Stress Ina NO WB 0.33 Horz(TL) 0.08, 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 71 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 25-10, Right 2x4 DF Stud/Std -G 2-6-10 BRACING TOPCHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. BOfi CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1055/0-5-8 (min. 0-1-8) 7 = 1055/0-5-8 (min.0-1-8) Max Horz 1' _ -4.1 {LG 4} Max Uplift 9-152(LC 5) 7 =-152(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-2375%368, 2-3=-2309/380, 3-9=2023/251, 4-9=-1987/258, 4-10=-1987/258, 5-10=-2023/251, 5.6=-2309/381, 6-7=-2375/369 BOT CHORD 1-8=-044/2178, 7-8=308/2178 VVE9S 4-8=51!758, 5-8=-448/188, 3-0=-448/188 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads; 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where: a ractangle.&80 tall by 2-0-0 widewill fit between the bottom chord and:any other members. 5) A plate rating reduction.of 20% has been applied for.the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (V -1b) 1=152, 7=152. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used jn the analysis and design of this truss. 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325 Ib down and 56 Ib up at 8-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :Q Cj ESS��N_ C. -V 411 w No. C 048241 i .EXP 6/30/14k9— 'A Q.—OF CAVE Job russ lruss ype y -TRE S -DT Special Truss 2 1. 1 8 'Plate Offsets (X,Y)',0-2-11, Job Reference (optional) ID:wO_ZwVFdia8giBm5zgm6s?z m9o-L4BO3hz2YE8kLtdmw7iblaixmlCzeoSwPyiSzkLz 3Lw 5-1-3 8-9-0 , 12.4-14 17-6-0 5.1-3 3-7-14 .3-7-14 5-1-3 Scale = 1:27.7 Camber = 1/4 in 4x4 4 5x5 II 300 = 5x5 II ' BCDL 10.0 Code IEC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 OF No .1 &Btr G 'BOT CHORD 2x4 OF N0.18Btr G WEBS 2x4 OF Stud/Std G ' SLIDER Left 2x4 OF Stud/Std -G 2-0-10, Right 2x4 OF Stud/Std -G 2-6-10 'BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD' Rigid ceiling directly applied or 10-0-1 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 893/0-5-8 (min 0-1-8) '7 = 893/0-5-8 (min, 0-1-8) Max Grav 1 1310(LC 4) 7 = 1310(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3050/0, 2-3=-2645/0, 3-9=-199'3/0, 4-9=-1744/0, 4-10=-1744/0, 5-10=-1993/0, 5-0=-2545/0, 6-7=-3050/0 BOT CHORD '1-8=0/2812, 7-8=0/2812 WEBS 4.8=0/519, 5-8=-515/0, 3-8=-515/0 I O ES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any 'other members. 4) A plate rating reduction of 20% hes been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI I.- 6) This t uss has been designed for a"movirig concentrated load of 250.01b live and 25.01b dead Jocated at all mid panels,and m;a0 panel poirds.along the Tots Chord, nonconcurrent with any other live loads. PLATES GRIP MT20 220/195 Weight: 71 Ib FT = 20% I v 6 1310///0# 7) This truss has been designed for a total drag load..of 2325 lb. Lumber D.OL=.(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-6-0 for 132.9 plf. 8) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. w 0— No. C 048241 6/30/14 CIV1 - 9TF F CAUF c 8=s -:o 17. 8-9-0 8 'Plate Offsets (X,Y)',0-2-11, $70-2-13;0-2-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.10• 7-0 >999 240 TCDL 21.0 Lumberincrease 1.15 BC 0.54 Vert(TL) -0.36 7-8 >586 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.06 7 h/a n/a ' BCDL 10.0 Code IEC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 OF No .1 &Btr G 'BOT CHORD 2x4 OF N0.18Btr G WEBS 2x4 OF Stud/Std G ' SLIDER Left 2x4 OF Stud/Std -G 2-0-10, Right 2x4 OF Stud/Std -G 2-6-10 'BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD' Rigid ceiling directly applied or 10-0-1 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 893/0-5-8 (min 0-1-8) '7 = 893/0-5-8 (min, 0-1-8) Max Grav 1 1310(LC 4) 7 = 1310(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3050/0, 2-3=-2645/0, 3-9=-199'3/0, 4-9=-1744/0, 4-10=-1744/0, 5-10=-1993/0, 5-0=-2545/0, 6-7=-3050/0 BOT CHORD '1-8=0/2812, 7-8=0/2812 WEBS 4.8=0/519, 5-8=-515/0, 3-8=-515/0 I O ES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any 'other members. 4) A plate rating reduction of 20% hes been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI I.- 6) This t uss has been designed for a"movirig concentrated load of 250.01b live and 25.01b dead Jocated at all mid panels,and m;a0 panel poirds.along the Tots Chord, nonconcurrent with any other live loads. PLATES GRIP MT20 220/195 Weight: 71 Ib FT = 20% I v 6 1310///0# 7) This truss has been designed for a total drag load..of 2325 lb. Lumber D.OL=.(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-6-0 for 132.9 plf. 8) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. w 0— No. C 048241 6/30/14 CIV1 - 9TF F CAUF c Job russ truss type Qty Ply -TRE S -GB GABLE 1 1 2-M CSI DEFL in (loc) I/deft Job Reference (optional) V� ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-pGIOH1_ hJXGbyl CyTgDgqoE2Vl�icJvXYdYAMqWGozQ3Lv 5-1-3 8-9-0 12-4-14 17.6-0 5-1-3 3-7-14 3-7-14 5.1-3 Scale = 1:28.5 Camber= 1/4 in 2x4 = 4x4 = 3K5 3X10 = 3X5 N b LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G BRACING TOPCHORD 4-2-0 oc bracing: 1-2, 4-5 5e1_0.o:c bracing: 2-3, 3z-4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 4, 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 845/0-5-8 (mir- 0-1-8) 5 = 845/0-5-8 (mir- 0-1-8) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-2021/0, 2-7=-1974/0, 2-8=-1535/0, 3-0=-1486/0, 3-0=-1486/0, 4-9=-1535/0, 4-10=-1574/0, 5-10=-2021 /0 BOTCHORD 1-0=0/1883, 5-0=0/1883 WEBS 3-0=0/577, 4-0=-025/0, 2-6=-625/0 NOTES 1) Unbalanced roof live loads have peen considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) -fThi-i buss fids 6666 designdd'far a li6e Idad of 20.Opsf oii tfie 66(t6r7i ch -6F4 is all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Solid blocking is required on both: sides of the tress at joint(s), 1. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard AV'SI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent wi1� an 9!lgf live loads: 8) "Semi-rigid pitchbreaks inciuding heels" Member end fixity model was used in the analyysis.and ,design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. Q. pF E ZS -I j = < � J . R � /N w �No. C 048241 m 6/30/14 .EXP• — .,� CIVT� 9�F CAUF 8-9-0 i B-9-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.09 5-0 >999 240 MT20 220/195 TCDL 21.0 Lumberincrease 1.15 BC 0.54 Vert(TL) -0.36 5.6 >554 180 BCL -L- 0.0 Rep Stresslna YES WB 0:25 Ho_rz(TO 096 5 !i/a!- n_/a_. BOOL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 89 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G BRACING TOPCHORD 4-2-0 oc bracing: 1-2, 4-5 5e1_0.o:c bracing: 2-3, 3z-4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 4, 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 845/0-5-8 (mir- 0-1-8) 5 = 845/0-5-8 (mir- 0-1-8) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-2021/0, 2-7=-1974/0, 2-8=-1535/0, 3-0=-1486/0, 3-0=-1486/0, 4-9=-1535/0, 4-10=-1574/0, 5-10=-2021 /0 BOTCHORD 1-0=0/1883, 5-0=0/1883 WEBS 3-0=0/577, 4-0=-025/0, 2-6=-625/0 NOTES 1) Unbalanced roof live loads have peen considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) -fThi-i buss fids 6666 designdd'far a li6e Idad of 20.Opsf oii tfie 66(t6r7i ch -6F4 is all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Solid blocking is required on both: sides of the tress at joint(s), 1. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard AV'SI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent wi1� an 9!lgf live loads: 8) "Semi-rigid pitchbreaks inciuding heels" Member end fixity model was used in the analyysis.and ,design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-" o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. Q. pF E ZS -I j = < � J . R � /N w �No. C 048241 m 6/30/14 .EXP• — .,� CIVT� 9�F CAUF Job rul I russ I ypey 7) This truss is designed in accordance with the 2009 International Building Code ' WEBS 2x4 OF Stud/Std ud/SG -TRE T Monopitch Truss 12 1 DEFL in (loc) Well Ud : PLATES ' GRIP Job Reference o .tional a.Iey u - nes, inc. i ue'Pr 'o o Iy:3G GV 13 re a ' ID:w0_ZwVFdiaBgiBm5zgm6s?zRm9o-pGIOH1_hJXGbyICyTgDggoE1hkO9XbaYAMqWGoz 3Lv I 311-8 311-8 Scale = 1:10.8 2 2x4 = 311-8 ' 3ANt/-?5f! 2 - zaraei_artx P Plate Offsets (X,Y): [1:0-0-3,0-0-6], [2:Edge,0-1-14] TOP CHORD 2x4 BOT CHORD 2x4 OF N G OF No.18Btr Gtd 7) This truss is designed in accordance with the 2009 International Building Code ' WEBS 2x4 OF Stud/Std ud/SG section 2306.1 and referenced standard ANSVTPI 1. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud : PLATES ' GRIP TCLL 20.0Plates Increase 1.15 TC 0.72 Vert(LL) -0.00 1-3 >999 240 MT20 220/195 1.0 T.CDL 21-.0, Lumber Increase 1.15 BC 0.07 Vert(TL) -0:01- 1--0• z999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 5 n/a n/a ' Max Uplift BCDL 40.0 Code *x_200 1TP12007 (Matrix) 5 = -30(LC 5) Max Grav Weight: 13 Ib FT = 20% LUMBER TOP CHORD 2x4 BOT CHORD 2x4 OF N G OF No.18Btr Gtd 7) This truss is designed in accordance with the 2009 International Building Code ' WEBS 2x4 OF Stud/Std ud/SG section 2306.1 and referenced standard ANSVTPI 1. No.2 OTHERS 2x6 OF o.2 G 8) This truss has been designed for a moving concentrated load of 250.Olb live and BRACING 25.0115 dead located at all mid panels and at all panel points along the Top Chord, TOP CHORD nonconcurrent.with an other live loads. .• --.-..._ .. ...Y ................. Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the BOT CHORD analysis and design of this truss. Rigid ceiling directly applied or 10-0-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 'REACTIONS (Ib/size) 1 176/0-5-8 (min. 0-1-8) 5 = 141./0-H (min.04-8) Max Horz 1 47(Lc a) ' Max Uplift 1 -25(LC 3) 5 = -30(LC 5) Max Grav 382(LC 11) 5 330(LC 10) '1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-0=-250/15 ' NOTES 1) Wnd: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. h'; Lisp C; enclosed; K4VVFR9 (I'ow4ise)6661d end zone; d6fifif6e 6 (eft acid a jf3fez0dsed' vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for 10.0 bottom q 'end 3 psf chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for live load 20.Opsf the bottom chord in a of on all areas where a rectangle 3-6-0 tall bv- 2-0-0 wide will fit between the bottom chord and any other members.No:C w . 048241 r n ' 4) A plate rating reduction of 20% hes been applied for the green lumber members. 5) Bearing atjoint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain Exp. 6/30/14 formula. Building designer should verify capacity of bearing. surface: 6) Provide mecharocal connection (L -.y others) oftruss to bearing plate capable of withstarxfing 190 db uplift at joirrt(s) 3, 5. C i VO_ \ ' 9TFOF CAl1F M Job russ ss ype Plates Increase y Lumber Increase -TRE T -GB Tfiu onopftch Truss 2 1 n/a I MT20 220/195 BC 0.25 Vert(TL) Job Reference (optional) ' Plate Offsets (X,l LOADING (psf) TCLL 20.0 'TCDL 21.0 BOLL 0.0 " BCDL 40.0 ID:wO_ZwVFdia8giBm5zgm6s?A o-HSJnUN_14 6S Bn91Xk3N?n N8kj'6 q; P0a4pEz(rLu 3-" 3-6.0 Scale = 1:10.9 2 5x5 = 1078t1-612# SPACING 2-M Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code I5C2009ffPI2007 3 3x4 75: 2x4 II 417#/0# CSI DEFL in floc) I/defl Ud PLATES GRIP TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0.25 Vert(TL) rr/a a n/a 999 WB 0.00 Horz(TL) . -0.00 3 n/a n/a (Matrix] Weight: 1 Sib FT = 2W6 LUMBER l TOP CHORD 2x4 OF No.1 &Btr G 'BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud/Std G I SLIDER Left 2x4 OF Stud/Std -G 3-4-3 BR14GffifG I TOPCHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. MiTek recommends that ' Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) I 1 = 233/3-6-0 (min}0-1-8) 3 = 233!3-6-0 (miri.0-1-8) 'Max ilptiR 1-612(LC 3) Max Grav 1 = 1078(LC 4) 3 = 417(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-21332016, 2-4=-1153/1153, 2-3=383/0 BOT CHORD 1-3=-1931/1931 ' NOTES 1) Gable requires continuous bottom chord bearing. 21 Thisx� tads 6666 cfd6graed'fd(d 1'0.0 psf 66ff6rfa eN64 MW road raori(wcuffd of wigi 'any other live loads. i 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 33-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 'S) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)1=612. 6) This truss is designed in accordance with the 2009 International Building Code section 2306:1 and referenced standard ANSIlfPI 1: 7) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b 'dead 1..cated at all raid panz1s,a,,d :a1:aII panel paints,along #w Top :Chord, ,..ncurrent with any other live loads. l r i 8) This truss has been designed for a total drag load of 640 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 3-6-0 for 640.0 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss: ,\ 0o, E IS,/pN -9l 41- No. GNo. C 048241 Exp. 6/30/14 NJ, . 9�0F CAU��� Job rU I russ I ype uty ply -TRE U SPECIAL TRUSS 1 1 5-4-9 5-1-0 Job Reference .o .tional ..,....... .'... o . ., .. .p,.. .,........, ..a... .r. . ... ..mow sac c. cv.c .ru. aw muuau roa,nm. iue i io io:ie:uY <vu rage i ' ID:wO_ZwVFdia8giBm5zgm6s?z m9o-Ifs9ij7xr9WJCLMLbFFIwDJ CX2B7KaregJdLgzQ3Lt 5-4-9 105-8 15.6-6 20.11-0 5-4-9 5-1-0 5-0.15 5-48 4x4 = 3 Scale = 1:34.1 Camber = 1/8 in 3x4 II vxo — ax iv = 4x0 = LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-050 oo bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '11 1361/0-5-8 (mi.n.0-1-8) 6 1361/0-5-8 (mi T.0-1-8) Max Horz 11 = 38(LC 5) Max Uplift '143(LC 5) 6 -1 43(L.0 ,6) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD '1-12=-1771 /198, 2-12=-1711 /208, 2-13=-1599/186, 3-13=-1534/201, 3-14=-1534/201, 4-14=-1599/186, 4-15=-1711 /208, 5-15=-1771 /198, t-11=-1238/169, 5-6=-1238/169 BOT CHORD '9-10=-161/1649,8-9=-161/1649,7-i=-174/1649 WEBS 35=-4/537, 4-0=-340/100, 4-7=-300/123, 2-8=-340/100, 2-10=-300/123, 1-10=-156/1668, 5-7=-156/1668 ' NOTES 1) Unbalanced roof live loads have peen considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rFse) gable end zone; cantilever left and right exposed; and vertical left and right exposed; -umber DOL=1.60 plate grip DOL=1.60 '3) This truss has been designed for, a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall bV 2-0-0 wide will fit between the bottom chord and anY other members. ' S) R plate rating.reduction of 20"ld.h3s been:applied for.the green !.umber memt ers. PLATES GRIP MT20 220/195 Weight -199 Ib FT = 2U% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at --lb) 11=143, 6=143. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of Ihis yum :Q pE ESS/pN CD No. C 048241 m Exp. 6/30/14 /ki— s iJ. CIV1 F CA L_F 5-4-9 10.5-8 15.6.8 5-4-9 5-1-0 5-0-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates I;icrease 1.15 TC 0.59 Vert(LL) -0.03 8 >999 240 TCDL 21.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.18 8-10 >999 180 BCLL 0.0 Rep Str9ss Ina YES WB 0.74 Horz(TL) 0.04 6 We n/a BCDL 25,0 Code ISC2009/FP12OG7 (Matriw) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-050 oo bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '11 1361/0-5-8 (mi.n.0-1-8) 6 1361/0-5-8 (mi T.0-1-8) Max Horz 11 = 38(LC 5) Max Uplift '143(LC 5) 6 -1 43(L.0 ,6) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD '1-12=-1771 /198, 2-12=-1711 /208, 2-13=-1599/186, 3-13=-1534/201, 3-14=-1534/201, 4-14=-1599/186, 4-15=-1711 /208, 5-15=-1771 /198, t-11=-1238/169, 5-6=-1238/169 BOT CHORD '9-10=-161/1649,8-9=-161/1649,7-i=-174/1649 WEBS 35=-4/537, 4-0=-340/100, 4-7=-300/123, 2-8=-340/100, 2-10=-300/123, 1-10=-156/1668, 5-7=-156/1668 ' NOTES 1) Unbalanced roof live loads have peen considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rFse) gable end zone; cantilever left and right exposed; and vertical left and right exposed; -umber DOL=1.60 plate grip DOL=1.60 '3) This truss has been designed for, a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall bV 2-0-0 wide will fit between the bottom chord and anY other members. ' S) R plate rating.reduction of 20"ld.h3s been:applied for.the green !.umber memt ers. PLATES GRIP MT20 220/195 Weight -199 Ib FT = 2U% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at --lb) 11=143, 6=143. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of Ihis yum :Q pE ESS/pN CD No. C 048241 m Exp. 6/30/14 /ki— s iJ. CIV1 F CA L_F Job runsruss ype y -TRE 1-ul1 1-C,ommon Truss 9 1 CSI TCLL 20.0 Plates Increase 1.15 TC 0.91 Job Reference .optional) ruwrwuu wwmnu, uuw, roc uewa, v nm .vnww , amu a oe i cu ic mi i eus, ro: ro:r cu io rage , ' ID:wO_ZwVFdia8giBm5zgm6s?z m9o-IQ,'j'?xrR9WwusumJCLMLbFFIwDJmu. un HX?u4G2regJdLgzio03Lt 7-5-13 12-11-8 18-5-2 23b0 7-5.13 5.5-10 5-5.11 4-11-14 4x6 11 3 Scale = 1:38.1 Camber = 3/8 In 5x5 II rx10 M1oanb- sxlu = sxti = 400 - 1.526#/-1.68& LUMBER TOP CHORD 2x4 DF SS *Except' 'T2: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G ' WEBS 2x4 DF Stud/Std G `Except* W1: 2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M. recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11 = 1526/0-5-8 (min.0-1-10) 6 = 1526/0-5.8 (min.0-1-10) 'Max Horz 6 53(LC 5) Max Uplift 11 =-168(LC 5) 6 =-154(LC 6) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-2652/286, 2-12=-2568/299, 2-13=-1974/219, 3-13=-1899/236, 3-14=-1899/241, 4-14=-1968/232, ` 4-15=-1891 /222, 5-15=-1991 /212, 1-11=-1345/207, 5-0=-1415/177 BOT CHORD 10-11=-05/351, 9-10=-240/2470, 8-90-173/1866, 7-8=-173/1866 WE85 '2-9=-809/169, 3-9=-261702, 4-7=-435/135, 1-10=-188/2178, 5-7=-176/1932 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Alllates are M_ en T20 plates unless otherwise indicated: 4) This truss has beesigned for a 10.0psf bottom chord live load no n co, n c u rre nt with any wWher WzJoads DEFL in (loc) I/deft Ud Vert(LL) -0.0710-11 >999 240 Vert(TL) -0.4610-11 >598 180 Horz(.TL) -0.06 11 n/a n/a 1526#/-1.54# PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 117 Ib FT = 20% 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it --lb) 11=168, 6=154. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. JS'S-bNgl w No. C 048241 EXP r 6/30/14 Ie 5-T CIV1 9TFOF CALIF N E N 7-5-13 7-5-13 'Plate Offsets (X,Y): [1:0.3-0,0-2-4], [3:0-0-1,Edge], [7:0-0-9,0-2-0] [10_-.03-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.91 TCDL 21.0 Lumber Increase 1.15 BC 0.57 BCLL 0.0 Rep Stress Incr YES WB 0.96 BCDL 25.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF SS *Except' 'T2: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G ' WEBS 2x4 DF Stud/Std G `Except* W1: 2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M. recommends that Stabilizers and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11 = 1526/0-5-8 (min.0-1-10) 6 = 1526/0-5.8 (min.0-1-10) 'Max Horz 6 53(LC 5) Max Uplift 11 =-168(LC 5) 6 =-154(LC 6) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-2652/286, 2-12=-2568/299, 2-13=-1974/219, 3-13=-1899/236, 3-14=-1899/241, 4-14=-1968/232, ` 4-15=-1891 /222, 5-15=-1991 /212, 1-11=-1345/207, 5-0=-1415/177 BOT CHORD 10-11=-05/351, 9-10=-240/2470, 8-90-173/1866, 7-8=-173/1866 WE85 '2-9=-809/169, 3-9=-261702, 4-7=-435/135, 1-10=-188/2178, 5-7=-176/1932 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Alllates are M_ en T20 plates unless otherwise indicated: 4) This truss has beesigned for a 10.0psf bottom chord live load no n co, n c u rre nt with any wWher WzJoads DEFL in (loc) I/deft Ud Vert(LL) -0.0710-11 >999 240 Vert(TL) -0.4610-11 >598 180 Horz(.TL) -0.06 11 n/a n/a 1526#/-1.54# PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 117 Ib FT = 20% 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it --lb) 11=168, 6=154. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. JS'S-bNgl w No. C 048241 EXP r 6/30/14 Ie 5-T CIV1 9TFOF CALIF N E N Job russ I russ I ype Qty Ply -TRE UGB GABLE 1 1 5-4-9 Job Reference (optional) ' ID:wO_ZwVFdia8giBm5zgm6g; zA 9o-DrQXv30ZcSeApVxX9ymXSQ axQLkoq_sK3At6zQ3Ls 5-49 10.6-8 1558 20-11-0 F 54-9 i 5-1-0 5-0-15 5-4-8 2x4 = a# 44 = Scale = 1:38.0 Camber= 1 /8 in 2x4 II 4xb = 3Xlu = 4X6 = LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G 'WEBS 2x4 DF Stud/Std G BRACING TOPCHORD 4-" oc bracing: 1-2, 45 54-0 oc bracing: 24, -3;-4 'BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 4, 2, 1, 5 MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) b1 = 1053/0-5-8 (min; 0-1-8) 6 = 1053/0-5 8 (min. 0-1-8) 'Max Harz 11 1(LC 4) Max Grav 11 = 1272(LC 4) 6 = 1272(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1892/0, 2-12=-1700/0, 2-13=-1577/0, 3-13=-1373/0, 3-14=-1373/0,4-14=-1577/0, 4-15=-1700/0, 5-15=-1892/0, '1-11=-1215/0, 5-0=-1215/0 BOTCHORD 10-11=-199/321, 9-10=0/1519, 8-9=0/1525.7-8=0/1524, 6-7=-198/320 VVE86 '3-8=0/381, 4-8=-445/90, 4-7=-411/0, 2-8=-445/90, 2-10=-411/0, 1-10=0/1760, 5-7=0/1760 NOTES 1) Unbalanced roof live loads have been considered for this design. '2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 0 tall by 2-0-0 wide will fix between the bottom chord and any other members. 4) A plate rating reduction,of 201/a has beers :applied forthe green dumber members. PLATES GRIP MT20 220/195 Weight: 136 Ib FT = 20% N N 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. . 7) This truss has been designed for a total drag load of 1999!P.., Lumber Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0:0 to 20.11;0 for 47.8 ptf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plata between each notch. QW)—ESS/ j. w No. C 048241 6 r^ ,Ex /30/14 P tea -- ...0 q C VV1 F CAV 5-4-9 10-5-8 1556 5-4-9 5-1-0 5515 'LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.03 7$ >999 240 TCDL 21.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.14 7-8 >999 180 0'.0' • Rep Stresslncr YES WB 0.67 Horz(TL)' 0.03- 6• n/a n/a .BCLL BCDL 10.0 Code IBC2009rrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G 'WEBS 2x4 DF Stud/Std G BRACING TOPCHORD 4-" oc bracing: 1-2, 45 54-0 oc bracing: 24, -3;-4 'BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3, 4, 2, 1, 5 MiTek recommends that Stabilizers and required cross bracing be installed during 'truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) b1 = 1053/0-5-8 (min; 0-1-8) 6 = 1053/0-5 8 (min. 0-1-8) 'Max Harz 11 1(LC 4) Max Grav 11 = 1272(LC 4) 6 = 1272(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1892/0, 2-12=-1700/0, 2-13=-1577/0, 3-13=-1373/0, 3-14=-1373/0,4-14=-1577/0, 4-15=-1700/0, 5-15=-1892/0, '1-11=-1215/0, 5-0=-1215/0 BOTCHORD 10-11=-199/321, 9-10=0/1519, 8-9=0/1525.7-8=0/1524, 6-7=-198/320 VVE86 '3-8=0/381, 4-8=-445/90, 4-7=-411/0, 2-8=-445/90, 2-10=-411/0, 1-10=0/1760, 5-7=0/1760 NOTES 1) Unbalanced roof live loads have been considered for this design. '2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 0 tall by 2-0-0 wide will fix between the bottom chord and any other members. 4) A plate rating reduction,of 201/a has beers :applied forthe green dumber members. PLATES GRIP MT20 220/195 Weight: 136 Ib FT = 20% N N 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. . 7) This truss has been designed for a total drag load of 1999!P.., Lumber Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0:0 to 20.11;0 for 47.8 ptf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plata between each notch. QW)—ESS/ j. w No. C 048241 6 r^ ,Ex /30/14 P tea -- ...0 q C VV1 F CAV Job russ I russ I ype Qty Ply -TRE V Common Truss 4 1 Job Reference (optional) , ..sw a .acN c, w � c nu i on u,uumuca, ,v. �a.w cv 'a ra o i ID:wO_ZwVFdia8giBm5zgm6s7zRm9o-h1_v7P16Nmm1RfWkigHm7ePgQLiaTHV85_okPZz 3Lr 5.9-4 12.6-0 19-2-11 25-" 5-9-4 6-8.11 6-8-11 5-9.5 Scale = 1:41.1 Camber= 1/4 in 4x6 = 7X0 = JX4 = 3x6 = I 3x6 = 1 1260!1/-173# OL9_0 16 '&9-0 7-; Plate Offsets (X,Y): [8:0-2-0,03-4] LOADING(psf) SPACIOG 2-M CSI TCLL 20.0 Plates hcrease 1.15 TC 0.93 TCDL 21.0 Lumber Increase 1.15 BC 0.49 BCLL 0.0 ' Rep Stress Ina YES WB 0.52 BCDL- 19,0 Code IB92009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G 'BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G BRACING TOPCHORD Structural wood sheathing directly auplied; except end verticals: BOT CHORD - Rigid ceiling directly applied or 10-M oc bracing. WEBS 1 Row at midpt 2-10,4-6 MiTek recommends that Stabilizer and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10 = 1260/0-5-8 (min. 0-1-8) 6 = 1260/05$ (ffA.0=1-8y Max Horz 10 46(LC 5) Max Uplift 10 = 173(LC 5) 6 =-173(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-12=-1940/265, 3-12=-1856/277, -13=-1856/277, 4-13=-1940/265, 1-10=-397f74, 5-6=-397!74 BOT CHORD 9-10=-295/1879, 8-9=-139/1589, 7-3=-139/1589, 6-7=-284/1879 WEBS 3-7=-35/398, 3.9=-35/398, 2-10=-1999/316, 4-6=-1999/315 NOTES '1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rse) gable end zone; cantilever left and right exposed; end vertical left and right exposed; -umber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed foi a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) . This truss has been designed fir a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall Lir 2-0-0 wide will fit between the bottom Ghord and any other members ' S) �t plate ratiryg reduction of 20Qld.tas been :applied for the green.lumber rrlernbers: DEFL in (loc) I/deft Ud Vert(LL) -0.12 9-10 >999 240 Vert(TL) -0.42 9-10 >713 180 Horz(TL) 0.09 6 n/a n/a 1260#/-173# PLATES GRIP MT20 220/195 Weight; 118 )b FT = 20% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 10=173, 6=173. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 2'5.Oib dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :QOFESS/DN_ w �No. C 048241 `n m 6/ .Exp. — 30/14f, q CIV1� � F CAUF�� Job russ truss type City Ply PLATES GRIP -TRE V -DT Common Truss 1 1 TCLL 20.0 Plates Increase 1.15 -0.42 TC 0.93 >713 TCDL 21.0 Job Reference o .tional ruAwmm vam.enn, , uma, — —, —.— --.. !lu QLia:1 W _u ZF3 L ruseu ,kmePgiowTF485okPrzID:wO_ZwVFdia8giBm5zgm. m9o-hlBNmm1 RgH 5-9-4 126-0 19-2-11 25-M 5-9-4 6$11 6-&11 5-9-5 Scale = 1:41.1 Camber = 1/4 in 0 4x6 = J 4x6 = ' 1659#/0# &9-0 1 &9-0 7 'Plate Offsets (X,Y): [8:0-2-0,03-41 PLATES GRIP LOADING(psf) SPACING 2-0-0 9-10 CSI 240 TCLL 20.0 Plates Increase 1.15 -0.42 TC 0.93 >713 TCDL 21.0 Lumber Increase 1.15 Horz(TL) BC 0.49 6 BCLL 0.0 ' Rep Stress Ina YES WB 0.67 BCDI 10:0 9949IB92009/TPI2007 (Matrix.) LUMBER TOP CHORD 2x4 DF No.1 &Bb- G CHORD 2x4 OF No.1&Btr G 'BOT WEBS 2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied; exceptend verticals. - CHORD 'BOT Rigid ceiling directly applied or 10:0=0 oc bracing. WEBS 1 Row at midpt 2-10.4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10 = 1260/0-5-8 (min.0-1-12) 6 = 126070'5 8' (miq. 0=1'-1'2)' Max Grev 10 1659(LC 4) 6 1659(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 1 -1 1=-298194, 2-11=502/395, 2-12=-2397/0, 3-12=-2011 /0, 3-13=-2011/0, 4-13=-2397/0, 4-14=-5021395, 5-14=-298/94, 1-10=-397/0, 5-0=-397/0 BOT CHORD 9-10=0/2610, &9=0/1889, 7-8=0/1889, 6-7=02610 WEBS 3-7=-14/568, 4-7=-414/251, 3-9=-14/568, 2-9=-414/251, 2-10=-2813/0, 4-0=-2813/0 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all 'areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. §) This truss is designed in accordance with the _2_009 International Building. Code section 2306.1 and referenced standard ANSI7TPI 1 4x6 = 1659#/0# DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.12 9-10 >999 240 MT20 220/195 Vert(TL) -0.42 9-10 >713 180 Horz(TL) 0.09 6 n/a We Weight: 118 )b FT = 2i1% 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to -25-0-0 for 80.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q OFJ. ESS/pN= R 9 F w No. C 048241 m ,Exp. 6/30/14 —gyp— ewd CIV1 T FCAUFO Job russ lruss lype Qty Ply 25-0-0 1673!1109 HAACKER-TRE IV -GB GABLE I_ 1 1 69-0 DEFL in (loc) I/deft Ud Job Reference (optional) o ry V ID:wO_ZwVFdiaBgiBm5zgm6s7zRm9o H555vYmr075ajed8cvH4T14SQJYVuxXB7uLB9ozl nzE 5-94 12-" 19-2-11 25-0-0 5-9-4 6$11 6-8.11 5-9-5 44 1 . 4x6 = axq = .sx:) = sx4 = 46 = 2x4 = 4x6 = Scale = 1:42.8 Camber = 1/4 in 167,3> M 8.9-0 8.40 'LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Rrcrease 1.15 TC 0.86 TCDL 21.0 Lumber Increase 1.15 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.71 'BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 OF No.18Btr G *Except* T2: 2x4 DF SS 'BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. 'BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. WEBS 1 Row at midpt 2-10,4-6 MiTek recommends that Stabilizer and required cross bracing be installed during 'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10 = 1261/0-5-8 (miri.0-1-13) 6 = 1261/0-5-8 (mir.0-1-13) Max Horz 10 2(LC 9) Max Grav 10 = 1673(L-- 4) 6 = 1673(L-- 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-302/57, 2-11=-526/365, 2-12=-2648/0, 3-12=-2212/0, 3-13=-2212/0, 4-13=-2648/0, 4-14=-526/365, 5-14=-302/57, 1-10=-389/0, 5-6=-389/0 BOTCHORD 9-10=0/2885, 8-9=02028, 7-8=02030, 6-7=0/2887 WEBS 3-7=0/575, 4-7=-482/232, 3-9=0/5r, 2.9=-482/232, '2-10=-3039/0, 4-6=-3039/0 NOTES 1) Unbalanced roof live loads have faeen considered for this design. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrsnt with any Thier live loads. 3)' This truss has been designed fir a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall l:y 2-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 Intemational Building Code section ' 2306.1 and referenced standard ANSI/TPI 1. PL IL 163-0 25-0-0 1673!1109 7-5.15 69-0 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.12 6-7 >999 240 MT20 220/195 Vert(TL) -0.43 6-7 >697 180 Horz(TL) 0.10 6 n/a n/a Weight: 151 Ib FT = 20% 6) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-0-0 for 88.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. . Q ,OF ESS/pN ? J eR F\ Vn Z CD No. C 048241 m Exp. 6/30/14 I eetd 9FICAL Job russruss lype Qty Ply 31-10-0 -TRE At Is-pedalTruss 4I. 1 8-1-4 DEFL in (loc) I/defl Ud Job Reference .o tional vwr.�, v, va,mm un va amo. ru mum ouu s ae a cu i c mi i ea mousorea, mc. i ue Npr 'o io:-rn-so [via ra e I ' ID:wO—ZwVFdia8giBm5zgm6s?zRm o eO6gX52SuNOkgyf6g5KE43U739Nbx7VRZIHrURz 3Lp 8 E 4 15-11-0 23.8-11 31-10-0 8 1 4 7-9-11 7-9-11 8-1-4 4x6 = 3.50 F12 3 3x4 II 17559/-223* 5x5 = 3x4 = 3x10 = I 8-'.4 1 15-11-0 '8-I-4 7-9.11 LOADING(psf) SPACIMG 2-M CSI TCLL 20.0 Plates licrease 1.15 TC 0.99 TCDL 21.0 Lumber Increase 1.15 BC 0.46 BCLL 0.0 Rep Stress Ina YES WB 0.80 BCDL 10.0 Code ISC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF SS BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G BRACING TOPCHORD Structural wood sheathing directly aaplied or 1-11-14 oc purlins, except end verticals. BOTCHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 2-8.1-11, 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. 'REACTIONS (Ib/size) 11 1755/0-5-8 (mir- 0-1-14) 6 = 1755/0-5-8 (mir.0-1-14) Max Horz _ 3) MaxMUplift 11-223(LC 3) 6 =-223(LC 4) 'FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOPCHORD 1-12=-1730/251, 2-12=-1639/266, 2-13=-1694/268, 3-13=-1592/292, 3-14=-1592/292, 4-14=-1694/268, 4-15=-1639/266,5-15=-1730/251,T,11=-1690/261, = 5-6=-1CHO/261 BOT CHORD 10-16=-159/1587, 9-16=-159/1587, 8-9=-159/1587, 8-17=-229/1587, 7-17=-229/1587 WEBS '3-8=0/360, 4-7=-070/219, 2-10=-677/219, 1-10=-212/1820, 5-7=-212/1820 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-se©nd gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low -rye) gable end zone; cantilever,left and right exposed; end vertical left and right exposed; '-umber DOL=1.60 plate grip DOL=1.60 3� This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent.with any other live loads. 5x5 = Scale = 1:58.4 Camber = 3116 in 3x4 II 1755#/-223* N th } 23-6-11 . 31-10-0 7-9-11 8-1-4 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.11 8-10 >999 240 MT20 220/195 Vert(TL) -0.29 8-10 >999 180 Horz(TL) 0.05 6 n/a n/a Weight 187 Ib FT = 20% 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. r 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 11=223, 6=223. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. F E SS/pN_ w �No. C 048241 `n m F„r, 6/30/14 9TFOF CAUE��� o russruss type uty Fly TRE NMC SPECIAL TRUSS 3I. 1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Job Reference (optional) roxwonn umorann, Tuma, we n5:w5, uameiwmour 7.350 s Sep 27 2012 Mi -Tek Industries, Inc. Tue Apr 16 16:19:39 2013 Page 1 ID:wO_ZwVFdia8giBm5zgm6s?zRm90-0cg21R34fh8bl6ElOorTdG1 DgYmBgbvanyt 00uzQ3Lo I 513 10 0 0 15-11-0 21-10-0 26 9 4 31-10 0 513 1A 5.11-0 5-11-0 4 11-3 5 0 13 4x6 = 3.50 12 Scale = 1:58.0 Camber = 1/8 in 2x4 II 6x8 = 6x6 = 6x8 = 6x6 = 6x8 = 2x4 11 17379/-15W 1730#1-1879 5 13 10-0-0 15-11-0 21-10 0 269 4 31-10-0 5-0.13 4 11-3 5-11-0 5.111 4 11-3 5 0 13 Plate Offsets (X,Y): [10:0-2-7,0-3-01- [13:0-M,0-3-0] [17:0-4-4,0.1-4], [18:0-4-4,0-1-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.04 10-12 >999 240 MT20 220/195 TCDL 21.0 Lumber -Increase 1.15 BC 0.31 Vert(TL) -0.1910-12 >999 180 BCLL 0.0 Rep Str,-ss Incr NO WB 0.73 Hori(TL) 0.05 8 n/a n/a BCDL 1.0.0 Code 1EC2009/TP12007 (Matrix) Weight: 260 Ib FT .= 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud/Std G `Except' W10,W9,W5: 2x4 DF No.1 &Btr G, W7: 2x6 DF No.2 G BRACING TOP CHQRQ Structural wood sheathing directly applied or 3-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-3 oc bracing. WEBS 1 Row at midpt 1-15,7-8 JOINTS 1 Brace at Jt(s): 16, 17, 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ,(I S49) 15 1737/0-5-8 (mire 0-1-14) 8 1730/0-5-8 (min; 0-1-14) Max Horz 15 =-126(LC 3) Max Uplift 15-156(LC 3) 8-187(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-19=-1288/155, 2-19=-1231/164, 2-20=-1646/167, 3-20=-1544/182, 3-21=-1642/153, 4-21=-1570/163, 4-22=-1570/170, 5-22=-1643/160, 523=-1530/259, 6=23=-1f32124d, 6 -24z -f-215496, 7•:V--4282/-179; 1-15=1689/177, 7-8=-1682/207 BOT CHORD 13-14=-14111674,13-25=-145/1671, 25-26=-141/1675, 12-26=-138/1680, 12-27=-142/1673,11-27=-1 42/1673, 11-28=-140/1676,10-28=-143/1671:.9-10=-142/1673 WEBS 12-16=0/492, 4-16=0/492, 5-18=-464/80, 3-17=-451/156, 2-17=0/426, 6-18=-43/399,16-17=<79/187,14-17=-625/115, 9-18=-032!79; 2-14=-697/150.1-14=132/1653.6-9=-690/204 7-0=-165%1645, 16-18=-293/95 - - NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 125.0Ib AC unit load placed on the bottom chord, 12-6-0 from left end, supported at two points, 3-0-0 apart. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt --lb) 15=156, 8=187. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANS11TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 Ib down and 11 Ib up at 17-M, and 63 Ib down and 11 Ib up at 20-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Q 0`F E SS/ pN9 -V 41- Z w No. C 048241 m 6/30/14 CIV1 F CAO Job russ Truss Type Qty Ply 3X10- 3x4 = -TRE WA -GB GABLE 1 1 1749#/-22311 Job Reference optional) , wrrvu,.w,uauu,,uuw,r.c v........, .�cinc•..uiwui ,.awa.acy c, �u,c rvn�vnuwuau'va, u'. iuv �u �u.�v.Yu �u'o ry � ID:wO_ZwVFdia8giBm5zgm6sZR'm6;ZEE6;m41Q7GSwGpVxWMi9UZ Uy4LP40j W.x z 3Ln 8512 15-11-0 233.4 31-10-0 8-612 7-4-4 7-44 8.6-12 4X6 = 3.50 F12 3 Scale = 1:60.6 Camber = 3/16 in LUMBER TOP CHORD 2x4 DF SS BOT CHORD 2x4 DF No.1&Btr G _ ' WEBS 2x4 DF No.1 &Btr G *Except* W3: 2x4 DF Stud/Std G, W1: 2x4 DF No.2 G OTHERS 2x4 DF Stud/Std G BRACING TOPCHORD' 'Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9.2-9 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11 = 1749/0-5-8 (min.0-1-14) B a 17.49/Oe5..8 {min. Af1.1A) Max Horz 11 126(LC 4) Max Uplift 11 =-223(LC 3) '6 =-223(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-60=-1761/254, 2-60=-1664/270, 231=-1683/272, '3-61=-1584/294, 3-02=-1584294, 4-02=-1683/272, 4-63=-1664/270, 5-63=-1761 /254, 1-11=-1677/264, 5-0=-1677/264 BOT CHORD 1.0-fi4=-a66ir61'0; "4-4so1f6o, sem= oirsro, 8-05=-230/1610, 7-65=-230/1610 WEBS 3-9=-15/392, 4-7=-031/214, 2-10=-631/214, 1-10=-207/1810, 5-7=-207/1810 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal e faces , see Standard Industry Gable end Detailas ppiplicable or consult to th lt qualified building designer as per ANSI/TPI 1. 3) AD plate.s are 2(4 MT20 uraless,otherwlse indicated. ' 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) sxcept.(jt=1b)11=223, .6=223. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10) This truss has been designed for a moving concentrated load of 250.011b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semirigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. .Q.�pE E SS/ pN Co w 'S: LU C 048241 `n Exp. 6/30/14 q�OF CALF 3x¢ IP 5x5 = 3X10- 3x4 = 5x5 = 3x¢ It 1749#/-22311 17.49#/-223# 8-6-12 15-11-023 3-4 31-10-0 B-6-12 7-4-4 7-4-4 8-612 'LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.11 10-11 >999 240 MT20 220/195 TCDL 21.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.3516-11 >999 180 BOLL Q,0 ' Rep SUess•Inor YES Wo 0:0-1 Horz(TL) Q.Q5 6 War n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight 346 Ib FT = 20% LUMBER TOP CHORD 2x4 DF SS BOT CHORD 2x4 DF No.1&Btr G _ ' WEBS 2x4 DF No.1 &Btr G *Except* W3: 2x4 DF Stud/Std G, W1: 2x4 DF No.2 G OTHERS 2x4 DF Stud/Std G BRACING TOPCHORD' 'Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9.2-9 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11 = 1749/0-5-8 (min.0-1-14) B a 17.49/Oe5..8 {min. Af1.1A) Max Horz 11 126(LC 4) Max Uplift 11 =-223(LC 3) '6 =-223(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-60=-1761/254, 2-60=-1664/270, 231=-1683/272, '3-61=-1584/294, 3-02=-1584294, 4-02=-1683/272, 4-63=-1664/270, 5-63=-1761 /254, 1-11=-1677/264, 5-0=-1677/264 BOT CHORD 1.0-fi4=-a66ir61'0; "4-4so1f6o, sem= oirsro, 8-05=-230/1610, 7-65=-230/1610 WEBS 3-9=-15/392, 4-7=-031/214, 2-10=-631/214, 1-10=-207/1810, 5-7=-207/1810 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal e faces , see Standard Industry Gable end Detailas ppiplicable or consult to th lt qualified building designer as per ANSI/TPI 1. 3) AD plate.s are 2(4 MT20 uraless,otherwlse indicated. ' 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) sxcept.(jt=1b)11=223, .6=223. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10) This truss has been designed for a moving concentrated load of 250.011b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semirigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. .Q.�pE E SS/ pN Co w 'S: LU C 048241 `n Exp. 6/30/14 q�OF CALF Job russ Iruss lype uty my -TRE W -DT Special Truss 1 1 in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.0310-12 Job Reference ioationap .,e...a..,...w,., .,•..,..... .,ao.......iaau soep ci cu is mnen muusme . ma sue hpr ,o io:-i y:qi cv a rage -i I D:wO_ZwVFdia8giBm5zgm6s1zRm9o-21ooA64KB IOJXQOh VD1xih6YsMRr8U7tFGVW5mzQ3Lm 5&1 I 1058 15-11-0 21-1$ 26315 31-10-0 5 6 1 5 2 8 52$ 52-8 5-2-8 5 6 1 5x8 = 3.50 12 4 3z6 11 46 = f316 i3 4890#/-8830 l # 551 9-2-0 .1058 Scale = 1:59.7 Camber = 1/16 in ^1E 11 iS i0 46 = 3'x6 11 1482#/08 3x4 = 1644#/0# 1888#/,905# 1 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.82 TCDL 21.0 Lumber Increase 1.15 BC 0.36 BGL-L- 0:0 Rep Stress Ina NO WB Mi BCDL 10.0 Code IBC2009lrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF NO.lBBtr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G *Except* W7: 2x4 DF No.18Btr G, W80601: 2x6 DF No.2 G, W5: 2x4 DF No.2 G BRACING TOP CHORD Structural wood sh'eathin'g directly applied or 4-0-3 ov purlins, except and verticals. 'BOT CHORD Rigid ceiling directly applied or 5-9-9 oc bracing. WEBS 1 Row at midpt 4-12, 5-12, 5-10, 6-10, 3-12, 3-13, 2-13, 1-14, 7-9 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 14-" except (jt --length) 15=0-0-8, 8=0-5-8. (Ib) - Nfax' Hocz 85(LC 4) MaxMaUplift All uplift 100 Ib or less at joint(s) except 15=-883(LC 8), 8=-905(LC 9) Max Grav All reactions 250 Ib or less at joint(s) except 15=1890(LC 9), 12=1482(LC 3), 10=1644(LC 8), 13=1720(LC 9), 8=1868(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1418/892, 2-3=-782/677, 3-4=-1145/1189, 45=-1230/1256, 5-6=-737/613, 6-7=-1397/914, 1-15=-1832/936, 7-8=-1809/960 BOTCHORD 14-1'6=-994/f494, f3 -166E -876U246, i-447=-4'62'8 541', 12-17=4980/9911,11-12=1 167/1233, 11-18=-240/305, 10-18=-1483/1549, 9-10=-932/1258 '. WEBS 4-12=-865/0, 512=-1837/1407, 5-10=-1972/1162, 6-10=-1294/710, 6-9=-1090/939, 3-12=-1824/1444, '3-13=-2003/1231, 2-13=-1378/672, 2-14=-1094/937, 1-14=-1274/1694, 7-0=-1307/1662 NOTES 1) lJnbalanced roof live loads have been considered for this design. 2) Thistrusshasbeera :designed fora 1A A psf bottom chord live load nonconwrrord with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) A plate rating reduction of 20% has been applied for the green'lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 883 Ib uplift at joint 15 and 905 Ib uplift atjoint 8. 6) This truss is designed in accordance with the 2009 International Building Code section 2305;1 and referenwO standargi AN$VTPI 1: 7) This truss has been designed for a total drag load of 5275 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 9-M to 23-0-0 for 376.8 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q 0°FESS/ pN: y w No. C 048241 m EXP• 6/30/14 9 FjCAU 21-1 8 263-15 , 31-10-0 528 528 561 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.0310-12 >999 240 MT20 220/195 Vert(TL) -0.10 10-12 >845 180 Hor-NTL) 0:01 12- n/a n/a Weight: 240 Ib FT = 20% 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) A plate rating reduction of 20% has been applied for the green'lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 883 Ib uplift at joint 15 and 905 Ib uplift atjoint 8. 6) This truss is designed in accordance with the 2009 International Building Code section 2305;1 and referenwO standargi AN$VTPI 1: 7) This truss has been designed for a total drag load of 5275 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 9-M to 23-0-0 for 376.8 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q 0°FESS/ pN: y w No. C 048241 m EXP• 6/30/14 9 FjCAU Job russ I russ I ype Qty Ply 2) All plates are 2x4 MT20 unless o �Rro dicated. -TRE W -GB GABLE 1 1 �Job BC 0.55 BCLL 0.0 ' Rep Stress Ina YES areas where a rectangle 3-" tall b 2 Reference o .tional roxwonn uawrann, Tuma, AL 66.766, Uaniei Armour /.36U s Sep z! Zu1Z M11ek Industnes, Inc. Tue r 16 16:19:44 2013 Pagel ID:wO_ZwVFdia8giBm5zgm6s7zRm9o-SaTxo87CUDnuOt7GALReKK ZPYLuOJxEk9h5zQ3Lj 8-1-13 15-11-0 23-8-3 31-10-0 8.1-13 7-9-3 7-9-3 8-1-13 4x6 = 3.50 (12 3x4 = 300 = 3x10 = 3x5= 300 = 3x4 = 2183#/0# OTHERS 2x4 OF Stud/Std G BRACING TOPCHORD 43-0 oc bracing: 1-3, 19-21 4-4-0ocbracirtiq:.5-7, 1.5-17 4-10-0 oc bracing: 3-5, 7-9, 13-15, 17-19 5-1-0 oc bracing: 9-11, 11-13 'BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-45,21-22 JOINTS 1 Brace at AN): 11, 17, 5, 1, 21, 47, P. 49, 7, 53, 3, 55, 9, 57, 15, 59, 19, 63, 65 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 45 = 1609/0-5-8 (min. 0-2-5) 22 1609/0-5-8 (min. 0-2-5) Max Horz 45 = 17(LC 3) Max Grav 45 2183(LC 4) 22 2183(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOl?' ER9R9 1-66=-2295/0, 2-66=-2102/0, 2-67=-2009/0, 3-67=-1930/0, 3-68=-1907/0, 4-68=1860/0, 4-69=-1798/0, 5-69=-1668/0, 5-70=-2068/0, 6-70=-2022/0, 6-71=-1980/0, 7-71=-1874/0, 7-72=-1869/0, 8-72=-1782/0, 8-73=-1766/0, 9-73=-1718/0, 9-74=-1673/0, 10-74=-1622/0, 10-75=-1570/0, 11-75=-1461/0, '11-76=-1461/0,12-76=-1 570/0, 12-77=-1622/0, 13-77=-1673/0, 13-78=-1718/0, 14-78=-176610,14-79=-1 782/0, 15-79=-1869/0, 15-80=-1874!0, 16-80=-1980/0, 16-81=-2022/0, 17-81=-2068/0, 17-82=-1668/0;18-82=-1798/0; 18-83=-1860/0-19-83=-1 907/0. is-aa=-i93o/o; zo�'a=-zoos/o; zo-a�=-2ioz/o; z1-as=zzssio; t1:45 =�-20.85/A, 2122-=2011W. Continued on page 2 2183#/0# 31-10-0 DEFL in (loc) I/def/ Ud PLATES Vert(LL) -0.10 37 >999 240 MT20 Vert(TL) -0.32 36-37 >999 180 Horz(TL) 0.05 22 n/a n/a Weight: 402 Ib TOP CHORD 1-66=-2295/0, 2-66=-2102/0, 2-67=-2009/0, 3-67=-1930/0, 3-68=-1907/0, 4-68=-1860/0, 4-69=-1798/0, 5-69=-1668/0, 5-70=-2068/0, 6-70=-2022/0, 6-71=-1980/0, 7-71=-1874/0, 7-72=-1869/0.8-72=-1782/0,8-73=-1766/0.9-73=-171810, 9-74=-1673/0, 1G-74=-162210,10-75=-157010,11-75=-1461/0, 11-76=-1461/0,12-76=-1570/0,12-T7=-162210, 1377=-1.673/0, 13-78=-1718/0, 14-78=-176.6/0, 14-79=-1782/0,15-79=-1869/0,15-80=-1874/0, 16-80=-1980/0,16-81=-202210,17-81=-206810, 17-82=-1668/0,18-82=-1798/0,18-83=-186010, 19-83=-1907/0,19-84=-1 930/0, 20-84=-2009/0, 20.85=-2102/0, 21-85=-2295/0,1-45=-2085/0, 21-22=-2085/0 BOT CHORD 42-43=-281/327, 41-42=-367/412, 40-01=-473/520, 39-40=0/1664, 38 39=0!1594, 3738=0/1538, 36-37=0/1614, 9586=0/1689, 34-35=0/1792, 88-34=0/1809, 32-33=0/1716, 31-32=0/1648, 30-31=0/1&31, 2930=0/1556, 28-29=0/1678, 27-28=0/1647, 26-27=-490/537, 25-26=-384/429, 24-25=-298/344, 23-24=-213/259 WEBS 11-34=0/465, 3436=-613/555, 56-57=-662/489, 57-58=315/526, 5839=-598/534, 59-60=549/569, 17-60=-663/506,17-27=-688/52, 5-50=363/506, 49-50=-549/569, 48-49=-598/534, 47-48=-615/526, 46-47=-662/489, 34-46=-613/555, 5-40=-688152,1-55=0/2480, 54-55=0/2498, 53-54=0/2391, 51-53=0/2335, 51-52=02124, 40.52=0/2442, 27-62=0/2442, 61-62=02124, 61-63=0/2335, 63-64=0/2391, 64-65=0/2498, 21-65=0/2480,3 2 59=-307/Q; 19#13 _269/9&, 20;69=_307/0'6 Plate Offsets (X,Y): (22:Edge,0-1-01, [27:0-3-9,0-1-8] [40:0-3-0,0-1-8] LOADING(psf) SPACING 2-M 2) All plates are 2x4 MT20 unless o �Rro dicated. CSI TCLL 20.0 Plates Increase 1.15 4) This truss has been designed fo TC 0.58 21.0 Lumber Increase 1.15 BC 0.55 BCLL 0.0 ' Rep Stress Ina YES areas where a rectangle 3-" tall b 2 WB 0.59 'TCDL BCDL 10.0 Eode IBE2009/fP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No. I&Btr G WEBS 2x4 OF Stud/Std G *Except* W5,W4: 2x4 OF No.1 &Btr G, W2: 2x6 OF No.2 G OTHERS 2x4 OF Stud/Std G BRACING TOPCHORD 43-0 oc bracing: 1-3, 19-21 4-4-0ocbracirtiq:.5-7, 1.5-17 4-10-0 oc bracing: 3-5, 7-9, 13-15, 17-19 5-1-0 oc bracing: 9-11, 11-13 'BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-45,21-22 JOINTS 1 Brace at AN): 11, 17, 5, 1, 21, 47, P. 49, 7, 53, 3, 55, 9, 57, 15, 59, 19, 63, 65 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 45 = 1609/0-5-8 (min. 0-2-5) 22 1609/0-5-8 (min. 0-2-5) Max Horz 45 = 17(LC 3) Max Grav 45 2183(LC 4) 22 2183(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOl?' ER9R9 1-66=-2295/0, 2-66=-2102/0, 2-67=-2009/0, 3-67=-1930/0, 3-68=-1907/0, 4-68=1860/0, 4-69=-1798/0, 5-69=-1668/0, 5-70=-2068/0, 6-70=-2022/0, 6-71=-1980/0, 7-71=-1874/0, 7-72=-1869/0, 8-72=-1782/0, 8-73=-1766/0, 9-73=-1718/0, 9-74=-1673/0, 10-74=-1622/0, 10-75=-1570/0, 11-75=-1461/0, '11-76=-1461/0,12-76=-1 570/0, 12-77=-1622/0, 13-77=-1673/0, 13-78=-1718/0, 14-78=-176610,14-79=-1 782/0, 15-79=-1869/0, 15-80=-1874!0, 16-80=-1980/0, 16-81=-2022/0, 17-81=-2068/0, 17-82=-1668/0;18-82=-1798/0; 18-83=-1860/0-19-83=-1 907/0. is-aa=-i93o/o; zo�'a=-zoos/o; zo-a�=-2ioz/o; z1-as=zzssio; t1:45 =�-20.85/A, 2122-=2011W. Continued on page 2 2183#/0# 31-10-0 DEFL in (loc) I/def/ Ud PLATES Vert(LL) -0.10 37 >999 240 MT20 Vert(TL) -0.32 36-37 >999 180 Horz(TL) 0.05 22 n/a n/a Weight: 402 Ib TOP CHORD 1-66=-2295/0, 2-66=-2102/0, 2-67=-2009/0, 3-67=-1930/0, 3-68=-1907/0, 4-68=-1860/0, 4-69=-1798/0, 5-69=-1668/0, 5-70=-2068/0, 6-70=-2022/0, 6-71=-1980/0, 7-71=-1874/0, 7-72=-1869/0.8-72=-1782/0,8-73=-1766/0.9-73=-171810, 9-74=-1673/0, 1G-74=-162210,10-75=-157010,11-75=-1461/0, 11-76=-1461/0,12-76=-1570/0,12-T7=-162210, 1377=-1.673/0, 13-78=-1718/0, 14-78=-176.6/0, 14-79=-1782/0,15-79=-1869/0,15-80=-1874/0, 16-80=-1980/0,16-81=-202210,17-81=-206810, 17-82=-1668/0,18-82=-1798/0,18-83=-186010, 19-83=-1907/0,19-84=-1 930/0, 20-84=-2009/0, 20.85=-2102/0, 21-85=-2295/0,1-45=-2085/0, 21-22=-2085/0 BOT CHORD 42-43=-281/327, 41-42=-367/412, 40-01=-473/520, 39-40=0/1664, 38 39=0!1594, 3738=0/1538, 36-37=0/1614, 9586=0/1689, 34-35=0/1792, 88-34=0/1809, 32-33=0/1716, 31-32=0/1648, 30-31=0/1&31, 2930=0/1556, 28-29=0/1678, 27-28=0/1647, 26-27=-490/537, 25-26=-384/429, 24-25=-298/344, 23-24=-213/259 WEBS 11-34=0/465, 3436=-613/555, 56-57=-662/489, 57-58=315/526, 5839=-598/534, 59-60=549/569, 17-60=-663/506,17-27=-688/52, 5-50=363/506, 49-50=-549/569, 48-49=-598/534, 47-48=-615/526, 46-47=-662/489, 34-46=-613/555, 5-40=-688152,1-55=0/2480, 54-55=0/2498, 53-54=0/2391, 51-53=0/2335, 51-52=02124, 40.52=0/2442, 27-62=0/2442, 61-62=02124, 61-63=0/2335, 63-64=0/2391, 64-65=0/2498, 21-65=0/2480,3 2 59=-307/Q; 19#13 _269/9&, 20;69=_307/0'6 �9TFOF�� F Scale = 1:62.8 Camber = 3/16 in GRIP 220/195 FY = 266% 1) Unbalanced roof live loads havetdered for this de 2) All plates are 2x4 MT20 unless o �Rro dicated. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed fo .0 21 with any other live loads. �a 5)' This truss has been designed f I e ad of ��QQ tow'.. areas where a rectangle 3-" tall b 2 .. any other members. �)Apl?19 ptin9f9dvPt9n9f SI.�9fQrth�grq �9TFOF�� F Scale = 1:62.8 Camber = 3/16 in GRIP 220/195 FY = 266% Job runs russ Type y -TRE W -GB - GABLE 1 1 lob Reference .o ti Foxworth Galbraith, Yuma. AZ 85365, DaniellAnnour 7.350 s Sep 27 2012 MTek Industries, Inc. Tue Apr 16 16:19:44 2013 Page 2 ID:wO_ZwVFdia8giBm5zgm6s?zRnn-SaTxo87CUDnuOt7GALReKKkBwZPYLuOJxEkgh5zQ3Lj NOTES 7) This truss is designed in aecordam with the 2009 International Building Code section 2306.1 and referenced standard ANEI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonaoncurrent with any other live loads. 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(9:33) Plate grip DOL=(1.33) Connect truss_ to resist drag loads along bottom chord from 0-0-0 to 31-6-8 for 63.4 plf. 10) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orienta on) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 12) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along ' rake W6ff 66-a-9,WRidaev®EPs liegeE. ff(AW T. 5W4 tie prates requP-0-0 Milgi Eed at es .. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. 1 , N, ESS/pN9 w No. C 048241 `n m Exp. 6/30/14 _ Clvi 9TFOF CAUF onal Job russ Truss Type Qty Ply Ud -TRE X Special Truss 14 1 >999 240 MT20 220/195 Lumber ncrease 1.15 BC 0.18 Vert(TL) Job Reference .o .tional ID:w0_ZwVFdia8giBm5zgm6s?zRm9o-PybhDg8TOrlceBHfImT6PIpT GNBgpixcOYDGm_7Eh 2-2-0 6 9-0 11 4 0 15-11-0 20 6 0 25 1-0 29 6-0 31-10-0 , 2-2-0 4 7-0 4-7-0 47-0 4 7-0 47-0 4-7-0 2-2-0 3.50 F12 44 = 6 Scale = 1:52.9 Camber = 3/16 in 6X10 = - 6x10 = Plate Offsets (X,l LOADING (psf) TCLL 20.0 'TCDL 21.0 BCLL 0.0 ` B'CDL 10:0' 18589/-265# 11-4-6 15 11-0 SPACING 2-M CSIDEFL 12 = in (loc) 1/deft Ud PLATES GRIP Plates Increase 1.15 TC 0.53 Vert(LL) -0.06 15 >999 240 MT20 220/195 Lumber ncrease 1.15 BC 0.18 Vert(TL) -0.27 16-17 >999 180 Rep Stress Ina NO WB 0.97 Horz(TL) 0.00 n/a n/a Code I902009[TP12007 (MdBiky Weight; 1'53' 16 FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly aFplied or 3-9-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-5-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 20 = 1858/0-5-8 (min 0-2-0) 12 = 1858/0-5-8 (min 0-2-0) Max Horz 20 = 3613(LC 1) 12 = 3613(LC 1)• Max Uplift 20 = 265(LC' 5) 12 = -265(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1956/300, 2-21=-1917/303, 2-3=-2887/474, 3-22=-2833/480, 4-22=-2832/488, 4-23=-2641/442, 5-23=-2588/456, 5-24=-1233/176, 6-24=-1177/184, 6-25=-1177/184, 7-25=-1233/176, 7-26=2588/456, 8-26=-2641/442,8-27=-2832/488,9-27=-2833/480, 9-10=-2887/474,10-28=-1 917/303, t1-28=-1956/300, 1-20=-1816/270,11-12=-i 8161270 80T C'1409 19-20=-3551/433,18-19=-1884/283,17-1 8=-1 175/252, 16-17=-1311/294,15-16---1311/294,-14-15=-1 175/252, 13-14=-1884/283,12-13=-3551/433 WEBS 6-16=0/349, 7-16=-1368/330, 7-15=C/277, 8-15=428/88, 8-14=-290/121, 10-14=-1501926,10-43=-683/190, 5-16=-1368/330, 5-17=0/277, 4-17=428188, 4-18=-290/121, 2-18=-150/926, 2 -19= -6831190,1 -19t= -322r2190, 11-13=-32212190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3 -second gust); TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10:0 pef bottom chord live load nonconcurrent with any other live loads. 5) ` TfSis'friiss h59 1566h desigfied f6f a iiVe load of 20.009 ori ftie b6ft6iii cfi6fd iii ati areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 Ib uplift at joint 20 and 265 Ib uplift at joint 12. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2009 Intemational Bu Ii ding Code season 2306.1' aijd Fefefdff6ddsfEi6dafd ANSI/TPl1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 11) "Semi{igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 Ib down and 87 Ib up at 15-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :Q. p ESS/ j -V 411 w No. C 048241 m I 1' Exrr11• 6/30/14 9 FICAI F \ Job russ russ ype [19:0-8-4,0-3-0) y 1784/0-5-8 (min. 0-2-2) -TRE x -GB GABLE 1 1 I.J.ob -3581 (L,-, 3) CSI DEFL in (loc) Reference .optional) rox nn i wrann, T uma, � oosoa, uamei.rvmour r.3aU 5 Sep z / 2uiz mt i ex Inauslnes, Inc. 1 ue Apr 76 1ti:19:4/ 2073 Pagel I D:wO_ZwVFdia BglBm5zgm6s?zRm9o-t993QA95n89TFLrrsU_LxyMcunWoYBGIdCzpIQzd3Lg ' [ 2-2-0 E-9-0 11 "404 15.11-0 20-0-0 25 1-0 29 8-0 31-10-0 2-2-0 !-7-0 -7-0 4-7-0 4-7-0 4-7-0 4 7-0 2-2-0 Scale = 1:56.1 Camber = 3/16 in 2x4 = 4x4 = 3x5 3x5 !10= 6xto = 1989#!x# 1889#10# 2-2-0 11-0-0 15 11-0 208 0 25 1-0 29$ 0 31-10 0 2-2-0 d-7-0 4-7-0 4 7-0 d 7-0 d 711 d7s 9.9 n Plate Offsets (X,Y): [12:Edge,O-1-ft [13:0-8-4,0-3-01, [19:0-8-4,0-3-0) 12 = 1784/0-5-8 (min. 0-2-2) Max Horz 20 = LOADING(psf) SPACIMG 2-" -3581 (L,-, 3) CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates I icrease 1.15 TC 0.66 Vert(LL) -0.07 15 >999 240 MT20 220/195 TGDL- 2-1•.0 L -umber -Increase 1a5 BG 919 Vert(TL-) -0.2814-15 >999 180 BCLL 0.0 Rep Suss Ina NO WB 0.83 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code' IEC2G09/TPI2007 {Matrix) Weight: 194 lb FT = 209k LUMBER TOP CHORD 2x4 DF No.1 &Btr G I BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G *Except* W2: 2x4 DF No.2 G BRACING T.02.C8ORD Structural wood sheathing directly applied or 5-11-13 oc purlins, except end verticals. Except: 33-0 oc bracing: 2-3, 9-10 3-9-0 oc bracing: 3-4, 8-9 4-3-0 oc bracing: 1-2, 10-11 BOT CHORD Rigid ceiling directly applied or 3-5-E oc bracing. JOINTS 1 Brace at Jt(s): 9, 10, 3, 2, 1, 11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 20 = 1784/0-5-8 (min. 0-2-2) 12 = 1784/0-5-8 (min. 0-2-2) Max Horz 20 = 3581 (Lo-, 4) 12 = -3581 (L,-, 3) Max Grav 20 = 1989(LC 4) 12 = 1989(LC 3) FORCES (lb) -Max. Comp./Max. Tan. -All forces 250 (lb) or less except when shown. TOPCHORD � 24=-343/0,1=2�=-314FT, 3-3i=-B5✓�7%0, 331=-996070, 3-23=-3074/0, 4-23=2796/0, 4-5=-1226/0, 5-24=-960/0, 6-24=-943/0, 6-25=-943/0, 7-25=-980/0, 7-8=-1226/0, 8-26=-2796/0, 9-26=-3074/0, 9-27=-330010,10-27=-3587/0, 10-28=-2246/0,11-28=-247210,1-20=-1939/0,11-12=-1939/0 BOTCHORD 19-20=-367210,18-19=-188710,17--8=-1038/36,16-17=-1590/0. 15-16=-1590/0,14-15=-1038/36,13-14=-1887/0, 12-13=3672/0 WEBS 8-T 6=-2130/0, 8-15=0/437, 9-15=-835/0, 9-14=-365/0, 1dLL'JA=O/12AU, 1d�1.3=�759J0, A.-'dS =21.30/0, At -17=.0%437, WEBS 8-16=-2130/0,8-i 5=0/437, 9-15=-885/0, 9-14=-365/0, 10-14=0/1210,10-13=-759/0, 4-16=-2130/0, 4-17=0/437, 3-17=-885/0, 3-18=-365/0, 2-18=0/1210, 2-19=-759/0, 1-19=0/2576, 1 1-1 3=012576 WYE& 1) This truss has been checked for uniform roof live load only, except as noted. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-M wide will fit between the bottom chord and any other members. 5)' A plate Fa64g reductieA a€20% Fads hada appliddf6i tine gredra furfihdF widraandrs. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 31-10-0 for 94.2 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 12) Hanger(s) or other connection device(s) shal sufficient to support daa"atraWOlaad(sl`350:IU46W gr 15-}} � ii�i�'erlds5ga'/sffldBfiahof such connection device(s) is the respons f r (J 13) Nd fi6t5h6f atldvired ifi ovdrfiafig a'" an 19 -om dgtif efid of 17 along rake from scarf, whichevermimum 1.5x tip equired at 2-M o.c. maximum between the s urds. For edge-wi I , provide at least one be plate between each no ��nn 14) In the LOAD CASE(S) section,ad pq� d "Q"F4hp tri, Z noted as front (F) or back (B). CY-1 .Exp. 6/30/14 qT clv\ \�F CAUF Job russ I russ I ype Qty Ply -TRE Y Common Trus 14 1 15-5-2 22-0-0 Job Reference .o .tional rozrronn uaioraun, rurtra,vanie—mour ID:wO_ZwVFdia6giBm5zgm6s'?zRm9o-LLjReWA1YSHKtVQ1PBVa UvoOBnIHI vssiMrszQ3Lf ' 6514 11-0-0 155-2 224).0 6514 4-5-2 4-5-2 6$14 Scale = 1:35.0 Camber = 1/4 in 46 = 4 5x5 11 46 = 300 = 2x4 II 5x5 II 2x4 11 ld ' 1285#/-184# 1284#/-184# 6514 11.0.0 15-5-2 22-0-0 6.61_4 4.5.2 -4.5.2 6514 Offsets (X,Y): [1:0-2-5,0-2-11,=7:0-2-13,0-2-11 'Plate LOADING(psf) SPACIFG 2-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.08 9 >999 240 MT20 220/195 TCDL 21.0 Lumberilncrease 1.15 BC 0.53 Vert(TL) -0.36 8-9 >728 180 0.0 ' Rep Str3ss Incr NO WB 0.42 Horz(TL) 0.13 7 n/a n/a 'BCLL BCDL 10.0 Code IE•C2009/TPI2007 (Matrix) Weight 94 lb FT = 20% LUMBER TOP CHORD 2x4 DF f9o.1&Btr G 'BOT CHORD 2x4 DF No.1&Btr G - WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 3-4-5, Right 2x4 DF Stud/Std -G 3-4-5 'BRACING TOP CHORD Structural .wood sHeathirig direCUy applied or 3-8-5 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 = 1285/0-5-8 (min. 0-1-8) 7 = 1284/0-5-8 (min. 0-1-8) Max Horz 1 -50(LC 4) Max .Uplift 1 = -184(LC 5) '7 =-184(LC 6) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-3033/407, 2-12=-2956/409, 2-13=-2957/413, '3-13=-2900/423,3-14=-2419/335,4=14=-2370/349, 4-15=-2370/349, 5-15=-2419/336, 5`16=-2900/423, 6-16=2957/413, 6-17=-2956/409, 7-17=-3033/407 BOTCHORD a'4f-=38&2902, aas a =383/28x2, 0= 8312802, '8-0=-338/2802, 7-8>338/2802 WEBS 4-0=-105/953, 5-9=-090/160, 3-9=-tg0/160 NOTES ' 1) Unbalanced roof live loads have 'peen considered for this design. 2) Wind: ASCE 7-05; 90mph (3-sec)nd gust); TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-ri:ae) gable end zone; cantilever left and right exposed ; end vertical left and right exposed' [lumber pmber D0�=1:60 late grip D0�1;60 tru 3) ThIs. ss 6as-beriedesigned fora 10sf bottom chordIive load nonconcurrent with any ether live cod$ 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 Ib uplift at joint 1 and 184 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.0lb bead located at.all mid panels and at all panel points along.the Top .Ghord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325 Ib down and 56 Ib up at 11-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) pr back (E1): - < J. w �No. C 048241 `n m Exp. r1• 6/30/14 IV1�\� 9\F CAU8 F.—An G ib.iin, T unix, AZ 8-5. Lltl - WInOUI r.Jou 5 JeP U Lu 1 c NII I." uu51.e , Inu. Ua MPr to to: IY.4`9; ra e 1 ' ID:wO_ZwV:dia8giBm5zgm6s?zRm9o-pXGgrrBLJmPBVr7DzvOp1NR_CaBQOCE24WSwNlz 3Le 6$14 11-0-0 15-5-2 22.0-0 6.6.14 4-5-2 4-5-2 6$14 Scale = 1:34.9 Camber = 1/4 in ' 4x4 = 4 6x6 II 6x6 WB= 3x10 = 2x4 II 6x6 II 2x4 11 ' 1571#!0# 'Plate Offsets (X,l LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 BCDL 10.0 SPACING 2-M Job -TRE russ YA-DT russ ype Common Truss 1 y 1 JJ.ob Reference o tions► F.—An G ib.iin, T unix, AZ 8-5. Lltl - WInOUI r.Jou 5 JeP U Lu 1 c NII I." uu51.e , Inu. Ua MPr to to: IY.4`9; ra e 1 ' ID:wO_ZwV:dia8giBm5zgm6s?zRm9o-pXGgrrBLJmPBVr7DzvOp1NR_CaBQOCE24WSwNlz 3Le 6$14 11-0-0 15-5-2 22.0-0 6.6.14 4-5-2 4-5-2 6$14 Scale = 1:34.9 Camber = 1/4 in ' 4x4 = 4 6x6 II 6x6 WB= 3x10 = 2x4 II 6x6 II 2x4 11 ' 1571#!0# 'Plate Offsets (X,l LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 BCDL 10.0 SPACING 2-M CSI DEFL in (loc) I/def! Ud Plates Increase 1.15 TC 0.54 Vert(LL) -0.11 9-10 >999 240 Lumber ncrease 1.15 BC 0.50 Vert(TL) -0.33 9-10 >804 180 Rep Stress Iner YES WB 0.36 Horz(TL) 0.12 7 n/a n/a Code lEr-2009/TPI2007 (Matrix) LUMBER TOPC4qOR4) 2-x4 OFNo. 1&BtrG BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/Std G OTHERS 2x4 OF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 3-4-5, 'Right 2x4 OF Stud/Std -G 3-4-5 BRACING TOP CHORD' Structural wood sheathing directly arplied or 3-312 oc purlins. f30i CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizersand required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '1 1122/0-5-8 (min -0-1-11) 7 1122/0-5-8 (min -0-1-11) Max Grav 1 = 1.571.(LC 4) 7 = 1571(LC 3) 'FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3757/0, 2-3=-3359/0, 3-12=-24:8/0, 4-12=-2114/0, 4-13=-2112/0, 5-13=-2436/0, 5-0=-3370/0, 6-7=-3767/0 'BOT CHORD 1-11=0Y3556, 10-11=0/3556, 9-10=Or'3556, 9-14=0/3738, 8-14=0/2999, 8-15=0/3012, 7-15=0/3567 WEBS 44=6/6ef, 5-9=79;06; --GF-W 10' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for s 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed foe a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) A plate rating. reduction of 20%has been applied for the green lumber members; 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referancod .standard A- N.SI/IAJ 1. 1571#/0# 22-M 6-G14 PLATES GRIP MT20 220/195 Weight: 95 Ib FT = 20% 6) This truss has been designed fora moving concentrated load of 250.Olb live and 25.Oib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2605 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 13-0-0 to 20-0-0 for 372.1 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7iA G w No. C 048241 F r 6/30/14 6 'Exp. moi-- w qT CIV1 \F CALF d n A oI russ I russ I ypeUtyy 22-0-0 TRE Y -GB GABLE 1 1 in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.10 6 Job Reference (optional) rveW nn vaimm un o auo-ann,uii— soepa —z mn eR muusie, ma i ue rpr io io:z i:vt to is rage? ' ID:wO_ZwVFdia8giBm5zgm6s?zRm9o-AaBQAp386BbgIt4FlkgxUnzNg01 wdD6otNdHRazQ3KV 6-6-1- 11-0-0 1552 22-M 6-61 - 4-5-2 4-5 2 6614 Scale = 1:36.3 Camber = 1/4 in 2x4 = 4x4 = I 300 = - 2x4 II 4x6 = - 3x10 = 2x4 11 300 = 4459th'B# 6-6.14 11-0-0 6614 4-5-2 'LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Irscrease 1.15 TC 0.87 TCDL 21.0 Lumberincrease 1.15 BC 0.54 BCLL 0.0 Rep Stress Incr YES WB 0.37' 'BCDL 10.0 Code IEC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 OF Stud/Std G ' BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) '1 107510-5-8 (mio. 0-1-9) 5 107510-5-8 (mia. 0-1-9) Max Grav 1 = 1453(Lr- 4) 5 : 1'453(LC 3)' 'FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOPCHORD 1-10=-3860/0, 2-10=-3502/0, 2-11=-2423/0, 3-11=-2043/0, 3-12=-2043/0, 4-12=-2423/0, 4-13=-3502/0, 5-13=-3860/0 'BOTCHORD 1-9=0/3627, M=0/2995, 7-8=0/2745, 6-7=0/2995, 5-6=0/3627 WEBS 3-7=0/760, 4-7=-879/0, 2-7=-879/0 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live loads. %= This taus Fias beers designed'fer a lige load 6f 20'.00966IN6 66&W chord 6 all' 'areas where a rectangle 3-" tall by 24).0 wide will fit between the bottom chord and any other member;. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Solid blocking is required on both sides of the truss at joint(s), 1. 6) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed fora moving concentrated load of 250.Olb live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with an other live loads: 8) This any has been designed fora total drag load of 2515 Ib. Lumber DOL=(1.33) Plate grip aGtr,(1.33) Connect taus to rasist drag loads:along bottom chord from 0r0-0 ' to 22-" for 114.3 plf. 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. Q F S IONq U-1 No. C'048241 m crnn/-1n 7 C IV1\ j\F CAUF 1552 22-0-0 4-5-2 6-614 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.10 6 >999 240 MT20 220/195 Vert(TL) -0.36 6-7 >698 180 Horz(TL) 0.11 5 n/a We Weight: 115 Ib FT = 20% 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. Q F S IONq U-1 No. C'048241 m crnn/-1n 7 C IV1\ j\F CAUF