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10-0274 (SFD)53905 Avenida Martinez 10-0274 P.O. BOX 1504 . 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 T-iht 4 4 Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: 10-00000274, Property Address: 53905 AVENIDA MARTINEZ APN: 774-171-020-8 -000000- Application description: DWELLING - SINGLE FAMILY DETACHED Property Zoning: COVE RESIDENTIAL Application valuation: 119171 Applicant: I r eo -,, 4,0, C4t,- Architeix eer: -------------------------------------------------- LICENSED CONTRACTO ECLARATION - I hereby affirm under penalty of perjury that I am licensed under ovi ons of Chapter 9 (commencing with Section 7000) of Division 3 of t e Usines and Pro s ionals C e, d my License is in full force and effect. License Class: B Lice se o.: 727199 Date: % -'L-•t - to Contractor OWNER -BUILDER DECtA ATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1$500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). 1 _) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of -perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERI%11T VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier UNITED INS Policy Number 238130742009 1 certify that, in the performance of the work for Vwo s permit is issued, I shall not employ any person in any ner so as to bec subjecorkers' compensation laws of California, and agree that, f should ecome ubject to trs' compensation provisionsof Section 3700 of the Lab r ode, I hall fo thwith comthose provisions. Date:--1-2`i-t0 Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 15100,0001. IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. - 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state t the above informatiLnh ect. agr a to comply with all city and county ordinances and state laws relating b 'Iding c nstruction,by uth ize representatives of this county to enter upon the above-mentioned pr e y for i spection p Date:T-7_1-lo Signature (Applicant or Agent): Date: 7/29/10 Owner: 3 BOULDERS, LLC. 45311 GOLF CENTER PKWY #B INDIO, CA 92201 rJUL s 2010 Contractor: ---- ----_. . . CORONEL ENTERPRISES WY OF LAQUINTA 42760 MADIO STREET FINANCE OFFT. INDIO, CA 92201 — (760)775-1234 Lic. No.: 727199 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier UNITED INS Policy Number 238130742009 1 certify that, in the performance of the work for Vwo s permit is issued, I shall not employ any person in any ner so as to bec subjecorkers' compensation laws of California, and agree that, f should ecome ubject to trs' compensation provisionsof Section 3700 of the Lab r ode, I hall fo thwith comthose provisions. Date:--1-2`i-t0 Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 15100,0001. IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. - 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state t the above informatiLnh ect. agr a to comply with all city and county ordinances and state laws relating b 'Iding c nstruction,by uth ize representatives of this county to enter upon the above-mentioned pr e y for i spection p Date:T-7_1-lo Signature (Applicant or Agent): Application Number . . . . . 10-00000274 ------ Structure Information 1,918SF DWELLING/VB/RES-3/CL A -FR [CONY] ----- Other struct info . CODE EDITION 2007/2008 # BEDROOMS 3.00 FIRE SPRINKLERS NO GARAGE SQ FTG 461.00 PATIO SQ FTG 32.00 NUMBER OF UNITS 1.00 ---------------------------------------------------------------------------- 1ST FLOOR SQUARE FOOTAGE 1918.00 Permit BUILDING PERMIT Additional desc . Perrtiit—Fee-:-_ --`---.--_—'"-709:50----T-- --plan Check Fee 461:18------".-.._.. Issue Date . . . . Valuation . . . . 119171 Expiration Date 1/25/11 Qty Unit Charge Per Extension BASE FEE 639.50 5; 20.00 3.5000 ---------------------------------------------------------------------------- THOU BLDG 100,001-500,000 70.00 Permit . . . ELEC-NEW RESIDENTIAL Additional desc . Permit Fee 106.35 Plan Check Fee 26.59 E Issue Date . . . . Valuation . . . . 0 Expiration Date 1/25/11 Qty Unit Charge Per Extension BASE FEE 15.00 1918.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 67.13 461.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 9.22 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 1/25/11 Qty Unit Charge Per Extension -----------------=---------------------------------------------------------- BASE FEE 15.00 Permit . . MECHANICAL Additional desc . Permit Fee . . . . 77.50 Plan Check Fee 19.38 , LQPERMIT LQPERAIIT Application Number . . . 10-00000274 Permit . . . . . . MECHANICAL Issue Date . . . . Valuation . . . . 0 Expiration Date 1/25/11 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 4.5000 EA MECH VENT INST/ DUCT ALT 4.50 1.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 16.50 4.00 6.5000 EA MECH VENT FAN 26.00 1.00 6.5000 EA MECH OTHER VENT SYSTEM ---------------------------------------------------------------------------- 6.50 ---_"-------_"-Permit--- ----._-.PLUMBING-------_"'------- Additional desc . Permit Fee 134.25 Plan Check Fee 33.56 _ Issue Date Valuation . . . . 0 Expiration Date .1/25/11 _., Qty Unit Charge Per. Extension BASE FEE 15.00. : 11.00 6.0000 EA PLB FIXTURE 66.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT .7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 1.00 .7500 EA PLB GAS PIPE >=5 .75 1.00 15.0000 EA PLB GAS METER 15.00 ----------------------------------7----------------------------------------- Special Notes and Comments 1,918SF DWELLING/VB/RES-3/CLASS A -FR (CONVENTIONAL] THIS PERMIT DOES NOT INCLUDE POOL, SPA OR BLOCK WALLS. DEFERRED SUBMITTAL REQUIRED FOR THE INSTALLATION OF SPIRAL STAIR TO ROOF DECK. 2007/2008 CALIFORNIA BUILDING CODES. July 8, 2010 12:41:42 PM AORTEGA ---------------------------------------------------------------------------- Other.Fees . . .. . . . . . . ART IN PUBLIC PLACES -RES 20.00 BLDG STDS ADMIN (SB1473) 5.00 DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 995.00 ENERGY REVIEW FEE 46.12 DIF FIRE PROTECTION -RES 140.00 GRADING PLAN CHECK FEE .00 DIF LIBRARIES - RES 355.00 LQPERAIIT Application Number .. . . . . 10-00000274 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 COVE PRECISE PLAN FEE 100.00 DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION- RES 1930.00 Fee summary ----------------- Charged ---------- Paid Credited ------------------------------ Due Permit Fee Total 1042.60 .00 .00 1042.60 Plan Check Total 540.71 250.00 .00 290.71 Other Fee Total 4646.12 .00 .00 4646.12 Grand Total 6229.43 250.00 .00 5979.43 LQPERAIIT .5.3 - 9os Building Address Mailing Address 4 S_ ?SA ress P.O. BOX 1504 1 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 io -.9-14 APPLICATION ONLY BUILDING: TYPE CtOiNST. OCC. GRP. \ A.P. Number -1:1 o cvr r Zip Tel. f Legal Description a\,. q Project Descriptions State Lic. City & Classif. L ?v C. 6 r Lic. # Designer Address Tel. L;Ity I`IP Iba`, ' LICENSED CONTRACTOR'S DECLARATION affirm that I am licensed under provisions of Chapter 9 (commencingwit Section yti n 3 of the Business acid Professir Code, and my license is in full f rce and OWNER -BUILDER DECLARATION I herebyU I am exempt from the Contractor's License Law for the following reason: (Sec.usiness and Professions Code: Any city or county which requires a permit to cons improve, demolish, or repair any structure, prior to its issuance also requires the asuch 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) or 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). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law) ❑ 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 Sq. Ft. q ) No. No. Dw. Size `__\\ D Stories Units 1 New 14 Add ❑ Alter ❑ Repair ❑ Demolition ❑ LA QUINTA Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Q, 00 Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS AL 160 ,71 ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE_ Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Date 7/26/10 No. 30772 Owner Coronel Enterprises Address 42760 Madio St City Indio Zip 92201 Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 Lot # No. Street Unit 1 53-905 Avenida Martinez Unit 2 Unit 3 Unit 4 Unit 5 APN # Jurisdiction Permit # No. of Units S.F. Lot # No. 1918 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 Q BERMUDA DUNES r Cn RANCHO MIRAGE d INDIAN WELLS PALM DESERT ,y LA QUINTA %INDIO O Y 774-171-20 La Quinta Street S.F. Comments Payment one check $11,394.00 for two properties (53-885 Avenida Martinez APN 774-171-019 and 53-905 Avenida Martinez APN 774-171-020.) Credit $1.08 to be refunded to Cornel Enterprises At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (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: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.97 X 1,918 S.F. or $5,696.46 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 CC-Rabobank, Zike Coronel Check No. 007004716 Name on the check Telephone 760/578-3446 Funding Residential By Dr. Sharon P. McGehee Superintendent Fee collected /exeMpted by Patricia Barbuzza Signature r( r,I(A,.,1,,; Payment Recd = $5697;54,- = $11,394.00 NOTICE: Pursuant to Government Code Section 6 (d)(1), this will serve to notify you that the 9D -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 n I BUILDING ENERGY ANALYSIS REPORT PROJECT: Coronel Enterprises Lot 8, 53-905 Avenida Martinez La Quinta, CA 92253 Project Designer: South West Concepts 78-115 Calle Estado La Quinta, CA 92253 (760) 564-4707 Report Prepared by: Tim Scott Scott Design and Title 24, Inc, 77-085 Michigan Drive Palm Desert, CA 92211 (760) 200-4780 CITY OF LA QUINTA Job Number: BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Date: I W Bll - DATE 6/21 /2010 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. 2 • • • PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 6/21/2010 Project Address Lot 8, 53-905 Avenida Martinez La Quinte California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1,918 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. El Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ft) Features (see Part 2 of 5) Status Roof Wood Framed Attic R-38 1,918 Radiant Barrier Cool Roof New Wall Wood Framed R-13 1,348 Ext=R-5.0 New Door Opaque Door None 20 New Slab Unheated Slab -on -Grade None 1,918 Perim = 212' New FENESTRATION U- Orientation Area(fo Factor Exterior SHGC Overhang Sidefins Shades Status Front (E) 20.0 0.400 0.35 4.0 none Bug Screen New Front (E) 6.0 0.400 0.35 4.0 none Bug Screen New Front (E) 28.8 0.400 0.35 none none Bug Screen New Front (E) 33.4 0.400 0.35 none none Bug Screen New Right (N) 42.0 0.400 0.35 none none Bug Screen New Right (N) 52.0 0.400 0.35 none none Bug Screen New Right (N) 33.4 0.400 0.35 none none Bug Screen New Rear (1/10 33.4 0.400 0.35 none none Bug Screen New Rear (1M 28.0 0.400 0.35 none none Bug Screen New Left (S) 7.3 0.720 0.59 none none Bug Screen New Left (S) 44.0 0.400 0.35 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status A/C 1 Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.62 All Pipes Ins New Energ Pro 5.0 by EnergySoft User Number: 6712 RunCode: 2010-06-21 T08:42:2 ID: Page 3 of 17 • • PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone 1 ❑ Multi Family ❑ Existing+ Addition/Alteration Date 6/21/2010 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 Roof R-38 Roof Attic Reflectance = 0. 65, Emittance = 0.75 shall be rated and labeled by the Cool Roof Rating Council in accordance with Section 10-113 of the standards. The Roof R-38 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The Cooling System Bryant 550AN060-EI31 1JAV060090 includes credit for a 11.5 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System A/C 1 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System A/C 1 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnergyPro 5.0 by EnerqySoft User Number: 6712 RunCode: 2010-06-21 T08:42:2 - ID: Page 4 of 17 • • PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date Coronel Enterprises ❑ Multi Family ❑ Existing+ Addition/Alteration 6/21/2010 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 1.34 1.68 -0.34 Space Cooling 61.49 56.04 5.45 Fans 12.14 14.77 -2.64 Domestic Hot Water 16.74 15.17 1.57 Pumps 0.00 0.00 0.00 Totals 91.71 87.66 4.05 Percent Better Than Standard: 4.4% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (E) 90 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (E) 320 88 Fuel Available at Site: Natural Gas (S) 528 51 Raised Floor Area: 0 (W) 320 61 Slab on Grade Area: 1,918 (N) 528 127 Average Ceiling Height: 9.0 Roof 1,918 0 Fenestration Average U -Factor: 0.41 TOTAL: 328 Average SHGC: 0.36 Fenestration/CFA Ratio: 17.1 % 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, aitat 6/21/2010 Address 77-085 Michigan Drive Name Tim Scott City/State/ZipCity/State/Zip Palm Desert, CA 92211 Phone (760) 200-4780 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and buildi4envelopealingrequire installer testing and certification and field verification by an approved HERS rater. Designer orOwner (per Business & Professions Code) Company South West Concepts Address 78-115 Calle Estado Name Steve Nieto City/State/Zip La Quinta, CA 92253 Phone (760) 564-4707 Signed License # Date EnemyPro 5.0 by EnemySoft User Number: 6712 RunCode: 2010-06-21 T08:42:2 ID: Page 5 of 17 • 0 r L -A CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Coronel Enterprises OPAQUE SURFACE DETAILS Building Type m Single Family ❑ Addition Alone Date ❑ Multi Family ❑ Existing+ Addition/Alteration 1612112010 Surface Type Area U- Insulation Factor Cavity Exterior Frame Interior Frame Azm Joint Appendix Tilt I Status 4 Location/Comments Roof 1,918 0.026 R-38 270 0 New 4.2.1-A9 Entire Residence Wall 212 0.068 R-13 5.0 None 90 90 New 4.3.1-A3 Entire Residence Door 20 1.450 None 90 90 New 4.5.1-A1 Entire Residence Wall 401 0.068 R-13 5.0 None 0 90 New 4.3.1-A3 Entire Residence Wall 259 0.068 R-13 5.0 None 270 90 New 4.3.1-A3 Entire Residence Wall 477 0.068 R-13 5.0 None 180 90 New 4.3.1-A3 Entire Residence Slab 1,714 0.730 None 0 180 New 4.4.7-A1 Entire Residence Slab 204 0.730 None 0 180 New 4.4.7-A1 Entire Residence FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 1 Window 20.0 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Doors Entire Residence 2 Window 6.0 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 3 Window 6.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 4 Window 2.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 5 Window 33.4 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Doors Entire Residence 6 Window 10.0 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 7 Window 6.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 8 Window 2.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 9 Window 15.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted-Oper Entire Residence 10 Window 6.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Window Entire Residence 11 Window 15.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted-Oper Entire Residence 12 Window 6.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Window Entire Residence 13Window 16.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Window Entire Residence 14 Window 8.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Window Entire Residence 15Window 12.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted-Oper Entire Residence 16 Window 6.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Window Entire Residence (1) Ll -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 ID Exterior Shade Type SHGC Window H t Wd Ove hanq Left Fin Ri ht Fin Len H t LExt RExt Dist Len H t Dist Len H t 1 Bug Screen 0.76 6.7 3.0 4.0 0.1 4.0 4.0 2 Bug Screen 0.76 2.0 3.0 4.0 0.1 4.0 4.0 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 IBug Screen 0.76 16 IBug Screen 0.76 EnergyPro 5.0 by EnergySoft User Number: 6712 RunCode: 2010-06-21 T08:42:2 ID: Page 6 of 17 0 • CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date Coronel Enterprises ❑ Multi Family ❑ Existing+ Addition/Alteration 6/21/2010 OPAQUE SURFACE DETAILS Surface I U Insulation Joint Appendix Type I Area I Factor I Cavity I ExteriorFFramellnteriorI Frame I Azm I Tilt I Status 1 4 1 Location/Comments FENESTRATION SURFACE DETAILS (1) U -Factor Type: 2 SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 17 Window 33.4 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Doors Entire Residence 18 Window 10.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Window Entire Residence 19 Window 33.4 0.400 NFRC 0.35 NFRC 270 New Double Tinted -Doors Entire Residence 20 Window 10.0 0.400 NFRC 0.35 NFRC 270 New Double Tinted -Window Entire Residence 21 Window 12.0 0.400 NFRC 0.35 NFRC 270 New Double Tinted -Window Entire Residence 22 Window 6.0 0.400 NFRC 0.35 NFRC 270 New Double Tinted -Window Entire Residence 23 Window 7.3 0.720 NFRC 0.59 NFRC 180 New Glass Block Entire Residence 24 Window 20.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted-Oper Entire Residence 25 Window 4.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted-Oper Entire Residence 26 Window 20.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Oyer Entire Residence EnergyPro 5.0 by EnergySoft User Number: 6712 Run Code: 2010-06-21 T08:42:2 /D: Page 7 of 17 (1) U -Factor Type: 2 SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type Window Ove hang Left Fin Right Fin SHGC HqA Wd Len H t LExt RExt Dist Len H t Dist Len H t 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 IBua Screen 0.76 EnergyPro 5.0 by EnergySoft User Number: 6712 Run Code: 2010-06-21 T08:42:2 /D: Page 7 of 17 17J J CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 6/21/2010 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built A/C 1 Entire Residence 1,918 17,262 Totals 1 1,918 0 0 01 1 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status A/C 1 1 Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status A/C 1 Ducted Ducted Attic, Ceiling Ins, vented 8.0 m 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 RHEEM 41-R50N 1 Small Gas All Pipes Ins 40,000 50 0.62 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control E E w a` Hot Water Piping Length ft c Q c — System Name Pipe Length Pipe Diameter Insul. Thick. Qt HP Plenum Outside Buried ❑ ❑ ❑ ❑ ❑ ❑ EnergyPro 5. 0 by EnergySoft User Number: 6712 Run Code: 2010-06-21T08:42:2 ID: Page 8 of 17 4 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name Coronel Enterprises Date 6/21/2010 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 U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) 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 U -factor. 150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 e 1 A: 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 _2_quipped 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/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)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. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §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 sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. 150(j)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro5.0 by EnergySoft User Number: 6712 Run Code: 2010-06-21T08:42:25 ID: Page 9 of 17 FF-_ L_ MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date Corone/ Enterprises 6/21/2010 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such 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 not 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. EnergyPro5.0 by EnergySoft User Number: 6712 Run Code: 2010-06-21 T08:42:25 /D: Page 10 of 17 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF-1 R Project Name Date oronel Enterprises 6/21/2010 §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)11: 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)12: 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)13: 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 Exception to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)l4: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: 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)16: 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 5.0 by EnergySoff User Number: 6712 RunCode: 2010-06-21 T08:42:25 /D: Page 11 of 17 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Coronel Enterprises Date 6/21/2010 System Name A/C 1 Floor Area 1,918 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 1,239 0 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perSystem 71,000 21,864 1,998 743 24,843 Total Output Btuh 71,000 0 Output Btuh/s ft 37.0 1,629 1,640 Cooling System 0 0 Output perSystem 59,000 0 0 0 0 Total Output Btuh 59,000 0 1,998 0 Total Output Tons 4.9 1,629 1,640 Total Output Btuh/s ft 30.8 Total Output s ft/Ton 390.1 25,123 28,123 Air System CFM perSystem 2,025 HVAC EQUIPMENT SELECTION Airflow cfm 2,025 Bryant 550AN060-E/311JAV060090 39,007 14,329 71,000 Airflow cfm/s ft 1.06 71,000 I Jan 1 AM Airflow cfm/Ton 411.9 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) 1 TIME OF SYSTEM PEAK 39,007 14,329 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 69 OF C• Outside Air 0 cfm Supply Fan 2,025 cfm 69 OF 69 OF 102 OF Heating Coil I 4 i - 101 IF ROOM 70 IF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112 / 78 OF 79166 OF 79 / 66 OF 61 / 60 OF Outside Air 0 cfm Supply Fan Cooling Coil 2,025 cfm 79/66°F I - 61 / 60 OF 52.7% ROOM JULI 78/66°F EnergyPro 5.0 by EnergySoft User Number., 6712 RunCode: 2010-06-21 T08:42:25 ID: Page 12 of 17 • • ROOM LOAD SUMMARY Project Name Coronel Enterprises System Name A/C 1 ROOM LOAD SUMMARY Date 6/21/2010 1,918 ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible Entire Residence Entire Residence 1 1,239 21,864 1,998 1,239 21,864 1,998 743 24,843 • I PAGE TOTAL 1 1,239 21,864 1,998 743 24,843 TOTAL' 1,239 21,864 1,998 743 24,843 Total includes ventilation load for zonal 13 of 17 • r LJ • ROOM HEATING PEAK LOADS Project Name Coronel Enterprises Date 6/21/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Entire Residence Floor Area 1, 918.0 ftz Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT *F = = = = = = c = = = = = = = = = = = = = = = = = = = = = = = = Btu/hr R-38 Roof Attic 1,918.0 X 0.0260 44 2,194 R-13 Wall W/ 1"Foam 1,347.7 X X 0.0675 44 4,006 Wood Door 20.0 1.4500 44 1,276 Double Tinted -Doors 120.2 X 0.4000 44 2,116 Double Tinted -Window 114.8 X X X 0.4000 44 2,020 Double Tinted-Oper 86.0 0.4000 44 1,514 Glass Block 7.3 0.7200 44 231 Slab -On -Grade penim = 212.0 X 0.7300 44 6,809 X X X X X X X X X X X X X X X X X X X X X X X through an interior surface to X 1,918 X Area Ceiling Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction another room 9.00 X 0.347 Height ACH Page Total /60] X AT 20,166 TOTAL HOURLY HEAT LOSS FOR ROOM 24,843 EnergyPro 5.0 by EnergySoft User Number: 6712 RunCode: 2010-06-21 T08:42:2 ID: Page 14 of 17 • 0 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Coronel Enterprises ROOM INFORMATION DESIGN CONDITIONS Room Name Entire Residence Outdoor Dry Bulb Temperature Floor Area 1, 918.0 ftz Outdoor Wet Bulb Temperature Indoor Dry Bulb Temperature 78 OF Outdoor Dailv Ranae: Opaque Surfaces R-38 Roof Attic R-13 Wall W/ 1 " Foam Wood Door G3L /lSlili/ .. a R-13 Wall W/ 1 " Foam R-13 Wall W/ 1 " Foam Orientation (E) (N) Date 6/21/2010 Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 1,918.0 0.0260 56.0 211.8 0.0675 33.0 20.0 1.4500 33.0 400.6 0.0675 23.0 258.6 0.0675 33.0 476.7 0.0675 26.0 0.0 21.0 33.4 41.8 0.0 21.0 10.0 41.8 0.0 21.0 6.7 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestratinn Window Window Window Window Window Window Window Window Window Orientation (E) (E) (E) (E) (E) (E) (E) (E) (N) Shaded Unshaded Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = = 9.3 21.0 10.7 41.8 6.0 21.0 0.0 41.8 0.0 21.0 6.7 41.8 0.0 21.0 2.7 41.8 0.0 21.0 33.4 41.8 0.0 21.0 10.0 41.8 0.0 21.0 6.7 41.8 0.0 21.0 2.7 41.8 0.0 21.0 15.0 21.0 Page Total 112 OF 78 OF 34 OF Btu/hr 2,793 472 957 622 576 837 6,258 Btu/hr 643 126 280 113 1,395 418 280 113 31 3,6821 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 Equipment 1.0 Dwelling Unit X 1,600 Btu = 1,600 Infiltration: 1.064 X 0.87 X 104.95 X 34 = 3,288 Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21.8641 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 Btuh/OCC. = 800 Infiltration: 4,771 X 0.87 X 104.95 X 0.00276 = 1,198 Air Sensible CFM ELA AW • • 0 I RESIDENTIAL ROOM COOLING LOAD SUMMARY I Project Name Date Coronel Enterprises 6/21/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Entire Residence Outdoor Dry Bulb Temperature 112 OF Floor Area 1,918.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 OF Outdoor Dailv Ranoe: 34 OF e Surfaces Orientation Area U -Factor CLTD' X X = X X X X = X X = X X = X X = X X = X X = X X = Page Total Items shown with an asterisk (`) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) I Fenestration Window Window Window Window Window Window Window Window Window Orientation (N) (N) (N) (N) (N) (N) (N) (N) (N) Shaded Area X X X X X X X X X1 GLF Unshaded Area X X X X X X X X X1 GLF = = = = = = = = = 0.0 21.0 + 6.0 21.0 0.0 21.0 + 15.0 21.0 0.0 21.0 + 6.0 21.0 0.0 21.0 + 16.0 21.0 0.0 21.0 + 8.0 21.0 0.0 21.0 + 12.0 21.0 0.0 21.0 + 6.0 21.0 0.0 21.0 + 33.4 21.0 0.0 21.0 +1 10.0 21.0 Page Total Btu/hr 91 Btu/hr 126 315 126 336 168 252 126 701 210 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. ` Equipment 1.0 Dwelling Unit X 1,600 Btu = 1,f Infiltration: 1.064 X 0.87 X 104.95 X 34 = 3,288 Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21,8641 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 1 Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 104.95 X 0.00276 = 1,198 Air Sensible CFM ELA AW • • • RESIDENTIAL ROOM COOLING LOAD SUMMARY X X X X X X X X X Project Name X X X X X X X X X CLTD' Date Coronel Enterprises X 33.4 1 6/21/2010 ROOM INFORMATION X X DESIGN CONDITIONS 41.8 Room Name Entire Residence Outdoor Dry Bulb Temperature 112 OF Floor Area 1, 918.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 OF Outdoor Dailv Ranae: 34 OF I Opaque Surfaces Orientation Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 0.0 X 33.4 41.8 0.0 X X 10.0 41.8 0.0 12.0 41.8 0.0 X 6.0 41.8 0.0 X 7.3 36.4 0.0 X X 20.0 21.1 0.0 4.0 21.1 0.0 X 20.0 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Window Window Window Window Window Window Window Window Orientation I'm (S) (S) Shaded Area GLF 21.0 + 21.0 + 21.0 + 21.0 + 36.3 + 21.0 + 21.0 + 21.0 + +1 Unshaded Area X X X X X X X X X GLF = = = = = = = c - 0.0 X 33.4 41.8 0.0 X X 10.0 41.8 0.0 12.0 41.8 0.0 X 6.0 41.8 0.0 X 7.3 36.4 0.0 X X 20.0 21.1 0.0 4.0 21.1 0.0 X 20.0 21.1 X Page Total Btu/hr Btu/hr 1,395 418 501 251 266 421 84 421 3, Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 Equipment 1.0 Dwelling Unit X 1,600 Btu Infiltration: 1.064 X 0.87 X 104.95 X 34 _ 3,288 Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21,864 Latent Gain Btu/hr Occupants 4.0 Occupants X 20o Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 104.95 X 0.00276 = 1,198 Air Sensible CFM ELA AW NT HEAT GAIN FOR ROOM r cnercmyrro av ov cnergy3Orr user ivumoer of72 Kuncooe: 2070-06-27T08:42:2 ID: Page 17 of 17 MiTek' POWER TO PERFORM.- Re: SEV MED LOT 7 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R32189302 thru R32189302 My license renewal date for the state of California is December 31, 2011. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. #1 CITY OF LA QUI NTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Q pF ESS/ON SOOq N F2 940 O , I DATE BY" Uj C 74486 rn o TGgW ftAh% 1* OF September 16,2010 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Typepty CSI Ply in' (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase R32189302 SEV_MED LOT 7 C09 MONO TRUSS 4 1 Lb TCDL 10.0 Lumber Increase 1.00 BC 0.28. Vert(TL) Reference (optional) Select Build, Indio, GA - 92203 7.250 s Sep 12010 MiTek Industries, Inc. Thu Sep 16 13:17:34 2010 Page 1 ID:Cjo6uK6GkhuJsmGXsVaFYFydlZ-uNKOagdbjOP?2JORw7Oe7E9mTBTIcvLkFlaTOzydOUV sato I 111-12 I 1&5-9 I 23.4-0 I 27112 I 317-0 I 4P0-0 i 6810 BS2 5172 5112 38-9 63-4 65-0 Scab • t:Sl.t nr„a .-17 REMOVE CENTERED AT SPLICE 12 83-10 a2 5112 5112 34122 - 2 63-0 65-0 GENERAL REPAIR NOTES: THIS REPAIR IS FOR REMOVING INTERNAL BEARING AT JT.16 AS SHOWN. j. 1. ATTACH'/," COX, STIR. 1, PLYWOOD GUSSETS TO EACH FACE OF TRUSS WITH 10d NAILS (0.148"X3.0") @ 6" O.C., 2 ROWS WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B MAY BE SUBSTITUTED FOR PLYWOOD. 2.USE 1/2" PLYWOOD FILLER UNDER SCABS AS NECESSARY.USE SCAB NAILS TO NAIL PLYWOOD GUSSETS TO CHORD MEMBERS WHERE SCABS OVERLAP GUSSETS,DO NOT DOUBLE UP THE NAILS. 3.ATTACH 2X4 SPD 1650F 1.5E SCAB OR BETTER AS SHOWN TO ONE SIDE OF TRUSS WITH 16d COMMON NAILS (0.162- X 3.5") @ 3" O.C., 2 ROWS. 4 PROVIDE BRACE A4 SHOWN 1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in' (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.05 17 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.00 BC 0.28. Vert(TL) -0.07,16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horc(fL) ' 0.01 10 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 171 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' BOT CHORD 18-19,1-17: 2 X 4 SPF 1650F 1.5E WEBS REACTIONS All bearings 0-3-8. (lb) - Max Horz 18=181(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 18, 10 except 16=-208(LG 5), 12=-193(LC 5) Max Grav All reactions 250 Ib or less at joint(s) except 18=754(LC 1), 10=369(LC 1), 16=1494(LC 1), 12=1022(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-700/112, 5-6=-37/277, 6-7=-356/110, 7-8=-353/111, 1-2=-961/171, 2-3=-28/341 BOT CHORD 16-17=-120/952,15-16=-373/80,11-12=-275/88,10-11=-32/353 WEBS 1-17=-125/844, 2-17=-250/103,2-16=-1393/194, 3-16=-869/175.3-15=-115/653, 4-15=-251/94, 6-12=-619/159, 8-10=-338/63, 6-11=-127/700, 5-12=-514/103 Structural wood sheathing directly applied or 5-11-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,11-12. 1 Row at midpt 2-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 18, 10 except (jt=lb) 16=208,12=193. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load easels) 1, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads I 1'W = er egrt patrsmn8tera an TSS ONTHTSd1m /NCLVDED Dff1S i REFERENCE PAGE M//-7473 nev. 10 -US EEPORE /ASE. ` igrrvanr8 with Mgek connectors. Thu design'¢ based any upon parameters shown, and u for an individual building component. Applicabilty of design poramenters and proper incorporation of component 3.z respomibifity of buldrg designer - not truss designer. Bracing shown u fo lateral support of ind v dual web members only. Additional tempo ary b ac ng to insu a stab rity during construction u the responsibility of the MiTek, erector. Addtionai permanent bracing of the overall structure is the responsbility of the buldng designer. For general guidance regarding ,. .e. fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII puafBy Cdfeda, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormalion ovalable from Truss Plate Imtitute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 956110 Job Truss Truss Type Qty Ply 832189302 SEV_MED LOT 7 C09 MONO TRUSS 4 1 b Beference (optional) aeieci oum, maw, t A - ylzus LOAD CASE(S) Standard 7) 1 st unbalanced Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=-60,10-18=-12,1-3=-120(F=-60) 8) 2nd unbalanced Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=-20.10-18=-12,1-3=-80(F=-60) I.Zbo s Sep 1 2010 MTek Industries, Inc. Thu Sep 16 13:17:34 2010 Page 2 ID:Cjo6uK6GkhuJsmGXsVaFYFyd1ZirJNKOagdbjOP72JORv?De7E9mTBT cvLkFIaTOrydOUV ®WARNING-Vertftjdesi9npa>-raoet..and READ NOTES ON TNISAND INCLUDED 1111TSKREFERENCE PAGE MI-7473reo. 10'O8EEP0RE USE, r. Design volid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storoge, derivery, erection and brocing, consult ANSI/TPII Qualtiy Criterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Imlitute, 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See SCSI. 1 /16„ 2. Truss bracing must be designed by an engineer. For 0" 1 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator TOP CHORDS cr-2 c2-3 bracing should be considered. WEBS c3.o 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. W O y O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb = designer, erection supervisor, property owner and plates 0-'na, from outside a- s' u U all other interested parties. edge Of truss. 0 0- O 5. Cut members to bear tightly against each other. c7.8 c6-7 cs6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ` Plate location details available In MITek 20/20 soffware or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ( and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM.'” ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 .B.A Boulder West Components 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 53 Jqa5 kXUts* OA%WM i CITY OF LA QUINTk BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION ;: 0 - )ATE W' BY SELECT BUILD S.C.F. LOT 8 SEVILLE SANTA FE 05-25-2010 MAY 2 i 2010 l 0 9.1 a-04 g ) k \ r § § Ul k 2 \ ■ \ \ ( \ } o MiTek 0 POWER TO PERFORM". Re: SEV MED LOT 8 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R31849077 thru R31849078 My license renewal date for the state of California is December 31, 2011. Ong, Choo Soon June 28,2010 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply Lb R31709437 SEV_MED_LOT_8 C01D GABLE 1 1 Reference (optional) Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:37:58 2010 Page 1 538 12.38 1 174).6 1 21-0.6 i 254-4 1 29 -BS 1 344).9 1 40-0-0 1 . 639 6-0-0 490 4-0-0 4-3-12 44-2 44.2 571-0 Sole =1:66.0 24 0.2s (IL 576 = 3.8 = 3.6 = 310 = 3.6 = lip' &i6 1 12.3.-0 1 21417 i 2s.44 2sa9 v -0-e 1 4041.0 538 fi00 0-08 4-0-4 0.50 8.3.0 51141 Plate Offsets MY): 11:0.3-8,0.2-81. 14:0-3-4,0-2-121. r7:0-3-8.0-1-81. 113:0-2-0,0-0.01 115:0-6-8,0-2-121. 120:0-3-8.0-1-81 154:0-1-12 0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.11 13-14 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.21 13-14 >830 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) -0.06 14 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 215 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 HF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 2-11-4 oc bracing. 4-15: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 11-13,7-15 OTHERS 2 X 4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 0-3-8. (lb) - Max Horz21=-212(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 12=-603(LC 12), 21=301(LC 9), 15=-900(LC 9), 14=-537(LC 12) Max Grav All reactions 250 Ib or less al joints) except 12=935(LC 20), 21=791(LC 21), 15=1968(LC 8), 14=1124(LC 20) • QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=475/768, 6-7=-988/1863, 7-8=-664/1152, 8-9=-1471/1103, 9-10=-694/320, 10 -11= -1652/1273,11 -12=-896/611.1-2=-1939/1002,2-3=-2491/1759,3-4=-3348/2617 BOT CHORD 14-15=-5263/4820, 14-57=-1260/1365, 1357=-1997/2102, 19-20=-709/1765, 18-19=-709/1765,17-18=-1320/1353 WEBS 6-15=-1299/553,4-17=-630/686,4-6=-947/1876,4-15=-3883/3133, 15-17=-1400/1455, 1-21=-758/317, 2-20=-498/306, 3-18=-348/121, 1-20=-775/1772, 2-18=-693/500, 4 -18= -505/1378,10.13= -322/113,11-13=-1308/1711.7-14=-1069/1059,7-15=-1993/1632, ()FESS/ 8-14=-1699/1052,8-13=-951/1332 Q NOTES X40 O SOON Ol fi 1) Unbalanced roof live loads have been considered for this design. ;k m 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right expo end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 ILLJ 074486 r- 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the fare), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 2 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "OF C 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 9) This truss has been designed fora total drag load of 200 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads "along bottom chord from 21-0-8 to 25-9-8 for 1684.2 plf. ay 25,2010 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAP1RAGEM-"ignparamderwandRFADNOTESONTHISANDINCLUDEDAffTT REFERENCBPAGBAffI.7473rev.10'08BEPOREUSE. ` Design valid for use only with Mirek connectors. This design's based only upon parameters shown, and 6 for on individual bulding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrrty, of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding - fabrication, quality control. storage, detwery. erection and bracing. consult ANSVTPll puordy Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Info-dion available from Truss PIa1e Institute. 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 R31708B00 Lb SEV_MED_L0T_8 CO2 KINGPOST 1 1 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.21 13-14 >830 Reference (ontionall Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MTek Industries, Inc. Tue May 25 09:35:04 2010 Page 1 6-38 { 12-38 { 17-0.8 I 21-08 I 25.44 I 29-M 1 -0.8 34 4000 8-38 6-00 4-90 4-0O 4-312 44-2 44-2 5-11.8 Sok =1:66.4 24 0.2S at 21 20 19 18 17 18 21411 4.4= 3x8= 3.10= 3.4= 214 II • 1 6-3-a I 12-34s I 214.0 1 x44 n, -A -o a4— 1 38 no.o i 6. B -0O B -0A 4-04 0.1.12 8-6-0 5-114 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.11 13-14 >999 240 TCDL 10.01 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.21 13-14 >830 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) -0.02 14 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS All bearings 0-3-8. (lb) - Max Horz21=-124(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 12 except 21=-124(LC 3), 15=-199(LC 3), 14=144(1_C 4) Max Grav All reactions 250 Ib or less at joint(s) except 12=427(LC 8), 21=615(LC 7), 15=1267(LC 1), 14=732(LC 8) ORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7P CHORD 6-7=-138/931, 7-8=-96/590, 8-9=-544/174, 9-10=-548/173, 10-11=-549/171, 11-12=-393/108,1-2=-1198/254,2-3=-991/251,3-4=-991/254 BOT CHORD 14-15=-587/145,19-20=140/1196,18-19=-1 40/1196 WEBS 6 -15= -870/125,4 -6=-156/1085,4-15=-980/232,1-21=-583/141,2-20=-329/137, 3.18= -343/116,1 -20=-266/1264,4-18=-178/1051;10-13=-321/112,11-13=-117/520, 7-15=-509/149,8-14=-834/187,8-13=-44/425 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposec ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PLATES GRIP MT20 185/144 Weight: 182 Ib Structural wood sheathing directly applied or 5-10-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard ® WARNING - VaVy design pa7v7nda and READ NOTES ON 771fS AND INCLUDED Bf17Ti>i REFERENCB PAGEMII.7473 reg. I0-108 BEPORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for an individual building component. AppBcobirity of design pommeniers and proper incorporation of component is responsibility of building designer- not I— designer. Bracing shown is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, qualtty control, storage. delivery, erection and bracing, consult ANSI/TPII Quarity Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312 Alexandria. VA 22314. MiTek` 7777 Greenback Lane, Suite 109 Carus Heights, CA, 95610 10 Job Truss Truss Type Qty Ply CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 R31708802 Lb SEV MED LOT 8 C04D KINGPOST 1 1 Reference optional) Select Build, Indio, CA - 92203 7.050 s Jan 22 2009 MTek Industries, Inc. Tue May 25 09:35:09 2010 Page 1 23 30.7-8 9-44 5®i. - 1:66.4 0.2S 1112- 23 tz 20 is 18 17 16 is 214 II Sts = 3x6 = 4x8 = 3.8 = 2x4 II PF 25-98 4.10.0 9<-8 Plate Offsets (X,Y): fl:0-3-8,0.2-121.[4:0-30,0-2-121.[12:0-3-8,0-1-81,[14:0-5-12.0-3-01.[16:0-3-8.0-1-81,fl9:0-3-8 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.08 17-19 >999 240 MT20 185/144 TCDL - 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.17 17-19 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) -0.04 14 n/a n/a BCDL 6.0 Code IBC2006/rP12002 (Matrix) Weight: 181 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end BOT CHORD 2 X 4 SPF 165OF 1.5E verticals. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 3-32 oc bracing. 4-14: 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 6-13,10-12. 9-13 iTek recommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer F stallation guide. REACTIONS (Ib/size) 11=511/0-3-8,20=601/0-3-8,14=1736/4-9-0 Max Harz 20=-212(LC 10) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Upl'Iftl1=-689(LC 12), 20=-332(LC 9), 14=-542(LC 11) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav11=1138(LC 20), 20=822(LC 21), 14=2075(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 5-6=-786R81.6-7=-1895/1437, 7-8=-1346/887,8-9=-1985/1513,9-10=-2098/1465, 1 0-1 1=-1 09117 01, 1-2=-1870/936.2-3=-2363/1635, 34=-3220/2493 T CHORD 14 -24= -4257/3518,1324=-4602/3863,12-13=-1428/2094,18-19=-795/1849, 17-18=-795/1849,16-17=-1614/1565 WEBS 6-14=-1649/311, 4-16=-737/850, 4-6=-1154/2205, 4-14=-3905/3155,14-16=-1698/1681, 1-20=-7897348,2-19=-527/335,3-17=-348/121,1-19=-866/1862, 2-17=-797/585, 4 -17= -552/1458,7 -13=-395/137,9-12=-824/666,6-13=-1494/2744,10-12=-1526/2196, 9-13=-1746/1465 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed Q OFESS/p ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Q 1 3) Provide adequate drainage to prevent water ponding. OO S0Q O 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2C 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 6) This truss has been designed for a total drag load of 200 ptf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads C7 C m along bottom chord from 21-0-8 to 25-9-8 for 1684.2 plf. LU 074486 rn 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. . 12-3 1 LOAD CASE(S) Standard ay 25,2010 A 1VARNING - Vert[/y d—ige p—&-. and READ NOTES ONTH7S AND INCLUDED 677TEI; REPERENCE Pd0E dB7-74.73 r¢5-. I0.'08 B&PORE USE. ` Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bulding component. Applicability of design paromenlen and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction 6 the resporsibillity of the MiTek erector. Addtimial permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing. consult ANSI/TPII Ouarrly Criteria, DSB-89 and BCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R31708803 SEV_MED_LOT_8 C05 KINGPOST 5 1 Reference o ' u<,cu aui r accw /.sou s Jan" CuUtl MI I eK moustrles, Inc. I ue may Zb IFJ:Jb:lu Zulu Page 1 n • 30.7-0 94.8 2x4 = _ Soil, • 1:66 4 016 I)Z 4x6 = 21 20 19 Is 17 18 is 214 II 4x4 = Us = W0= 3.4 = 2,14 II 21-4-0 9-38 9-4-8 Plate Offsets (X.Y): f1:0-3-8,0-2-81.[4:0.2-4.0-2-8]fl4:0-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.07 17-19 >999 240 MT20 185/144 TCDL 10.0 Lumber -increase 1.25 BC- 0.31 Vert(TL) -0.1517-19 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) -0.02 11 n/a n/a BCDL 6.0 Code IBC2006/rP12002 (Matrix) Weight: 181 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4'HF Stud 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) 11=512/0-3-8,20=602/0-3-8.14=1735/0-3-8 Max Horz 20=-1 24(LC 3) Max Upliffl l=-121(LC 4), 20=-128(LC 3), 14=203(LC 4) Max Gravl l=570(LC 8), 20=618(LC 7), 14=1735(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-652/185, 7-8=-647/180, 8-9=-651/179, 9-10=-869/237, 10-11=-529/139, 1-2=-1207/265,2-3=-1007/270,3-4=-1006/273 T CHORD 13-14=-975/236,12-13=-199/865,18-19=-150/1204,17-18=-150/1204 BS 6-14=-1586/249, 4-6=-125/1174, 4-14=-977/230, 1-20=-586/145, 2-19=-332/141, 3-17=-3431116,1-19=-277/1272. 2-17=-256/45, 4-17=-170/1076, 7-13=-392/135, 9-12=-286/127,6-13=-253/1502,10-12=-2001870,9-13=-376/95 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.0psf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 6) Graphical pudin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CASE(S) Standard ® DYARNDJrx-Vertfy design po-ters and READ N07W ON TIUS AND INCLUDED 117TEKRFFERFNCB PAGE ffiI-7473 ncs. 10-'08 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of bung designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilly during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storoge, delivery. erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Safety Informatlon available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. May 25,2010 7777 Greenback Lane, Suite log Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 R31708804 Lb SEV MED LOT 8 — — — C06D KINGPOST 1 1 BC 0.35 Vert(TL) -0.21 17-19 >999 240 BCLL 0.0 Rep Stress Incr Reference t. Select Build, Indio, CA - 92203 7.060 s Jan 22 20D9 MiTek Industries, Inc. Tue May 25 09:35:13 2010 Page 1 ' 30.7-8 1 40-0-0 30-7-8 94-8 Sade =1:66.4 025 Iti 23 • Z14 = — 5.6 = 20 19 IB 17 IB 15 3.8 II .10 = 3.6 = 4.10 = 3.4 = 2,14 II 214-0 9-3-8 94.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.12 17-19 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.21 17-19 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) -0.04 11 n/a n/a BCDL 6.0 Code IBC20061TPI2002 (Matrix) Weight: 181 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF,1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-5-4 oc bracing: 13.14 5-10-9 oc bracing: 16-17. WEBS 1 Row at midpt 1-19.2-17, 6-13,10-12,9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS 0)RCES (lb) JP CHORD BOT CHORD WEBS (Ib/size) 11=512/0-3-8,20=602/0-3-8,14=1735/0-3-8 Max Horz 20=-124(LC 9) Max Uplift11=-751(LC 12), 20=-682(LC 9), 14=-255(LC 11) Max Gravl l=1200(LC 20), 20=1172(LC 21), 14=1787(LC 8) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 5 -6= -789!784,6 -7=-1623/1164,7-8=-161511149,8-9=-2258/1785,9-10=-2239/1606, 10-11=-1154/764,1-2=-2608/1665,2-3=-2629/1891,3-4=-1434!706 13 -14= -2531/1794,12-13=-1292/1958,11-12=-1162/1214,19-20=-1331/1353, 18 -19=-445/1499,17-18=-1054/2109,16-17=-1504/1457,.15-16=-757/744 6 -14= -1815/478,4 -16=-167/280,4-6=-720/1770,4-14=-1047/299,14-16=-485/471, 1 -20= -1139/698,2 -19=-853/662,3-17=-345/118,1-19=-1888/2883,2-17=-167211461, 4 -17= -1251/2156,7 -13=-395/138,9-12=-883/724,6-13=-1627/2876,10-12=-167712347, 9-13=-1888/1607 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposec ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 200.0 plf. 7) Graphical puritn representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ®WARNING - Vert; 1t design par42rncit.. and READ NOTES ON THIS AIM INCLUDED A1TTR REFERENCE PEGS hf71-7473 rev. f 0.108 REPORE USE. Design valid for use only with M1ek connectors. This design -s based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporotion of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,consult ANSI/111`111Quarity Criteria. DSB-89 and BCSI funding Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Tens Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Carus Heights, CA, 95610 9 Job Truss Truss Type Qty Ply DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.0511-12 >999 240 R31708805 Lb SEV_MED_LOT_8 C07D GABLE 1 1 Reference (optional) 1 Select Build, Indio, CA - 92203 57-4 I 1611-0 I 16.2.12 I 2169 1 26.104 5.74 5-3-12 5312 5.312 53.12 025 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:35:15 2010 Page 1 3.4 = 4x4 = 4x4 = _ axe = ,9 2 5x6 axd = 6-5-2 6610 Srala:Mn 1' a9 = n iSPUN'' is - 17 16 15 4x4 = 04 = 5.6 = 0 FM 13 12 1t fa 5xe = 5x6 = 3x6 = 1,4 II • ' s5774 I 1611-0 I 16-7-12 I 2u-0 21.0.A 2F.1rLE I a1'u I a.pp 4 53-12 5312 514 b2d 5-3-12 5-5-2 6310 Plate Offsets (X,Y): 19:0-4-9,D-2-01.111:0-3-8,0-1-81, 112:0.3-0,0-3-01. [15:0-2-8,0-3-01 LOADING (psi) SPACING 2-0-0 is - 17 16 15 4x4 = 04 = 5.6 = 0 FM 13 12 1t fa 5xe = 5x6 = 3x6 = 1,4 II • ' s5774 I 1611-0 I 16-7-12 I 2u-0 21.0.A 2F.1rLE I a1'u I a.pp 4 53-12 5312 514 b2d 5-3-12 5-5-2 6310 Plate Offsets (X,Y): 19:0-4-9,D-2-01.111:0-3-8,0-1-81, 112:0.3-0,0-3-01. [15:0-2-8,0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.0511-12 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.36' Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress Inu NO WB 0.94 Horz(TL) -0.06 17 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 202 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. 9-11: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 8-12, 7-13, 4-13, 4-15, 3-16, 2-17 OTHERS 2 X 4 HF Stud Tek recommends that Stabilizers and required cross bracing be talled during Wss erection, in accordance with Stabilizer Fn tallation uide. REACTIONS (Ib/size) 10=503/0-3-8.17=636/D-3-8,13=1720/0-3-8 Max Harz 10=-193(LC 9) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Upliftl0=-673(LC 12), 17=-721(LC 11), 13=-535(LC 16) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Gfav10=1064(LC 7), 17=1242(LC 8), 13=1930(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0OPCHORD 9 -10= -1016/689,1 -2=1138/1148,2-3=-1933/1335,3-4=-2022/1333,4-5=-1340/2119, 5-6=-365/1157, 6-7=-1051/1819,7-8=-1507/1361,8-9=-2124/1575 JT CHORD 16-17=-1015/1801, 15-16=4113/1880,14-15=-107911390,13-14=-I 112/1422. 12-13=-1154/1301,11-12=-1365/1973,10-11=-1478/1451 WEBS 9 -11= -1639/2164,8 -11=-712/647,8-12=-1879/1448,7-12=-516f790,7-13=-2332/1304, 6-13=-326/110.4-13=-2851/1671,4-15=-1406/1919, 3 -15=_897f746.3 -16=-136O/1256, 2-16=-595/747,2-17=-2039/1330 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ff; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposer ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 200 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 200.0 plf. 10) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARWM-VarUtrdeignp--da7aand READnOTESON7WfSAlm INCLUDED11ITI'EK REFERENCE PAGE AIII-7473— 10 0888PORSUSE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Ensure stabiffty during construction is the responsibility of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and brocing, consult ANSI/TPII Quality Criferlo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Lei Job Truss I cussype fyjP'y LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 831708806 SEV_MED_LOT_8 C08 MONO TRUSS 5 1 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.27 11-12 >999 240 BCLL 0.0 Job Reference(optional) Select Build, Indio, CA - 92203 7.060 s Jul 30 2008 MTek Industries, Inc. Tue May 25 10:00:33 2010 Page 1 i -40-0-0 -33.7-0 -27-27 -23-9-0 -18-5.8 -13-1-12 -6-8-10 6.5-0 6-34 3.6.8 5312 5.3-12 B-5-2 6-8-10 Scale =1:66.1 20 025112 3x6 = 44 = 16 17 16 15 14 13 12 11 10 4x4 = 3.6 = 5.6 = 3.6 = • -00-0-0 W -Q -27-3-12 -27-2-0 + -23.9-0 -18-5-8 -13-1-12 -6-8.10 i 6-5-0 6-3-0 0-1-12 3-4-12 5-3-12 5.3.12 6-5-2 6.8-10 19 Plate Offsets (X,Y): 112:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.11 11-12 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.27 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) -0.05 15 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight:.167lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-11: 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=824/0-3-8,18=117/0-3-8,15=1919/0-3-8 Max Horz 10=-193(LC 3) Max Uplift 10=166(LC 4), 18=25(LC 4), 15=-360(LC 6) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 0300T P CHORD 9-10=-776/185, 3-4=197/1281, 6-7=-1085/248,7-8=-1711/372, 8-9=-1532/353 CHORD 16 -17=-1279/284,15-16=-1279/284,13-14=167/1081,12-13=-294/1706, 11-12=-280/1527 WEBS 9-11=-321/1536, 8-11=-485/169, 7-13=-708/144, 6.13=-28/412, 6-14=-1431/275, 4-14=-102/730, 3-15=-893/212, 4-15=-1457/276, 2-17=-502/157, 3-17=-240/1277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. o4 OFESS/06 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI Ct O SOON 7) Graphical puffin representation does not depict the size or the orientation of the puffin along the lop and/or bottom chord. V 2C LOAD CASE(S) Standard ,wv X74486 EXPL620-11 "C OF ,2010 ®WARNING - Verflj dsign pat urzdtva and READ NOTES ON TEIS AND INCLUDED AUTEIi REFERENCE PAGE ABI.7473 rca. I0108 BEPORE USE. e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromeniers and proper incorporalion of component is responsibility of bu0dng designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporlsibiflity, of the MiTe k` erector. Additional permanent brocing of the overoB structure is the responsibility of the building designer. For general guidonce regarding fabrication, quality control storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greeneack lane, Suite 109 Safety Information available from Truss Plole Institute. 281 N. Lee Street. SuBe 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Jobruns -185-8 -13-1-12 -6-8.10 Truss Type Qty Ply 53-12 6,1,2 6-8-10 Plate Offsets_(x,Y): [1:0-1-15.Edge1, n:0-5-8,0-3-01, r9:0-4-9.0-2-01, [12:0-3-0.0301, r15:0-1-12.0-3-01 MiTek_' ' SPACING 2-0-0 CSI R31849077 SEV_MED_LOT_8 C09 MONO TRUSS 4 1 Vert(LL) -0.05 11 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Job Reference o tional Select Build, Indio, CA - 92203 7.060 s Jul 30 2008 MiTek Industries, Inc. Mon Jun 28 10:41:17 2010 Page 1 40-0-0 33-7-0 -273-12 -23-94 -185-8 -13-1-12 -843-10 65-0 63-0 3.6.8 5312 5-3-12 65-2 6-8-10 Scale = 1:66.4 0.25 Lu - 4.8 = 18 17 16 15 14 13 12 11 10 4x4 = 5x8 = 5.6 = 4.4 = 19 -00-0-0 33-7-0 -27-3.-12 -27-2-0 -23-9-4 -185-8 -13-1-12 -6-8.10 Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and a for an individual building component. 6-5-0 634 G-1-12 3.4-12 5312 53-12 6,1,2 6-8-10 Plate Offsets_(x,Y): [1:0-1-15.Edge1, n:0-5-8,0-3-01, r9:0-4-9.0-2-01, [12:0-3-0.0301, r15:0-1-12.0-3-01 MiTek_' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.05 11 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.07 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) -0.01 18 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 171 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-19.9-11: 2 X 4 SPF 165OF 1.5E 6-0-0 oc bracing: 16-17,12-13. WEBS 1 Row at midpt 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-3-8. (lb) - Max Horz 10=-181(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 10, 18 except 12=208(1_C 6), 16=193(1_C 6) Max Grav All reactions 250 Ib or less at joints) except 10=754(LC 1), 18=369(LC 1), 12=1494(LC 1), 16=1022(LC 1) OORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=700/112, 2-3=353/111, 3-4=356/109, 4-5=37/277, 7-8=28/341, 8-9=961/171 BOT CHORD 17-18=-32/353,16-17=275/88,12-13=-373/80.11-12=-120/952 WEBS 9-11=-125/844, 8-11=250/103,8-12=1393/194,7-12=869/175, 7-13=115/653, 6-13=-251/94,4-16=-619/159, 2-18=338/63,4-17=-127!700,5-16=-514/103 NOTES 1) Unbalanced roof live loads have been considered for this design. Q,okoFESS/ON 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and Q q( right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 O Sooty Fy 3) Provide adequate drainage to prevent water ponding. O C 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 is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI IUU 74486 M 1'1 31-11 7) Load case(s)1, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6,9&g*Aj,Spndard FCA 28,2010 ® WARR7A0. -Vero design paroundds and READ Nr/1W ON IWS AND INCLUDED M71 M REFBRBNCB PAGE BM -7473 rev. 10V8 BEFORE USB. '-- ' Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and a for an individual building component. Applicability of design poramenters and proper incorporation of component a responsibility of budding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity, of the MiTek_' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and brocinp, consult ANSI/1PI1 Quality Cdterto, OSS -89 and SCSI Budding Component 7777 Greenback Lane, Sude 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 956110 JobTruss Truss Type Qty Py - 831849077 SEV_MED_LOT_8 C09 MONO TRUSS 4 7 Job Reference (optional) aeieca ouno, mumo, i.r - —ua LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=-60, 10-18=12, 7-9=120(6=-60) 7) list unbalanced Regular. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=20, 10-18=12, 7-9=80(B=-60) 8) 2nd unbalanced Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=60, 10-18=12, 7-9=120(B=-60) • 7.060 s Jul 30 2008 M7ek Industries, Inc. Mon Jun 28 10:41:17 2010 Page 2 ® WdRAUM - Vdir% design parmrsdero and RP.AD PW 7HS ON 7YRS dim 94CLUDED JGTRK PJWSRBWB PAGE DID• 7473 r . IO -108 BSPORE USK Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not Inss designer. Bracing shown e is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the IYIiTeke erector. Additional permanent bracing of the overall structure is the responsbllity of the balding designer. For general guidance regarding fabricatton, quality control, storage, delivery, erection and bracing. coruult ANSI/TPII Qua Criteria. DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Informafla available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria- VA 22314. Citrus Heights, CA, 95610 Jobnlss -273-12-27-2-0 -23-94 Truss Type Qry Pty 650 634 0-1-12 34-12 53-12 • R31849078 SEV_MED LOT_8 C09A MONOTRUSS 4 1 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP Job Reference (optional) Select Build, Indio, CA - 92203 7.060 s Jul 30 2008 MiTek Industries, Inc. Mon Jun 28 10:41:26 2010 Page 1 40-M -33-7-0 -273-12 -23-9-0 -1858 -13-1-12 &5.10 6-5-0 634 3&5 53-12 53-12 65-2 6-8-10 Scale = 1:66.8 I 0.25 Lt2_ 18 17 16 15 14 13 12 11 10 3.4 = 3x8 = 4x4 = 6.8 = 3x4 = 5.6 = 3.10 = 3x4 It -40-0-0 33-7-0 -273-12-27-2-0 -23-94 -1855 -13-1-12 5-8.10 650 634 0-1-12 34-12 53-12 53-12 65-2 63-10 'late Offsets (X.y): [1:0-1-15.Edge). 14:0-3-8.0-1-81, n:0-4-12.0-2-121, f9:0-4-9.0-2-81, [11:0-3-8.0-1-81. [12:0-30.0-3-01, [15:0.1-12.0-3-01. r17:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.21 11-12 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.36 11-12 >895 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) -0.06 16 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 171 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 35-10 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing. 10-19.9-11: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=136710-3-8,18=8/0-3-8,16=2264/0-3-9 (input: 0-38) Max Horz 10=-170(LC 3) Max Uplift 10=-160(LC 4), 18=-57(LC 7), 16=362(1-C 6) Max Grav 10=1367(LC 1), 18=84(LC 2), 16=2264(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. QOPCHORD 9-10=1310/180, 2-3=-44/349, 34=-45/343, 4-5=204/1716, 5.6=-40/346, 6-7=1330/248, 7-8=2478/377, 8-9=-2458/363 17-18=345/69, 16-17=1713/284, 15-16=343(72, 14-15=343/72, 1314=173/1327, 12-13=303/2426, 11-12=296/2450 WEBS 9 -11= -304/2436,8 -11=-822/163,7-13=-1245/147,6-13=-29/646,6-14=-1906/280, 5 -14=104/958,4 -16=-1009/212,2-17=-614/157,2-18=-44/443,4-17=240/1528, 5-16=-1805/279 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and oQ 0FES$/0 A right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. O S0ON `F2 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 5) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. V 21 2 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI LU 74486 1. 7) Load case(s) 1, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended 31- use of this truss. 11 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard OFCA Continued on page 2 28,2010 ® WARMM • Verlb design panamdes and R84D N018S OF TWIS AND MMEWED ffi78R 111WBRBNCB PAGE NIB -7473 rm. 20.108 BIWORS USB Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. .. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown -•Y B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 sofely tnformaBan available from Truss Plate institute, 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply • R31649078 SEV_MED_LOT_8 C09A MONO TRUSS 4 1 Job Reference (optional) Select uinia, me1o, GA - 92203 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=-60, 10-18=12, 7-9=120(B=-60) 7) 1st unbalanced Regular. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=20,10-18=12, 7-9=80(B=60) 8) 2nd unbalanced Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=-60, 10-18=12, 7-9=120(B=-60) • • 7.080 s Jul 30 2008 MiTek Industries, Inc. Mon Jun 28 10:41:26 2010 Page 2 ® WARMING - Ve b design parmustem and RBAD A10773S ON TWS Arra IMLUDED 1fUTEK RBPBRBNCR PAGE WT 7473 rev. 10.08 BEFORE r1SE a Design valid for use only with NL7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not tam designer. Bracing shown T is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional pennanent.brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, sforoge, delivery• erection and bracing consult ANSI/TPI) OuaOy CdWa, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 R31708809 lJob SEV_MED_LOT_8 C10D GABLE 1 1 Vert(TL) -0.06 23-24 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Reference (ontional) Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:35:22 2010 Page 1 5-74 I 10.11. 1 162,12 I z1.8.8 I 21-10-4 i 33-3,6 1 4000 1 5-74 5312 5-312 5312 5312 65.2 68-10 Suk: YI6-•1' Sx8 = 025112 24 23 22 21 M 19 16 17 16 15 14 13 12 11 to 4x4 = Us = 3x4 = 5.13 = 3.8 = 8x8 = 3.10 = M II 2,74 1 12,11. µZea I tae -v Iz1.8a I zat0.4 1 33-32, I 40.0.e 5 74 5-3.12 1-7.8 3.84 5.3.12 5.3-12 65.2 6.8-10 25 66 Plate Offsets (X.Y): [7:0-4-12,Edge], [8:0-3-8,0-1-8], [9:0-4-9,0-2-8], [14:0-3-8,0-1-8], [18:0-2-8,Edge], [21:0-1-12,0-3-0], [50:0-1-8,0-1-0], [52:0-1-8,0-1-0], [57:0-1-12,0-1-0], [59:0-1-12 .0-1-01 ( 113- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.03 23-24 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.06 23-24 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) -0.08 24 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 213 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end 7-9: 2 X 4 SPF 240OF 2.0E verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. WEBS 2 X 4 HF Stud 'Except' WEBS 1 Row at midpt 9-14, 8-18, 2-24 10-25,9-14: 2 X 4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be OTHERS 2 X 4 HF Stud installed during truss erection, in accordance with Stabilizer Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 13-3-8 except (jt=length) 24=0-3-8, 22=0.3-8. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE - M H 263 LC 9 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. jr- ax orz - ( ) Max Uplift All uplift 100 Ib or less at joint(s) 12 except 10=-1274(LC 12), 24=-407(LC 11), 18=-219(LC 15), 14=-401(LC 13), 11=-247(LC 7), 22=-261(LC 15) Max Grav All reactions 250 Ib or less at joinl(s) 11, 12, 13, 15, 16, 17 except 10=1712(LC 7), 24=708(LC 22), 18=1085(LC 8), 14=1307(LC 8), 22=1139(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9 -10= -1490/1163,1 -2=-1306/1307,2-3=-1611/1364,3-4=-2205/1959,4-5=-1886/2126, 5-6=-2582/2481,6-7=-3053/2793,7-8=-3107/3220,8-9=-2947/2920 BOT CHORD 23-24=-691/1010, 22-23=-1646/1455, 21-22=-1915/2048, 20-21=-1915/2046, 19-20=-2725/3044, 18-19=-3673/3588, 17-18=-4937/4968, 16-17=-3445/3396, 1576=-2643/2673, 14-15=-1640/1871, 13-14=-3898/4038, 12-13=-2262/2402, 11-12=-1459/1549,10-11=-6571797 WEBS 9 -14= -3180/3077,8 -14=-1418/609,8-18=-1778/1662,7-18=-1285/566,7-19=-1083/1548, 6-19=-658/546, 6-20=-1136/959, 520=-438/596, 2-23=-595/458, 4-22=-992/530, 5-22=-1262/782,4-23=-918/1493,2-24=-1072!799 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft: Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry End Details as applicable, or consult qualified building designer as per ANSVTPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rP1 1. 8) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag along bottom chord from 26-8-8 to 40-0-0 for 601.9 plf. PLeQ1%RI5W -,VvVy d-ign Par\2m td —d READ NOTES ON THIS AND INCLUDED A2r REFERENCB PAGE hII/-7473 n . I0-'08 BEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria. VA 22314. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R31708809 [ob SEV_MED_LOT_8 C10D GABLE 1 1 Reference 'o Select Build, Indio, CA -92203 NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pM Vert: 1-7=-60,10-24=-1 2. 7-9=-120(B=-60) • • 7.050 s Jan 22 2009 MTek Industries, Inc. Tue May 25 09:35:22 2010 Page 2 ® WARMM - 9cnW dmign p rwsctcra and READ NOTES ON TWIS 611D INCLUDED AfITS!s REFERENCE PEGS A91 7473 nea. 10'08 BEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design paramenters and proper incorporation of component is responsibility of buldng designer - not Inns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and l ocin , consult ANSI/111`11 quality Criteria, DSB•89 and SCSI Building Component Safety Information available from Truss Hate Institute, 281 N. Lee Street. Suite 312 Alexandria, VA 22314. MR, _ Welk_` 7777 Greenback Lane, Suite 109 Chms Heights, CA, 95610 Job Truss Truss TypeQty DEFL Ply (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R31708810 Lb SEV_MED_L0T_8 001D MONO TRUSS 1 1 Reference (optional) Select Build, Indio, CA - 92203 r.uou s dan 44 twy rvn I en mausirles, Inc. I ue May co tnaa.cv cu Iu ray. 5.7-4 1 10-11-0 1 18-2-12 l 2188 I n-0-0 57,4 5312 5312 5112 5-58 Salle -1:43A 025 y6 = 2 34,10 = " ° — '•" — 4 5 3x4 II h4 = 344 = 4,4 = 4.10 = 3x8 = • t x.7.4 I 1a11 1 I 12Aa 1 16-2-12 I 71AA 1 27.ac 5.7 Satz 1-7.8 38-4 5312 5.58 KIS LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 3x4 II h4 = 344 = 4,4 = 4.10 = 3x8 = • t x.7.4 I 1a11 1 I 12Aa 1 16-2-12 I 71AA 1 27.ac 5.7 Satz 1-7.8 38-4 5312 5.58 KIS LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.05 8-9 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) -0.02 12 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 104 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS 1 Row at midpl 4-7, 3-8,2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 7=437/D-3-8.12=369/0-3-8,9=1118/0-3-8 Max Horz7=-142(LC 10) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift7=-602(LC 12), 12=-389(LC 15), 9=-285(LC 15) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav7=946(LC 7), 12=692(LC 8), 9=1193(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. isOP CHORD 1-2=-1378/1027, 2-3=-701/1006, 3-4=-1785/1200.4-5=-1534/1473,5-6=-794/657, 1-12=-642/405 OT CHORD 10 -11= -958/1382,9 -10=-958/1382,9-15=-2257/2013,8-15=-2257/2013,7-8=-1691/2613 WEBS 3-9=-1165/640,4-8=-7351592,4-7=-2499/2021, 3-8=-1897/2832,2-11=-433/417, 2-9=-1959/1251,1-11=-1022/1368 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) This bus's is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 13-0-0 to 27-0-0 for 385.7 plf. 7) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOADCASE(S) Standard ® WARNING - Vert4j dmign pa mcfc and READ N0TES ON PHIS AND INCLUDED 4111Sri JWFERENCB PAGE GB1-7473 w. 10108 BEPORB USE Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional pennonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consul ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Imlilute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. 7777 Greenback Lane, Suite 109 Clnrs Heights, CA, 95610 W Job Truss Truss Type Qty Ply Us n 12 DEFL in (loc) I/deft Ud PLATES GRIP R31708811 SEV MED LOT 8 D02 MONO TRUSS 10Lb 1 Reference Select 9una, Inalo, LrA - FJ"LJJ 13 57< 5312 5312 025112 5312 5.58 S.I. =1:0.].4 LOADING (PSI) Us n 12 314 II 314 = U4 = 3x4 = 4x4 = US = • ' 7 I 1A1 -0 i 12.6-8 I 152-1J I 216 1 1= - 5.7.1 5312 1-7.8 341-4 5312 SSB Plate Offsets (X Y): 11:0-4-8.0-1-81,14:0-24.0-3-0) LOADING (PSI) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) , -0.05 6-7 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.11 617 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) -0.01 11 n/a n/a BCDL 6.0 Code IBC2006/TP12002 (Matrix) Weight: 104 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end BOT CHORD 2 X 4 SPF 165OF 1.5E verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be nst:1111 during truss erection, in accordance with Stabilizer Instatlalion side. REACTIONS (Ib/size) 6=437/0-3-8.11=369/0-3-8,8=1118/0-3-8 Max Horz6=-140(LC 3) Max Uplift6=-92(LC 4), 11=-66(LC 6), 8=-211O(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1-2=-489/130, 2-3=-37/340, 34=-788/195, 1-11=-322/85 OT CHORD 9-10=-61/485, 8-9=-61/485, 7-8=-336/93, 6-7=-134!783 T 3 .BS 3-8=-723/199, 4-7=-268/125, 4-6=-645/166, 3-7=-234/1169, 2-8=-872/164, 1-10=-75/421 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. 6) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARNING - Vert%y d-ign pa—etd a sad REED NOTES ON TRIS AND INCLUDED AIIT&RREPSRENCB PAGE JdTI 7473 nus. 10 U8 8£PORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individuct web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult_ANSI/TPII Quality Criteda. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 12. Alexandria, VA 22314. ff MiTek" 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Lei Job Truss Truss Type Qty Ply I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 831708812 SEV MED LOT_8 D03D GABLE 1 1 Lumber Increase 1.25 BC 0.42 Vert(TL) n/a n/a 999 b Reference- f-oplional) Select Build, Indio, CA - 92203 5.74 5.74 a a of 5.74 5.74 5-312 5.312 025112 .ubu s Jan zz z0D9 MI I ek Industries, Inc. I ue May 25 09:35:27 2010 rage T 5312 5S8 Sot a 1:432 ft4 = 22 3.4 = 3x4 = ft4 = 3x8 = 3x8 = 5.3-12 53-12 53-12 5.5-8 LOADING (psf) SPACING 21 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) -0.02 7 n/a n/a BCDL . 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 131 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puffins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. OTHERS 2 X 4 HF Stud WEBS 1 Row at midpt 4-6, 3-9, 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 27-0-0. (lb) - Max Horz21=-142(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 20, 19, 12, 7, 8 except 6=-552(LC 12), 21=-332(LC 15), 13=-138(LC 11), 9=182(LC 16), 17=-275(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 20, 19, 18, 16, 15, 11, 10, 7, 8 except 6=709(LC 7), 21=489(LC 8).13=466(LC 8), 9=550(LC 7), 17=572(LC 8) • QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-741f767.2-3=-703/734, 3-4=1126/1152,4-5=-1488/1470.1-21=-411/307 BOT CHORD 16 -17= -775!772,15.16= -775!772,14-15=-775!772,1314=-775/772,13-50=-1978/1977, 12 -50= -1978/1977,11 -12=-1798/1797,10-11=-1335/1334,9-10=-820/820,8-9=-1025/1029, 7-8=-422/426, 6-7=-1784/1789 WEBS 3 -13= -859/596,4 -9=-911/606,4-6=-1805/1846,3-9=-1750/1758,2-17=-791/540, 2-13=1322/1325,1-17=-795/806 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a total drag load of 200 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dr: along bottom chord from 13-0-0 to 27-0-0 for 385.7 plf. 11) Graphical puriin representation does not depict the size or the orientation of the puffin along the lop and/or bottom chord. LO&aA1§EWF STeflfd9rtl9rt pan cf cr. dad READ NOTES ON THIS AND INCLUDED AIT Sfi REFERENCB PAGE hit/ -7473,—.10.'08 BEFORE USB. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters aril proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure slability during construction is the msponsibilllty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 10 Job russ Truss Type Qty Ply SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R31708813 SEV MED LOT 8 E03D GABLE 1 1 Lumber Increase 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Job Reference (optional) Select Build, Indio, CA- 92203 7.060 s Jul 30 2008 MiTek Industries, Inc. Tue May 25 10:01:28 2010 Page 1 5-5-12 10-" 15.10A 214-0 5-5-12 5-241 5-24 5-5-12 Scale =1:35.3 3.8 = r 3x4 = 3x4 It 5x6 = 4x4 = 4x4 = 40 = 0 5-5-12 I 10-8-0 I 15-104 I 214-0 20 5-5-12 5-24 5-24 5-5-12 Plate Offsets (X,Y): 11:0-4-6.0-1-81. 116:0-3-0,0-3-01. [25:0-1-12,0-1-01,130:0-1-12.0-1-01, [34:0-1-12,0-1-01. 139:0-1-8,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) n/a n/a 999- MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) -0.02 7 n/a n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight: 112 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS All bearings 21-4-0. (lb) - Max Horz 19=276(LC 11) Max Uplift All uplift 100 Ib or less at joints) 8, 9, 18 except 7=-513(LC 12), 19=-576(LC 9), 16=-140(LC 13), 10=-110(LC 13), 13=-107(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 8, 9, 11, 12, 14, 15, 17, 18 except 7=668(LC 7), 19=688(LC 8), 16=465(LC 8), 10=442(LC 8), 13=426(LC 8) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT • LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1 -2= -1116/1173,2 -3=-1117/1140,3-4=-1160/1156,4-5=-260/224,5-6=-1199/1174, 1-19=-596/550 BOT CHORD 18-19=-498/494, 17-18=-764n60,16-17=-1 327/1323, 15-16=-354/362, 14-15=-644/629, 13 -14=-117711162,12-13=-306/292,11-12=-599/586,10-11=-1103/1090, 9-10=-287/308, 8-9=-583/560, 7-8=-1077/1079 WEBS 5 -10= -880/602,3 -10=-1180/1186,3-13=-833/585,2-13=-1206/1208,2-16=-831/560, 1-16=-1288/1 276, 5-7=-1170/1 185 ES'S/..0 NOTES OQ,OF SOorY 1) Unbalanced roof live loads have been considered for this design. 0 O`F C 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and 2 i V G1 2 right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00w rn 74486 n 3) 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 1-2002. EUX 1-11 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. C1 Q 7) Gable studs spaced at 1-4-0 oc.q TFOF 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CA1-\ 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 2010 10) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist CQfintV %LZeZW dxsiga pars:mdaxa and RE8D 1MY&S ON T71fS AND INCLUDED AIITT REFERENCB PACE MI -7473n .10-V8 BF -PORE USB. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and B for an Individual bueding component. Ell Applicabifly of design poromeniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown amm is for lateral support of indnidual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall sfrucluse is the responsibility of the building designer. For general guidance regarding — fabrication. qualify control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaflon available from Truss Plate Institute. 281 N. Lee S. reef, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job cuss Truss Type Qty Fly 831708813 SE% MED LOT 8 E03D GABLE 1 1 Job Reference (optional) setect aunts, maio, cn- y us ....".Y NOTES 11) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) .Standard • • ® WARNTNG -VaIV design pm ctevs and READ NOTES ON THIS AND INCLUDED MT. REFERENCE PEGS MII7473 new. 10-108 BEPORB USE. " Design valid for use only with Milek connectors. This design a based only upon parameters shown, and 6 for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tons designer. Bracing drown n for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the _ MiTek` erector. Additional permanent bracing of the overall structure is the responsblity, of the binding designer. For general guidance regarding .o fabrication, quality control, storage, dernery, erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7177 Greenback Leve, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 5-5-12 Plate Offsets (X Y): [1:0-4-8.0-1-81.[10:0-3-0,0-3-01 LOADING (psi) SPACING 2-0-0 R31708814 Lb SEV_MED_LOT_8 E04 MONO TRUSS 5 1 TC 0.77 Vert(LL) -0.09 9' >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 Reference belecl tsum, mato, LA - 7LZU3 5512 915 = 5-24 /.IAV S JE11 LL GVVO IVII I CR II IYYSSICS, 1114 1 YC IVlay CJ V-J.JJ.J I GV I U raaC I 524 5512 s®le =1:94.1 914 = M U411 515= U4= IS11 1nA-0 • 914= 1SIn4 I 414= 114-0 1 i I I 5512 S24 524 5-5-12 Plate Offsets (X Y): [1:0-4-8.0-1-81.[10:0-3-0,0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.09 9' >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.37 - Vert(Q -0.24 9-10 >999 240 ` BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) -0.05 11 n/a n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight: 90Its LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-7 iTek recommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer Fn stallation guide. REACTIONS (Ib/size) 7=863/0-3-8, 11=863/0-3-8 Max Horz7=276(LC 4) Max Uplift7=-77(LC 5), 11=-109(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1623/287, 2-3=-2025/310, 3-4=-1485/258, 4-5=-1478/259, 1-11=-812/131 9-10=-175/1619, 8-9=-295/2020,7-8=-322/1481 0OTCHORD EBS 5-8=0/361, 3-8=-591/60, 2-9=130/437, 2-10=-540/125, 1-10=-219/1630, 5-7=-1544/154 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard sooty olF to U 2C 2 LU C 074486 M P. X31-11 25,2010 A WBRKM-Verify deslgrp—eteiv and READ NOTW ON 7WIS AtM INCLUDLID bII7SKREPSRElVCB PAGE ki71-7473rcu.40-108 BEFORE USE. WN, valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,. — fabrication- quality control, storage.uss delivery, erection and bracing, consue ANSI/TPI7 Quality Criteria, DSB-89 and SCSI BuIlding Component 7777 Greenback Lane, Suite 109 Safely Information available from TrPlate institute. 281 N. Lee Street, Suite 312- Alexandria. VA 22314. Citrus Heights, CA, 95610 Symbols. . Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. 6 4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage Or Personal Injury Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. 1 G' 1 2 3 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves T TOP CHORDS C14 C&3 4 may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never WEBS aq stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U pb =O designer, erection supervisor, property owner and plates 0-'69' from Outside o_ +' u` V all other interested parties. edge of truss. 0 CL O 5. Cut members to bear tightly against each other. c7-e cQ7 cse BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the7 g 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 8. Unless otherwise noted, moisture content of lumber soffware or upon request. r JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non structural consideration and is the width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to p ty 4 x 4 to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. PRODUCT CODE APPROVALS LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-'I 352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER '561spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated.lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design from, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 'ra PER.F-CT RM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. MW MW D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 PLEASE CONTACT SelectBulld FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 CONTENTS .........................PAGE TIMBER PRODUCTS INSPECTION (LETTER) ...................................1 TPI (GTI) STAMP - SEE PAGE 1 ....• .............................2 E%PLANATION OF ENGINEERED DRAWING ......... • ... • • • .. • • ....... • . • • •..3 DETAIL FOR COMMON AND END JACKS - 16 PSF ...............•.•...•••.....•••••4 DETAIL FOR COMMON AND END JACKS - 20 PSF ..................................5 SUPPORT OF B C (PRESSURE BLOCKS STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL • • ..... • ................. • • • • • • • • •T BEARING BLOCK DETAIL 3 `/:" BEARING ..................................8 BEARING BLOCK DETAIL 5 '/Z" BEARING ........ • • ...... • . • ...............9 UPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL ................................. WEB BRACING RECOMMENDATIONS .................................12 T -BRACE AND L-BRACE .................................13 • VALLEY TRUSS DETAIL ..14 VALLEY TRIISS DETAIL (CONT'D.) .................................15 PIIRLIN GABLE DETAIL .................................16 PIIRLIN GABLE DETAIL (CONT'D.) .................................1T PIIRLIN GABLE DETAIL (CONT'D) .................................18 PIIRLIN GABLE DETAIL ic-ONT'D) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D) .................................21 STD. REPAIR - MISSING STUD ON GABLE TRUSS ....................................22 STD. REPAIR - BROKEN STUD ON GABLE TRESS ................. • . • • . • ..... • • . • .23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2%6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR - NOTCH 2%4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% .....................................2T FALSE BOTTOM CHORD FILLER DETAIL .................................. 28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PLEASE CONTACT SelectBulld FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 TOMBER - -®DUCTS March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber. in the Timber. -Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by • the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder. West Components personnel-, are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSUTPI standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI program, please contact Pepper Browne at (3 60) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Western Division 105 SE 124th Avenue - Vancouver, Washington 98684 0 360/449-3840 FAX: 360/449-3953 P.O. Box 919 - 1641 Sigman Road a Conyers, Georgia 30012 • 770/922-8000 - FAX: 770/922-1290 Pi MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDER WEST COMPONENTS INDIO. CA UUALII v AUD111:0 BY . TIMBER FROWT& INFPECTIOR, INC. U DESIGN CRITERIA TC LL Psf _ TC.DL UCS DL Rst TOTALLOAD pst PUR.FACTOR SPACING !Page # 4 o russ Truss Type ?y Y DISPLAY ROOF1 COMMON 1 1 .000 e Feb -6 2003i ek Industries, Inc. Mon Mar 17 14:26:39 2003 Page 1 -2-M .54-5 10.2-3 -15-0-0139-13 24-7-11 30-M 32-0.0 B 2-M 5-4-5 4-313 4-313 4-9-13 49-13 5-4-5 2-0-0 44 = 6 C6. OD 12 1x4 11 1x4 II - 3x4 i 5 7 3x4 4 a E D 1x4 1x4 i 3 9 ' 10 2 ) )e 11 0 o, F 3x6 = 14 13 12 3x6 = 3x8 = 3x6 = 3x8 = / /'i 10.2-3 13313 30-00 B 10-2-3 37-11 10-2-3 Plate Offsets (X,Y): •[2:0-30,0-1-4), [10:0-3-0,0-1-4)H LOADING (psf) SPACING 2-0-0J CSI N DEFL in (Loc) I/defl P PLATES GRIP ' TCLL 20.0 Plates Increase 1.15 J/ TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.15 K BC 0.83 Vert(TL) -0.39 12-14 >907 BCLL -0.0 Rep Stress Incr . Y.ES WB. 0.36 ,_. Horz(T,L) .._ 0.07,,. 10 n/a BCDL 10.0 Code BOCA/ANSI95 L 1 st LC LL Min I/defl ='240 Weight: 158 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No'2 U TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied or 8-6-11 oc :bracing. WEBS 2 X 4 SYP No.3 B S REACTIONS (Ib/size) 2=1317/0-3-8, 10=1317/0-3-8 TMax Horz 2=-175(load case 5) Max Uplift2=-341(load case 4), 10=-341(load case 5) V First Load Case Only V FORCES (lb) - TOP CHORD 1-2=26, 2-3=-2024, 34=-1722, 4-5=-1722, 5-6--1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11 =26 BOT CHORD 2-14=1794, 13-14-1140, 12-13= 1140, 10-12-1794 WEBS 5-14--294, 7-12=-294, 3-14=-288, 6-14=742, 6-12-742, 9-12=-288 % NOTES Y 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h-25ft; TCDL-5.Opsf; BCDL-5.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL— 1.33 plate grip DOL— 1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint 10. A Cumulative Dimensions M TC, SC, and Web faaximum Combined Stress Indicis B Panel Length (feet - inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard C Slope 0 Input Span to Deflection Ratio D Plate Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height O Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet- inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift andfor Horizontal Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet - inches - sixteenths) V Member Axial Forces for Load Case 1 K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases Page # 3 DETAIL FOR COMMON AND END JACKS MIUSAC - E -16PSF 4/18/2007 i PAGE i MAX LOADING (psf) SPACING 2-0-0 R ! MiTek Industries, Inc. TCLL 16.0 i Plates Increase 1.25 i BRACING I TCDL 14.0 Lumber Increase 1.25 i TOP CHORD Sheathed. Western Division BCLL 0.0 ; Rep Stress Incr YES 1 BOT CHORD Rigid ceiling directly applied. I ' BCDL _1_0.0 _ I -MINIMUM LUMBER SIZE AND GRADE I ! TOP CHORD 2 X 4 SPF, HF, DF -L No.2 I LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, --._......_.__-_.....:...._.....-'_----HF, DF -L No.2 I —.__.. AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE } W/ (.131"X3.0" MIN) NAILS @ 3" O.C: 2 ROWS ' -2-M NOTE: TOP CHORD PITCH: 4/128/12 i BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND 2x4 - - BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE ' (0.162 DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED i' @ 4'-0" O.C. ALONG THE EXTENSION OF TOP -CHORD. • / CONN. W/3 16d COMMO( WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS 1 / ---- k 2x4 3x4 - CONN. W/2 16d COMMON WIRE (0:162"DIA X 3.5" LGT) TOE NAILS 6-0-0 3X4 - BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. I 2-0-0 8-0-0 H .1 CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # AUG 14 2009 0048433 EXP. 3-31-11 ISF CALI 4 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITElr REFERENCE PAGE Mir -7473 BEFORE USE. i 7777 Greenback Lane 1 Design valid for use on with MiTek nn lors. This n' n upon parameters g N co pr design a based only po pea eters shown, and is for n individual building component. Applicability of design paramenters and proper incorporation of component rs responsibility of building designer -not truss designer. Bracing shown I is individual B-0-0 for lateral support of web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i I fabrication• quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSS -89 and BCSI1 Building Component •' • Safety Information available from Truss Plate Institute. 583 D'Onolrio Drive, Madison, WI 53719. MiTek ' EXT. i I 4-0-0 2-0-0 2-0-0 — ! .. _ .... ._. ._t►I I EXT. _.•... I i EXT. I _ _..... 2-0-0'-- .. _._... ..._.`.-•- EXT. 2-0-0— ! 2_0_0 CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 3X4 - BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. I 2-0-0 8-0-0 H .1 CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # AUG 14 2009 0048433 EXP. 3-31-11 ISF CALI 4 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITElr REFERENCE PAGE Mir -7473 BEFORE USE. i 7777 Greenback Lane 1 Design valid for use on with MiTek nn lors. This n' n upon parameters g N co pr design a based only po pea eters shown, and is for n individual building component. Applicability of design paramenters and proper incorporation of component rs responsibility of building designer -not truss designer. Bracing shown I is individual Suite 109 Citrus Heights, CA, 9561 AM for lateral support of web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i I fabrication• quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSS -89 and BCSI1 Building Component •' • Safety Information available from Truss Plate Institute. 583 D'Onolrio Drive, Madison, WI 53719. MiTek ' DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (pSt) UINU z -u -u BRACING MiTek Industries, Inc. TCLL 20.0. P ateS Increase 1.15 Western Division TCDL 16.o Lumber Increase 1.1s TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied: BCDL 10.0 1 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • 3x4 = LENGTH OF EXTENSION AS DESIGN REWD 20'-0" MAX . SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS 8-0-0 SUPPORT AND CONNECT ON BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (8:162"DIA. X 3.5" LGT) TOE NAILS 3X4 = BOTTOM CHORD LENGTH MAYBE 2'-0" OR A BEARING BLOCK CONN. wn 16d COMMON WIRE(0.162"DIA. X 3.5' LGT r'I TOE NAILS OR SEE DETAIL MIVSAC-7 FOR 1 2-0.0 PRESSUREBLOC)ONG INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 0046433 EXP. 3-31-11 ' P Page # 51 ` OF C fo AUG 14 2009 Q WARNING • Ver(fy design parameters and READ NOTES ON TRW AND INCLUDED r97EK REFERENCE PAGE MU 7473 BEFORE USE. S777 G eenback lane asm Design valid for use only with MITek conneclors. This design Is based only upon parameters shown, and Is for an IncrMclual bullding component. Suits Citrus109 Heights, CA, 9581 Applicability of design paramenters and proper Incorporation of component is responsibl5ly of butlding designer- not truss designer. Bracing Shown Is for lateral support of Individual web members only. Addlllonal temporary bracing to Insure slablify during construction Is the responslbMty of the erector. Additional permanent brodng of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8.89 and BCSII Building Component T Safety Infonna8on ovo8able from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. Mi 1 k B-0-0 6-0.0 EXT. 4-0-0 2-0-0 2.0-0 EXT. EXT. Y-0.0 EXT. 2-0-0 2-0-0 1 CONN. W13 16d COMMON WIRE (D.162"DIA X 3.5" LGT) TOE NAILS 3X4 = BOTTOM CHORD LENGTH MAYBE 2'-0" OR A BEARING BLOCK CONN. wn 16d COMMON WIRE(0.162"DIA. X 3.5' LGT r'I TOE NAILS OR SEE DETAIL MIVSAC-7 FOR 1 2-0.0 PRESSUREBLOC)ONG INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 0046433 EXP. 3-31-11 ' P Page # 51 ` OF C fo AUG 14 2009 Q WARNING • Ver(fy design parameters and READ NOTES ON TRW AND INCLUDED r97EK REFERENCE PAGE MU 7473 BEFORE USE. S777 G eenback lane asm Design valid for use only with MITek conneclors. This design Is based only upon parameters shown, and Is for an IncrMclual bullding component. Suits Citrus109 Heights, CA, 9581 Applicability of design paramenters and proper Incorporation of component is responsibl5ly of butlding designer- not truss designer. Bracing Shown Is for lateral support of Individual web members only. Addlllonal temporary bracing to Insure slablify during construction Is the responslbMty of the erector. Additional permanent brodng of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8.89 and BCSII Building Component T Safety Infonna8on ovo8able from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. Mi 1 k SUPPORT OF B.C: OF STANDARD OPEN END M11/SAC - 7 3/30/2004 PAGE 1 JACK USING PRESSURE BLOCKS Pq is CAL HIP' SUB GIRDER CAL HIP - GIRDER Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss~ of jack / — Irl -2- (.131"X3. 2x4 block MIN) 1 _ J RADS (typ) lack —'between jacks, •Ir ' truss nailed to carrier bchL (typ) W/6 W/(.131"X3.0" MIN) nails spaced at 3" o.c. 6 -o -o 24" TYP PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss I"X3.0" MIN) NAILS (typ) CHORD OF OPEN END JACK BC W/ 6-(.131"X3.0" MIN) NAILS @ 3" o.c. Page # 6 e ® IVARMNG • Verify dcsign pa on,eters and READ NOTES ON TJOS AND INCLUDED RUTEK REFERENCE PAGE XVT-7473 DEFGRE USE. Design volld for use any wllh MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Appficablilly of design paromeniers and proper incorporation of component Is responsibility of bundling designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Addillonal temporary bracing to Insure stability during construction Is the responsiblilly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labricallan, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•59 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. MITeK Industries, Inc. Western Division C046433 EXP 3-31-11 i i CIVIL ) DCAI i AUG 14 2009 Sully tog GWHes Helghls, CA, 9561 NIOW INTERIOR BEARING OFFSET DETAIL MIIISAC - 6 3/30/2004 PAGE 1 Z • NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR -TRUSS DESIGNS . DOUBLE WEB JOINT SINGLE WEB JOINT .• MITek Industries, Inc. Western Division TRIPLE WEB JOINT WARMNO • DeAfy des4gn parametirs and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII•7473 BEFORS USE. Design valid far use only with Mlrek connectors. This design Is based only upon parameters shown. and Is for an Ind'rvldual bulUng component. Appll=bBly at design.paromenlers and proper Incorporation of component h resporulb161y of bugding designer • not truss designer. Bracing shown is for lateral support of ndMdual web members only. Addillonol lempor ,bracing to Insure stability during construcllon Is the responstbp0ly of the erector. Addl tonal patmanenl.brodng of the overag structure Is the responslbIlly of the building designer• For general guidance regarding fabrication• quallly conlrot, storage, de8very, erection and brodng, consu8 ANSI/TPII Quality Criteria, DSB•89 and BCSIT Building Component Safety Information ovallabte from Truss Plate Institute• 583 D'Onoldo Ddve, Madlson, WI 53719. 0 77777 Greenback Lane Suna 109 Citrus Heights. CA, 9561 BEARING BLOCK DETAIL 3 112" BEARING MIUSAC - 3A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher.. Trusses not fitting these criteria should be examined individually. PAI1 eK InaustrleS, Inc. Western Division 0-3-8 ACTUAL BEARING SIZE; •HU'1"I'C.` CHORD SIZE LUMBER AALLOWABLEEA REACTION 1 BEARING BLOCK I BRING BLOCK I & WOOD BEARING ALLOWABLE LOADS RIdC: GRADE ' (ib) ALLOWABLE LOADS __...---.—.--....__•__...-----.---.._.__..._......__.....---...___._ ALLOWABLE LOAD i iib) EQUILAiENC EQUIVALENT ... .. J+RTh'G EN G"' D LE -. IvAI3, 1'PIG PA7"f kEl — -- ---"--i (NOTE 1)---`- (NOTE 4,5) ! _ NOTE 4) — (---)---' NOTE 4 --- L SYP------'-'------=-- 2966 fi 929 ! 3895 --+---•--'-----'-----'----......__............_._.—.._......_ ) 0-4-9' .... . '•'4 BOTTOM CHORD '. '--- DF 3281 I 855 4136 ' ! 0-4-6 Z ROWS @ 3" O.C. TO'f.'AL NAILS) HF ; 2126 j 736 2862 04-11 SPF I 2231 i 726 ! 2957 0-4-10 sY_P ! 2966 --3281 I 1393 _..._..-...___4359 -'--- -............ _.0 5 2 DF -- i 1282 4563 ! 0-4-13 BOTTOM. ROWS s 3" O.C. HF 2126 1104 3230 ! 0-5-5 ill TOTAL NAILS) '-"--'--- ----- --..._.. ---- 1089- - --- 3320 ------ ---- - . -0-5-3 --- - I sYP - -2231 --! 2966 j 1858 4824 0-5-11 i =x3 BOTTOM CHORD - - I.' OF I _-3281 1710. - ------- --- 4991.. r--------- - -- ... — 0-5-5-._..._...._........_... 4 ROWS @ 3" O.C. }— ! 2126 -L. 1472 3598 j 0-5-14 i F TOTAL rlAr s) —HF s PF----! 2231 ! 1452 I 3683 i 0-5-12 -'-- - =- - --- - - -- ..._...... y..... i': FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT • 22 1/2" BLOCK i BRG BLOCK TO BE SAME SIZE, GRACE, b SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS I CASE_ 2 ' I -- --- C046433 EXP. 3-31-11 I -\ ! CNtIL Q' t y TFOF t 12" BLOCK -_____.-.._.._- AUG 14 2009 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 8 ® IVARNING . 11 ify design pammccem and READ NOTES ON THIS AND INCLUDED IRITEK REFERENCE PAGE N1I.7473 BEFORE USE. 7777 Greenback Lane ® 09 Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for on individual building component. sidle He IM Applicability of design props incorporation of component is res .Citrus Heights, CA, 9561 ml pp y g poromenlers and r p responsibility of building designer •not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component M iTeIC® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. BEARING BLOCK DETAIL5 1/2" BEARING MII/SAC -4A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN j FOR PLATE SIZES AND LUMBER GRADES j IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. _.....-- ---- -----...------..—. _. _...--------...------- 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS Western Division - 4" MINIMUM HEEL HEIGHT • BRG BLOCK TO BE SAME 22 1/2" BLOCK SIZE, GRADE, 6 SPECIES AS EXISTI14G BOTTOM CHORD. AFPLY TO ONE FACE OF TRUSS i 12" BLOCK ' McA33 EXNP 3-31-11 CIVIL Ore NOTES: AU6 14' 2009 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 "5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 9 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED ICTER' REFERENCE PAGE M11-7473 BEFORE USE. 1771 Greenback lone r_ ® Suite 109 Design valid for use only with MTek conneclors. this design is based only upon paromelers shown, and is for an individual building component. Citrus Heights. CA. 956MAIN Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not buss designer. Brocing shown w is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the - erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricotion, quality control, storage. delivery, erection and bracing. consult ANSI/lPtl Quality Criteria, DSB-89 and BCSl1 Building Component M iTek® Safety Information available from truss Plate Institute. 583 D'Onolrio Drive. Madison, WI 53719. ALLOWABLE i BEARING BLOCK I. BEARING BLOCK 6 WOOD BEARINGALLOWABLE LOADS R::T11Ot4 CHORD SIZE LUMBER REACTION ALLOWABLE LOADS - ,:,piD GRADE (1bJ p ALLOh LOAD (lb) iT^ -i v -LENGTH.. J '" I'" .' SIJ aEARIrJG t EQI: t::.::.I1JG PATTERN (NOTE 1) (NOTE 4,5) (NOTE 4) -- -3(—TE 4)_ : .......:.. __ ._Lr 4661 929 - - 5590 0-6-9 SYP - - - 4 BOTTOM CORD f _ ----.._.....:... DF ...-- -- 5156 855 6011 0-6-6 :.: ROl•1S 2 3" O.C. ._._._.. 4077 -- - ....... 0-6-11 ;e. TOTAL WAILS) HF 3341736 - --- - -- - . ...................... - -- ..... - — --s SPE, ! --- -- 3506 ----- ..... - --... i 726 -- --- i 4232 i 0-6=10 4661 1393 6054 ; 0-7-2 BOTTOMCHORD SYP--- — -- 5156 1 1282 ---=— — — --- ...-----.... ....... 1 6438 1 --- ---- -- ....... ................... — ..__. ... ... . 0 6-13 - —..... .. . . ROWS (4 3" O.C. --DF--------= HF i 3341 1104 i 4445 -- -- .... - - 0_7-5 0 l^ TOTAL ,]AILS) - -- --=- — 3506 ---- - .--- 1089 —------- I 4595 - 0 7 3 SPF SYP 4661 1858 I 6519 I 0_-7-11 X -. a aoTrOr4 CHORD __..---....._ ---- •---- --- j DF 5156 ----- 1710 ----- ----i----- 6866 0-7-5 4 RuwS 2 3" O.C. TOTAL [JAILS) --- — - HF —. 3341 1472 4813 0-7-14 (16 4958 i 0-7-12 SPF 3506 1 1452 _ FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT • BRG BLOCK TO BE SAME 22 1/2" BLOCK SIZE, GRADE, 6 SPECIES AS EXISTI14G BOTTOM CHORD. AFPLY TO ONE FACE OF TRUSS i 12" BLOCK ' McA33 EXNP 3-31-11 CIVIL Ore NOTES: AU6 14' 2009 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 "5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 9 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED ICTER' REFERENCE PAGE M11-7473 BEFORE USE. 1771 Greenback lone r_ ® Suite 109 Design valid for use only with MTek conneclors. this design is based only upon paromelers shown, and is for an individual building component. Citrus Heights. CA. 956MAIN Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not buss designer. Brocing shown w is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the - erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricotion, quality control, storage. delivery, erection and bracing. consult ANSI/lPtl Quality Criteria, DSB-89 and BCSl1 Building Component M iTek® Safety Information available from truss Plate Institute. 583 D'Onolrio Drive. Madison, WI 53719. • UPLIFT'TOE-(NAIL DETAIL MII/SAC - 24 1 11/18/2004 1PAGE1 MiTek Industries, Inc: Q NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW NEAR SIDE R SIDE TOI OF END VIEW VIEWS SHOWN ARE FOR. FAR SIDE ILLUSTRATION PURPOSES ONLY VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE:G A - (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE "IC I/, G`cLG For Wind DOL of 1.33: v` 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind) = 146.8Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: - 'p 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind x;046433 If the uplift reaction specified on the Truss Design EXP.3-31-11 Drawing is more than 146.8 lbs (176.6 lbs) another GN1L \Q. mechanical uplift connection must be used. ` OFC •" USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 AUG 1'4 Zpng ® WARMNO. Varify design parametara and READ NOTES ON TRIS AND INCLUDED BATEKREFERENCE PAGE mi -7473 BEFORE uSE. 17777 Greenback Lane __0 Design void for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suits 109 A icablil of design aromenlers and proper Incorporation of component is responsibility of building designer - not Truss designer. Bracing shown Citrus Heights. CA. 9561 PP Y 9 P W Pe rP P P Y 9 9 9 y MR Is for lateral support of Individual web members only. Additional lemporvry bracing to Insure stability during construction is the responsblQly of the erector. Additional permanent bracing of the overt i structure is the responslbiily of the building designer. For general guidance regarding fabrication. quality control, storage, delivery• erection and bracing. coraull ANSI/TPII Quality Criteria, DSB•69 and BCSII Building ComponentA j ® M Safety Information available from Truss Plate Insiflule, 5113 D'Onoldo Drive, Madison, WI 53719. TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF -S p .131 58.5 46.1 31.6 29.8 20.3 Z p .135 60.3 47.5 32.6 30.7 20.9 J .162 72.3 57.0 39.1 36.8 25.1 M p .128 53.1 41.8 28.7 27.0 18.4 Z 0 .131 54.3 42.8 29.3 27.7 18.8 N .148 61.4 48.3 33.2 31.3 21.3 k+i 0 .120 45.9 36.2 24.8 23.4 15.9 O.128 49.0 38.6 26.5 25.0 17.0 o .131 50.1 39.5 27.1 25.6cl 17.4 .148 . 56.6 44.6 30.6 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE:G A - (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE "IC I/, G`cLG For Wind DOL of 1.33: v` 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind) = 146.8Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: - 'p 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind x;046433 If the uplift reaction specified on the Truss Design EXP.3-31-11 Drawing is more than 146.8 lbs (176.6 lbs) another GN1L \Q. mechanical uplift connection must be used. ` OFC •" USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 AUG 1'4 Zpng ® WARMNO. Varify design parametara and READ NOTES ON TRIS AND INCLUDED BATEKREFERENCE PAGE mi -7473 BEFORE uSE. 17777 Greenback Lane __0 Design void for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suits 109 A icablil of design aromenlers and proper Incorporation of component is responsibility of building designer - not Truss designer. Bracing shown Citrus Heights. CA. 9561 PP Y 9 P W Pe rP P P Y 9 9 9 y MR Is for lateral support of Individual web members only. Additional lemporvry bracing to Insure stability during construction is the responsblQly of the erector. Additional permanent bracing of the overt i structure is the responslbiily of the building designer. For general guidance regarding fabrication. quality control, storage, delivery• erection and bracing. coraull ANSI/TPII Quality Criteria, DSB•69 and BCSII Building ComponentA j ® M Safety Information available from Truss Plate Insiflule, 5113 D'Onoldo Drive, Madison, WI 53719. • LATERALTOE-NAIL DETAIL MIUSAC. - 25 11/18/2004 PAGE 1 MiTek Industries, Inc. NOTES:RO 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER Western Division AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES =I FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • FZ\ 0046433 EXP. 3-31-11 OF CAUFO AU 2049 1 SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS NEAR SIDE x ----A - -I FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE x - - I FAR SIDE ,. _._......_...._..--------..- 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 7.5.00° ® WARMNO - Verify dcsfgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1N77 74M BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lubrication, quality control, storage. delivery. erection and brocing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE /\ NEAR SIDE SIDE VIEW (2x6) 3 NAILS itNEARSIDE NEAR SIDE NEAR SIDE Page # 11 7777 Greenback Lane Suite 109 x 11 Citrus Heights, CA, 9561 "( „„ ,,, ^,"' " MiTek TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SYP OF HF SPF SPF -S .131 88.1 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 Cl) O Z -- 128 84.1 76.9 66.7 65.3 57.0 .131 1 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 1 84.7 82.8 72.3 0 120 73.9 67.6 1 58.7 57.4 50.1 Z O - .128 84.1 76.9 66.7 65.3 57.0 J 0 131 88.1 80.6 69.9. 68.4 59.7 C-; .148 106.6 97.6 1 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • FZ\ 0046433 EXP. 3-31-11 OF CAUFO AU 2049 1 SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS NEAR SIDE x ----A - -I FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE x - - I FAR SIDE ,. _._......_...._..--------..- 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 7.5.00° ® WARMNO - Verify dcsfgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1N77 74M BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lubrication, quality control, storage. delivery. erection and brocing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE /\ NEAR SIDE SIDE VIEW (2x6) 3 NAILS itNEARSIDE NEAR SIDE NEAR SIDE Page # 11 7777 Greenback Lane Suite 109 x 11 Citrus Heights, CA, 9561 "( „„ ,,, ^,"' " MiTek MARCH 12, 2009 0 0l 0 00 a MiTek Industries, Inc. WEB BRACING RECOMMENDATIONS I ST-WEBBRACE MTek Industries, Chesterfield, MO Page 1 of 1 `Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAYSIZE 24"O.C. 48"O.C. 72" O.C. ROOF ANDAOR CELNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIIED PROFESSIONAL. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C D A B C D C D MATERIAL, AND SHALL BE INSTALLED N SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1886 AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d .'•• ..;A i.( .w'":'ti,s :'_ tile- ai .:JY:',r. z^.•..r', 'r -r . :,' ' 101-0' 1610 1886 B 2829 _-..-'r74 : FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARD24G DESIGN AND INSTALLATION OF BRACNG, CONSULT C 2 X 4 93, STD, CONST (SPF, DF, HF, OR SYP) DSB49TEMPOP.ARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI1 12'-0' 1342 1572 1572 2358 7'-<':si•'.>'; j 3143 3143 4715 4715 7074 I. TABULATED VALUES ARE BASED ON A DOL .1.15 1150 1347 1347 ;,:(;;:r. .[iv:<}•.ti`: . r::'r`.— ':i5 t-E' .'S ..r:;v' 'i.C i:;`•5:::= ;rte '`::<'i(;_ ; ..r. • 14'-0" 2021 _`. ; ?='t :'' i:.:t: ;'y'"' e' iz 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0' 894 1048 1048 1572"k 4'~' S'' 3143 4715 '•err :• ;- - 20'-0' 805 943 943 1414 1886 1886 2829 :`.. `Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A. SPACING OF 24'O.C. ONLY, MITEK'STABLIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B C A14D D BRACI4G MATERIAL. DIAGONAL BRACING FOR STA9111MRS ARE TO BE PAov DED AT BA`% SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REOUIRED AT PROI BREAKS, STABILIZERS IAAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER' TRUSS BrV,GHG P15TAL1 n N GUIDE AND PRODUCT SPECIFICATION. MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.1 Od NAILS (SEE NOTE 4) Page # 12 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE PITO THE ROOF ANDAOR CELNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYNG 2%OFTHE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED N SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131.8257 FOR 1X4 BRACES, 2-I0d (0.131'x 3) FOR 2x3 and 2x4 BRACES, AND 3.100 (0.131-x3r FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2 -ed (0.131-X2.51 NAILS FOR 1x0 LATERAL BRACES, 2.1 ad (0.131Y3y NAILS FOR 2x3 and 2x0 LATERAL BRACES, AND 3-1 Od (0.131-X31 FOR 2r6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARD24G DESIGN AND INSTALLATION OF BRACNG, CONSULT C 2 X 4 93, STD, CONST (SPF, DF, HF, OR SYP) DSB49TEMPOP.ARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI1 GUIDE TO GOOD PRACTICE FOR HANDLING, NSTALLNG I BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE NSTRUTE. MW.Obck duWyz= and www.t ibnLarg D 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE I. TABULATED VALUES ARE BASED ON A DOL .1.15 FOR STABILIZERS: FOR A. SPACING OF 24'O.C. ONLY, MITEK'STABLIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B C A14D D BRACI4G MATERIAL. DIAGONAL BRACING FOR STA9111MRS ARE TO BE PAov DED AT BA`% SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REOUIRED AT PROI BREAKS, STABILIZERS IAAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER' TRUSS BrV,GHG P15TAL1 n N GUIDE AND PRODUCT SPECIFICATION. MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.1 Od NAILS (SEE NOTE 4) Page # 12 T -BRACE AND L -BRACE Nailing Pattern L -Brace size Nall Size Nail Spacing 1x4 or 6 10d (0.148X3") B" o.c. 2x4, 6, or 16d(0.162X3 1/2") Be D.C. Note: Nall along entire length of L -Brace or T -Brace (On Two -Piles Nall to Both Plies) • WE6' Z C046433 EXP.. 3-31-11 / Nails ,a SPACING k k t \fv o CARP't] AUG 14 2009 Mll/SAC - 23 18/27/2004 J PAGE 1 MITek Industries, Inc. Western Division L -Brace or T -Brace Size for One -Ply Truss Specified Contlnuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 2x4 2x6 1x6 2x6 2x8 2x8 ¢** •" DIRECT SUBSTITUTION NOT APLICABLE. Secflon Detail Nails % Nails` Web --- Web L -Brace T -Brace L -BRACE or T -BRACE Nails 10d (0.148X3' @ 9" o:c. Web I..BraCe NallsZtlon Detall Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. TVAMMI'e• Verify d-Ign paramatern and READ NOTES ON TMS AND INCLUDED AVT=1LEFBRHNCB pACC IM.7473 BM," USE. Design valid for use only with MTek conneciam This design Is based only upon parameters shown, and Is far an Individual building component. App9cablOty of design pporamanters and proper incorporation of component Is responsibility of building designer -not Inns designer. Brocing shown Is lar lateral support of Mdivlduat web members only. Addlllonal femporary bracing to insure slablMy during construction Is the responslbMly al the erector. Additional permanent brocing of the overall structure b the responslblIlly at the buQding designer. For general guidance regarding labrlcatlon, quaply donirot storage, delivery, erection and bracing, consull ANSI[Vil Quallly Crllefta, DSB•89 and SCS11 BVBding Component -. Safety inlarmallon ava8able from Tnns Plate IrelIWI% 5113 D'onokio Drive. Madison, WI 53719. e#13 7777 Greenback Lane suns log CIINa Halghle, CA, 8681 =I MiTeke. T -Brace or I -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 (I -Brace) 2x3 or 2x4 2x4 •2x4 2x6 2x6 2x6 2x8 2x8 2x8 Nails 10d (0.148X3' @ 9" o:c. Web I..BraCe NallsZtlon Detall Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. TVAMMI'e• Verify d-Ign paramatern and READ NOTES ON TMS AND INCLUDED AVT=1LEFBRHNCB pACC IM.7473 BM," USE. Design valid for use only with MTek conneciam This design Is based only upon parameters shown, and Is far an Individual building component. App9cablOty of design pporamanters and proper incorporation of component Is responsibility of building designer -not Inns designer. Brocing shown Is lar lateral support of Mdivlduat web members only. Addlllonal femporary bracing to insure slablMy during construction Is the responslbMly al the erector. Additional permanent brocing of the overall structure b the responslblIlly at the buQding designer. For general guidance regarding labrlcatlon, quaply donirot storage, delivery, erection and bracing, consull ANSI[Vil Quallly Crllefta, DSB•89 and SCS11 BVBding Component -. Safety inlarmallon ava8able from Tnns Plate IrelIWI% 5113 D'onokio Drive. Madison, WI 53719. e#13 7777 Greenback Lane suns log CIINa Halghle, CA, 8681 =I MiTeke. VALLEY TRUSS DETAIL MII/SAC - 19 L.4/26/2004 PAGE 1 OF 2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1.15 GABLE END, COMMON TRUSS 85 MPH WIND SPEED, 3 SECOND GUST OR GIRDER TRUSS MITek Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) (.131"X3.0" MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE -NAIL VALLEY TO BASE TRUSS W/ (2) (.13111X3.011 MIN) TOE NAILS .e VALLEY TRUSS RESTS ON 2x6 M 10 ATTACH 2x6 CONTINOUS NO.2 SPF - r TO THE FACE OF THE ROOF W/ TWO (.13111X3.01' MIN) NAILS INTO EACH TRUSS BELOW -- C046433 EXP 3-31-11 DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.011 MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2) (.13111X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12 PITCH) (2) (.131"X3.011 MIN) TOE NAILS Page # 1 NOTES: CN6t \OF CAUFG AUG 14 2009 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (.BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® WARNING. Verify design pararnetem and READ NOTES ON 77US AND INCLUDED WTZK REMItENCE PAGE ffii-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite 109 Applicabilityof design aramenters and proper Incorporation of component Is res Citrus Heights, CA, 95611 g P P P P p g to insur sl building designer -nal buss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbBBly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Crilaria, DSB-89 and BCSII Building Component ® Solely Information available from Trun Plate Institute. 583 D'Onolrfo Drive, Madison, WI 53719. 11 I II 11 11 II 11 II 1 II I I 11 11 II 11 11 11 II 1 11 11 II II 1 11 11 II 11 I1 11 1 I 11 11 II 11 I 1 11 I, II 11 11 II 1 I 11 II 11 11 II 1 it 11 11 11 I 1 1 I 11 II 11 11 11 11 11 11 11 1 11 11 11 1 1' II 1' 11 11 II Ij II II 1 11 11 BASE TRl VALLEY TRUSS TYPICALTYPICAL I (24' O.C. ) j: M L - L VALLEY TRUSS TYPICAL C rW-rir• s GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) (.131"X3.0" MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE -NAIL VALLEY TO BASE TRUSS W/ (2) (.13111X3.011 MIN) TOE NAILS .e VALLEY TRUSS RESTS ON 2x6 M 10 ATTACH 2x6 CONTINOUS NO.2 SPF - r TO THE FACE OF THE ROOF W/ TWO (.13111X3.01' MIN) NAILS INTO EACH TRUSS BELOW -- C046433 EXP 3-31-11 DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.011 MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2) (.13111X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12 PITCH) (2) (.131"X3.011 MIN) TOE NAILS Page # 1 NOTES: CN6t \OF CAUFG AUG 14 2009 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (.BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® WARNING. Verify design pararnetem and READ NOTES ON 77US AND INCLUDED WTZK REMItENCE PAGE ffii-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite 109 Applicabilityof design aramenters and proper Incorporation of component Is res Citrus Heights, CA, 95611 g P P P P p g to insur sl building designer -nal buss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbBBly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Crilaria, DSB-89 and BCSII Building Component ® Solely Information available from Trun Plate Institute. 583 D'Onolrfo Drive, Madison, WI 53719. VALLEY TRUSS. DETAIL MII/SAC - 19 4/26/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS & VALLEY TO :USS W/ TOE NAILS BEVEL VALLEY TRUSS x SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT MI IeK fnoustries, Inc. Western Division DETAIL D DETAIL E (NO SHEATHING) (NO SHEATHING) NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE'LARGER THAN THE SPACING OF VALLEY TRUSSES (24" O -.C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. • 10,E v• r 0046433 EXP 3-31-11 CNiL Q OF CAL Page 7#71$] AUG 14. 2009 0 ® -AR — • V-1fig design paiamcters and READ NOTES ON THIS AND INCLUDED WITEKREFERENCE PAGE =.74.73 BEFORE. USE. 7777 GSuite 9enbeck Lane id Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Carus Heights, CA, 9561 Applicab0ly of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lalerol support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibBOty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consuil ANSI/TFII Quality Criteria, DSB-89 and BCSII Building Component A i k Safety Information ovallable from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, WI 53719. M PURLIN GABLE DETAIL MII/SAC - 12 7/15/2005 PAGE 1 OF 4 "RIP" O ., THE PURLIN GABLE TO. BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. • SEE DETAIL #2— SEE DETAIL # JACKS P Iq CO 0 2 SEE SHEET 2 OF 2 FOR ALL DETAILS U) U) tr I— Z O 2 2 O U I— o 2 u. MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. r -D• 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 Page # 16 e A WARIdHCi - Verify desrgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MW -7473 DEi`ORE USE. Design void for use only wlih MITek connectors. This design Is based onty upon parameters shown, and Is for on Individual buflding component. Applicablilly of design poramenters and proper incorporation of component Is responsibility of bullding designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Addlllonal temporary bracing to Insure stability during construction Is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labricallon, quality control storage, delivery, erection and bracing, corisull ANSI/71`11 Quality Criteria, DSB-89 and SCSII Building Component Solety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. C046433 EXP 3-31-11 SO CAL*00 AUG 14 20P9 Suite 109 CIWHeights, Helghls, CA, 9581 MOW PURLIN GABLE DETAIL MIUSAC -12 7/15/2005 PAGE 2 OF 4 16d NAILS 6" O.C. ;C` 0010 `16Q ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER • DETAIL #2 NG / \ PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 A ,BLE CODES PRACTICES. G 0 OQ0 0 . 0 DETAIL #1 APEX_ z 0 2 2 a_ 0 2fA 0 j fn sit LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Page # 17 e ® WARNING- Varffy ef—fgn parameters and READ NOTES ON T.FM AND INCLUDED MrMKREFERBNCE PAGE MII-7473 BEFORE USE. Desiggn VaaOd 1 use only vAlh MRek connectors, thk deslgo !s ba ed only upon parame ers shown and Is for on indivlduol bulld'ng compose gphcobi6l of deslgrt paramenters and proper incorporation o componenl is res ponsjbl6ly of bu ing designer- sol truss designer. Bracing u or latera sVVRRport o ndMdual web members any. Addl lona temporary acing 1 rsture slob ly durinconslrucilon it the responslbllllly erector. Addlllonal pe anent bracingp of the overall structure s the respo ss16161yy of the buildingg ezlgner. or general gut once regarding fabrication, quaUly control, storage, delivery, erection and bracing, consult ANS Quality Quality Crllefla, 11-89 and BCS11 Building Componer Safety Information available from Truss Plate Institute, 5113 D'Onotdo Drive, Madison, WI 53719, 7 ' V fit, C046433 EXP 3-31-11 CIVI F CAL1frdR 1777 Greenback Lane Suite 109mme Citrus Heights, CA, 9561 Iiis MiTek MITek Industries, Inc. Western Division 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT QC,P FACE OF THIS TRUSS AND BEARS ON TOP. / TE DETAIL J ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER • DETAIL #2 NG / \ PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 A ,BLE CODES PRACTICES. G 0 OQ0 0 . 0 DETAIL #1 APEX_ z 0 2 2 a_ 0 2fA 0 j fn sit LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Page # 17 e ® WARNING- Varffy ef—fgn parameters and READ NOTES ON T.FM AND INCLUDED MrMKREFERBNCE PAGE MII-7473 BEFORE USE. Desiggn VaaOd 1 use only vAlh MRek connectors, thk deslgo !s ba ed only upon parame ers shown and Is for on indivlduol bulld'ng compose gphcobi6l of deslgrt paramenters and proper incorporation o componenl is res ponsjbl6ly of bu ing designer- sol truss designer. Bracing u or latera sVVRRport o ndMdual web members any. Addl lona temporary acing 1 rsture slob ly durinconslrucilon it the responslbllllly erector. Addlllonal pe anent bracingp of the overall structure s the respo ss16161yy of the buildingg ezlgner. or general gut once regarding fabrication, quaUly control, storage, delivery, erection and bracing, consult ANS Quality Quality Crllefla, 11-89 and BCS11 Building Componer Safety Information available from Truss Plate Institute, 5113 D'Onotdo Drive, Madison, WI 53719, 7 ' V fit, C046433 EXP 3-31-11 CIVI F CAL1frdR 1777 Greenback Lane Suite 109mme Citrus Heights, CA, 9561 Iiis MiTek PURLIN GABLE DETAIL' MII/SAC -12 7/15/2005 PAGE 3 OF 4 %-M. . 11"Fill • 1 1 JA B`1 MITek Industries, Inc. Western Division PURLIN GABLE =R OR 16d BOX :;ING BY OTHERS Utz-VAIL 41..b.u.FPL. DETAIL #2 SUPPL. id BOX JIZ OTHERS Page # 18 ® WARNING - Verify design parameters and READ NOTES ON ME AND INCLUDED MTlEK REFERENCE PAGE i91,7473 BEFORE USE. Desl n voild for use only v ilh MiTek connectoni h.1, design b based only upop parameters shown a d Is fw an IndMdual building component. A p icoblAt of design paromertlers and proper ncwpwatbn of component Is responsslfbiAly of bulldlnog designer - no, Truss designer. Hrae_lpg shhown k or latera su port of rndividua web me only. Adcc11,,na temporary btocing t In ure siabl ty Burin construction h 1 e resporsslb Wly of the erector. AddiPonal permanent brodn33 of the overaA structure Is the resporrsfblAly of Iha ulidin9 eslgner.or gef eral guidance ragard ng fabricalion, quality control storage, de very, erecllon and brocing, consue ANSI/TPII Quality Crllerla. D58 -B9 and BCSII Building Component Safety InformaHon available from Truss Plate Institute, 5B3 D'Onolrfo Drive, Madison, WI 5371?.- ars. 3719. ar 5. 0046433 EXP 3-31-11' CNi! OF cal - AUG 14 2OP9 7777 Greenback Lana Suite 109 CIWs Heights, CA, 9581 McTeka PURLIN GABLE DETAIL MII/SAC - 12 7/15/2005 PAGE 4 OF 4 16d SINKER OR 16d BOX TYPICAL PURLIN GABLE LAST MITek industries, Inc. Western Division {_ L- RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX r I DETAIL#3 SUPPL. • ,-12 TIGHTLY SET JOIN)0;0 \ o I \ PURLIN GABLE \ HIP SET TF DETAIL #4 SUPPL. 0-0-12 / ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHERS\ ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP DETAIL #4A SUPPL. Page # 19 ® WARNING - Yer(/y d..fgn je-tcrs and READ NOTES ON 27i7S AND INCLUDED M7TE1L REFERENCE PACE LII7-7473 BEFORE USE. 7777 Greenback Lane spm® Sidle 10g Deslgn vofld for use only wilh N4lek conneclas. This deslgn Is based only upon paramale shown a d b fo[ an Individual building component. GWs Heights, CA, 9561 A p cahmN of design poramenlers and proper fncorpora1lon of rnmpanent h g pons blllfy of bu}Idrng designer -nal truss designer. Bracing shown Ills or aferaf55uppport of individual web m.p rr, only. Addillonal lemporary acing fo Insure 5fabs 1y duringFconsirucllon is he responslb Nty of fhe erec or. AddlllonOl pe nenl bractngqof fhe overall structure h the respotuIt 91y 0l the building eslgner. ror general gu ance regard ng fabrication, qua9fy control, storage, delivery, erecllon and bracing, consul) ANS(All Quality Crilerla. OSB -B9 and 5CS,1 Building Component f ® Safely Infonnaflon ovaflabie from Truss Plate Inslllule, 583 D'Onofrla Drive, Madison, WI 53719. CNU33 EXP. 3-31-11 CIVIL Q \OF CALIC-0 AUG 14 2009 • STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD, DF -L BLOCK 2- 10d (TYP) I •-. I I :• I I SIMP SON A34 — OR EQUIVALENT LEDGER-------- 2-X4 EDGER f2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL + 45` STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 STJD OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S W/ 4- 10d NAILS. MAX. LENGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL C046433 EXP 3-31-11 `%,4 CIVIL ox ca,f, NOTES AUG 14 2009 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. .2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOENAILS • 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALLBE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 20 ® tVARNING • Verify deviga parameters and READ NOTES ON TRIS AND INCLUDED WTER REFERENCE PAGE AM -7473 BEPORE USE. 7777 Greenback Lane so® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite 109 IIIIIIIJIIIIIIIEW A GcablGl of design arameniers Ond o er Incorporation of component Is res onsiblGl of building designer not truss designer. Brocin shown Citrus Heights, CA, 9581 LMI PP l g P PrP P Po P Y g g 9 g Is for IOleral support of individual web members only. Additional temporary bracing'lo Insure stability during conslruclbn Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSII Building Componen(10 t Safety Information available IromTruss Plate Institute, 5113 D'Onoir o Drive, Madison, WI 53719. _ ijek STANDARD GABLE END DETAIL MII/SAC.- 20 4/27/2004 PAGE 1 OF 2 i 4x4 = .*DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR -ALTERNATE BRACING DETAIL - 1 X4 OR 2X3 (TYP) VARIES TO COM. 2 TRUSS :,ON .BR SPAN TO MATCH COMMON -TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4VERTICALS W/8d NAILS SPACED AT 8" O.C. TOP CHORD 2 X 4 bFUSPF/HF - No.2 . BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD MITek Industries, Inc. Western Division SHEATHING (BY OTHERS) t 3 1/2" 1 1 /2" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL__ 3x5 a MAXI lj //II 24* 0.C. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END v0 WALL IGID CEILING MATERIAL DETA.I.L.IIIII-A LATERAL BRACING NAILING. SCHEDULE. VERT. HEIGHT LOADINgPSt7 SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL . 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 bFUSPF/HF - No.2 . BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD MITek Industries, Inc. Western Division SHEATHING (BY OTHERS) t 3 1/2" 1 1 /2" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL__ 3x5 a MAXI lj //II 24* 0.C. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END v0 WALL IGID CEILING MATERIAL DETA.I.L.IIIII-A LATERAL BRACING NAILING. SCHEDULE. VERT. HEIGHT # OF NAILS AT END UP TO 7'-0112 - -16d. OVER 8'-611 4 - 16 • MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS I WITHOUT BRACE I WITH LATERAL BRACE I WITH L - 12 INCH O.C. 24 INCH O.C. C046433 EXP 3-31-11 crvh_ , e- N , _OF CAUfOV NOTES 11:1 - 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT AUG 14 2009 BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATERTO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Page # 21 Continued on page 2 ® IVARNINO • Vergq design paramet.m aad REA D NOTES ON 77I7S AND INCLUDED rd77'EIr REFERENCE PACE M11-7473 BEFORE USE. 7777 Greenback Lane -111) 09 Design valid for use*only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Sithe He Applicability of design aromenters and proper Inco oralton of component h res onsiblif of building designer - not Iruss designer. Bracing shown Citrus Heights, CA, 9567 - PP Y g P P P rP rTp P Y g g g y Is for lateral support of Individual web members only. Addllbnal temporary bracing 10 Insure slabiety dining construction h the responsibiRly of the erector. Additional permanent brodng of The overall structure Is The responslblBfy of the building designer. For general guidance regarding fabrication, quagly conlrol. storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component %, ® Safely Information avalioble from Truss Plale Institute, 583 D'Onofrio Drive, Modison. WI 53719. Y V REPLACE A MISSING STUD ON A GABLE TRUSS I MII/SAC - 27 1 11/18/2004 1PAGE 1 -- © MITek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO. FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME • TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAILS(A 13" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) LOAD. DURATION FACTOR: 1.15 SPACING: 24" O.C. (MAX) TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING.:24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 22 ® IVARMNG • Verth d"tgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE imr-7473 REmRP DSE. Design volid for use only with Mffek connectors. This design Is based only upon porameIers shown, and Is for an IndMduol building component. Applicabmiy of design poramenters and proper incorporation of component is responslbfRty of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Addlllonal temporary bracing to Insure stability during construction Is the responsibimly of the erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/71`111 Quality Criteria, DSB-B9 and BCSII Building Component Safety Information available from7russ Plate Institute, 5133 D'Onoldo Drive, Madison, WI 53719. COMMON C046433 EXP. 3-31-11 `\ ,Q C1V1l. P F CALIFO AUG 14 2009 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561 Wit MOW REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2004 PAGE 1 7 MITek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS -INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO,AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. . 5. THIS REPAIR IS TO BE USED. FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL is NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 A IVARWNO • Ver(fy derrgn paramet m and READ NOTES ON TRIS AND INCLUDED KOTEK REFERENCE PAGE MU -7473 BEFORE USE.* Design valid for use only with Mtfek conneclors. This design Is based only upon parameters shown, and Is for an Individual building component. Appecoblilly of design poromenters and proper incorporation of component Is respomlblilly of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllllly at the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labricallon, quality control, slorage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available IromTruss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. COMMON C04b433 EXP 3-31-11 F CALi AUG. 14 2On9 7777 Greenback Lane mss® Suite Citrus Heights, CA, 9581ES MiTek® REPAIR TO REMOVE CENTER Mil/SAC - 29 LOADING: 40-10-0-10 (MAX) PAGE 1 STUD ON A GABLE TRUSS Q Q .11/18/2004 MITek Industries, Inc. © Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS. ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. . . COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. •SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM Q Q TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) 'PITCH: 3/12 -12/12 C046433 BEARING: CONTINUOUS EXP. 3-31 -1 1 STUD SPACING :24" O.C. (MAX) `rP CNi1- OFC6\Lt REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES page # 241AUG 14 2009 ® IVARMNG - Verify destga pa .meters and READ NOTES ON THIS AND INCLUDED MTTEKBEFFMNICE PAGE MU -7473 DEPORE USE. 7777 Suits G 9anbadc Lane Wim® Design valid for use any with 141ek connector&. This design Is based only upon parameters shown, and is for an Individual building component. - Citrus Heights, CA, MUM 11 _ff Applicability of design paramen[ers and proper Incorporation of component is responsibly of building designer- not truss designer. Bracing shown Is for taleral support of Individual web members only. Addilional temporary brocing to Insure stability during conslrucilon Is the responsiblialy of the ereclor. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-B9 and_BCSII Building Component IT k® D' Safety Information avollable from Truss Plate Institute, 583 Onolrlo Drive. Madison, WI 53719. REPAIR TO NOTCH 2X6 TOP I MIIISAC - 30 11/18/2004I PAGE 1 CHORD ON A GABLE TRUSS _- MiTek Industries, Inc. O Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THATTTHE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING. OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 112" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. •IMPORTANT This repair to be used -only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf. and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 25 A —NI- • Verify design Parameters and REA D NOTES ON ?ATS AND INCLUDED anTEre REFERENCE PAGE na1 7473 BEFORE USE. Design valid for use only with MITek connectors" This design Is based only upon parameters shown, and Is for on Individual building componenl. ApplicabiB]y of design poramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Indrviducl web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulkJing designer. For general guidance regarding fabrication, quoll y control storage, delivery, erection and bracing, consul] ANSI/TPII QuaBly criteria, DSB-89 and SCSI I -Building Component Safety Information ovol]able from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 0046433 EXP. 3-31-11 Q- F CAUL AUG 14 2009 ------ -- -- - 7777Greenback Lane Suite 109 citrus Heights, CA. 9561 a MOW REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MITek Industries, Inc. Q 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE.USED FOR SINGLE PLY TRUSSES IN THE 2X --ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD' OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 1 Od (3" X 0.131 ") NAILS SPACED 6" O.C. *MAXIMUM STUD SPACING = 24" O.C. THEOUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEk STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT •This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) .REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 26 A WARNING • V.r(fy design paramcters and READ NOTES ON TRIS AND INCLUDED MriER REFL+'RF.NCE PAGE IM -7473 BEFORE USE. Design volld for use only with Mlfek connectors. This design Is based any upon parameters shown, and Is for an Individual buUc ing component. AppOcablllly of design ramenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown h Insure for lateral support of ndlvldual web members only. Addlllonal temporary bracing to stability during construction h the responslbililly at the erector. Addlllonal permanent bracing of the overall structure Is the responslb@ly of the building designer. for general guidance regarding labrlcallon. quailly control, storage, denvery erecllon and bracing, consull ANSI/TPI1 Quality Criteria, 0S8-84 and BCSII Building Component i Safety Information available from Truss Plate nstllute, 583 D'Onolrlo Drive, Madison, WI 53719. CQ4G433 EXP. 3-31-11 `%,y CIVIL Q. AGF CAU R AUG 14 2000 701rummuff s 7Halg!h!1s7 W'581 STANDARD REPAIR DETAIL 25% 1 MII/SAC - 21A 1 5/3/2004 1PAGE 1 MITek Industries, Inc. Western Division OTAL NUMBER OF NAILS EACH SIDE OF BREAK X INCHES MAXIMUM FORCE (Ibs) 25% LOAD DURATION SYP DF SPF HF 2x4 2x6 2X4 2x6 2x4 2x6 2x4 2x6 14 21 24" 2240 3360 2065 3097 1750 2625 1785 2677 18 27 30" 2880 4320 2655 3982 2250 3375 2295 3442 22 33 . 36" 3520 5280 3245 4867 2750 4125 2805 4207 26 39 42" 4160 6240 3835 5752 3250 41375 3315 4972 30 45 48" 4800 7200 4425 6637 3750 5625 3825 5737 ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. A wAxmm-verify designparameters and READ NOTES ON TATSANDINCLUDED WTETIREFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valld for use only with Wet:connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Suite 109 Applicab101y of design poramenlers and proper Incorporation of component Is respohslb101y of buliding designer - not truss designer. Bracing shown Cllrus HBlghls, CA, 9561 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblilly of the erector. Additional permanent bracing of the overall slruchrre Is the responslbNly of the building designer. For general guidance regarding fobdcciflon, qua0ly control storage, degvery, erection and bracing, consult ANSI/fPII Quality Criteria, DSB.89 and BCSII Building Component % f Safely IntormaH"n avaBable from Truss Plate Inslllule, 583 D'Onofrlo Drive, Madison, WI 53719. M FALSE BOTTOM CHORD FILLER DETAIL MII/SAC 3/10/2004 PAGE 1 • TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI ALT. BEARING - FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUMBER' FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131"X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. MtTek Industries, Inc. Western Division MAX 3-0-0 EXTENSION VILLER x4 M20 PLATES (TYP)OR ALTERNATE ONNECTW/2-1d COMMONS (TYP) VERTICAL. STUD .... 2X4 STD OR BETTER LUMBER NOTES: ) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4/12 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO DT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFI#,AUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. p Page # 28 AUG 14 2009 A WARMNO • DeHfij dnelgra I -,.ter. and READ NOTES ON TAUG AND INCL UDE-D MITER REFERENCE PAGE IM -7473 BEFORE OSE. Design valid for use only with Mgek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameniers and proper Incorporation of component Is responsibility of building designer - not buss designer. BracIng shown is for lateral support of Individual web members only. Addllional temporary bracing to Insure stability during construction Is the responsibilllly of the erector. Additional pemsanenl bracing of the overall structure Is the responslblilly of the building designer. For general guidance regarding fabricotlon, quallly control storage, delivery, erection and bracing, consult ANSI/TPII Quality Crllerfa, DSB-89 and BCSII Building Component Safety Into analion available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719. 0046433 EXP. 3-31-11 J> CIVIL e- QoF Cnu 7777 Greenback Lane ® Sults 109 citrus Helghls. CA. 9561 MITek OVERHANG REMOVAL DETAIL MII/SAC — 5C 12/6/2005 PAGE 1 ata• TRUSS CRITERIA: LOADING: 25-1 B-0-10 (MAX) DURATION FACTOR: 1.15/ 1.25 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS' NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED • 0 0 12 Z 12 MiTek Industries, Inc. Western Division Page # 29 ® WARAWO - Var(rg doelgn prrramators and READ NOTES ON TADS AND.MCLUDED A97ZK REFERENCE PAGE Md -7478 BFJ ORE USE. 7777 Greenback Lane Design valid for use o g ty P P 9 ponent. Sully 708 my with Meek conneclors. This design Is based on upon parameters shown, and is for an Indlvldual bu0dln corn SuiteCitruHeights, CA. 9581 Applicability of design pparamentersand proper Incorporation of component is responstbilly of 6ullding designer- not truss designer. Bracing shown 191 Is for lateral support of IndMdual web members only. Addlllonal temporary bracing to Insure stability during construction Is the responslbif ly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qua0ty control, storage, de0very, erection and bracing, consult ANSI/TPII Qua" ty Criteria, DS8-B9 and BCSIT Building Component 0> SafetyInto ava0abla from Truss Plate Institute, 5B3 VOnofrlo Drive. Madison, M 53719. M ITek SCAB APPLIED OVERHANGS MII/SAC - S 3/25/2004 PAGE 1 MITek Industries, Inc. © Western Division TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @ 6" O.C.. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS.RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. *'S 2x- SCAB 12 212 F ' Page # 30 AUG 14 2009 ® WARNINO - Var(f I daalgn para .(ars and READ NOTES OMWOS AND INCLUDED J1TES REPERE)= PAGE MA•7473 DIEIGRD USE. Design valid for use only wllh Mlfek connectors. This design Is based only upon parameters shown, and b for an IncMdual bugdIng component. AppitcabNly of design paramenters and proper Incorporallon of component Is responsibiilly of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. AddllJanol temporary bracing to insure slabidly during construction Is the respanslblllly of the erector. Addillonal permanent bracing of the overall structure Is the responsibility of the building designer, for general guidance regarding labrkalion, quaAly control. storage, defivery, erection and bracing, consult ANSI/TPII Quality Cullens, DSB-B9 and 110511 Building Component Safety Information avanable IromTruss Plate Institute, 583 D'Onolrfo Drive, Madison, WI 53719. 7777 Greenback Lane i. suite 109 C11us Heights, CA, 9561 The Leading Manufacturer of Spiral Stair Kits '" ENGINEERING ANALYSIS OF STEEL AND ALUMINUM SPIRAL STAIR KITS 59-097' 5'-6„' 69,,099 ' 69-699' 79-019 DIAMETER CODE STAIRS MODEL NO.: STANDARD #111 CODE: 2008 CITY OF LOS ANGELES BUILDING CODE,2007 C.B.C. & 2006 I.B.C. LOS ANGELES CITY LICENSED FABRICATOR #1150 LOS ANGELES CITY STANDARD PLAN #111 CITY OF SAN DIEGO STANDARD MASTER PLAN #25 PTS PROJECT: #161221 THIS ANALYSIS VALID ONLY WITH WET SEAL & SIGNATURE OF ENGINEER Q?,pr ESS/G e V Pio E. !ti C')QOO GAO No. 23270 TFGF CAUFO CITY OF LA QUINTA BUILDING & SAFETY DEPT. ,,, APPROVED FOR CONSTRUCTION DATE4 13 0 (” 2 2 '09 I T kAw4cztc, I- WOOD Engineering, Inc. STMw* 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 (909) 605-1000 • FAX (909) 605-8899 Main Plant i Showroom P. O. Box 547 400 Reed Road Broomall, PA 19008 (610) 5447100 (800) 523-7427 Fax (610) 5447297 Southern Showroom & Warehouse 6556 Superior Ave Sarasota, FL 34231 (813) 923-1479 (800) 648-6990 Fax (813) 923-6176 Southwest Showroom & Warehouse 8718 Westpark Drive Houston, TX 77063 (713) 789-0648 (800) 438-4766 Fax (713) 789-0720 Midwest Showroom & Warehouse: 886 Cambridge Drive Elk Grove VII., IL 60007 (708) 952-9010 (800) 453-4766 Fax (708) 952-0496 Northeast Showroom & Warehouse: 500 West Avenue Stamford, CT 06902 (203) 325-8466 (800) 523-4766 Fax (203) 967-4677 ZL 9 -22 -OB A 8-18-08 P. O. Box 3008 3949/D Guasti Rd. Ontario, CA. 91761-0901 (909) 605-1000 (800) 382-4766 Fax(909) 6058899 WOOD Ine. sffijEL, SP/RAL MM NO. ' OF WOOD Eagtnewhi& Leo. SP/RAL sHEETmo -2 OF_ m.calwa,,-ft STA/RWA)l BS-62 sbmwgd,r+, 5TA/RWA)'rAb 85-61 24 E-W Joe NO. mbz4js--gy JOB NO. 3-/8-OB eouiFVA ao w„ Tt1E/ROH FOR THE IRON loa»FOO&THILLBeou voao DATE 1maoFoo w,E RANCHO CUCAMOtVGA, CA 91730 (009) 989-2087 - FAX (907) 989-B10A MANED BY ' . W RANCHO C'-UCA ACNGA, CA 91730 (904) 989-2087 - FAX(909)90"106 pEqrAm By--- y—SP/RAL SHOP SHOP SPIRALSTAIRWAY 0 4-22-06 SPIRAL 57A/RWAY REQUIREMENTS MODEL NO.: STANDARD REV. 72, d 74 0 (/009./,) NIL) 7-H = 44" M/Nlt*-VM BUT, FOR SP/RAL, EXCEPTION 2, .26" M1M1t%VM PER /009.8, CODE. 2006 CITY OF L05 ANGELES BU/LV/N6 CODE - 1✓ (/009.2% HEADROOM = 60" MINIMUM BUT, FOR SP/RAL, 200 7 CALIFORNIA BU/LD/N6 CODE W/TH EXCEPT/ON76" M/N11-VM PER /009.6, , L.A. G/TY AMENDMENTS , 2007 G.B.G. d 2006 /B.G. 3.,) (/009.3/ TREA03 = 1/"MINIMUM, RISERS = 4" M/NIIM/M d 7" MAX/MUM BUT, FOR SPIRAL, EXCEPTION 2, LOADS TREAD = 7.5" M/NIIM/M AT 1_2" FROM NARROW EDGE AND R/SER = 9.5" MAXIMUM PER /009 O.L. _ /0.0 P.S.F. .3000 GONG. L.L = 40.0,-.5.F. (OR 40,-.5.F. SNOW) OR LOAD AT EDGE 4,/ (1009.32,) TOLERANCE BETWEEN LAR6E5T AND SMALLEST T.L. = 50.0 P.S.F. OF TREAD OR R/5ER SHALL NOT EXGEEp 0.375 /NCH. 3000 ON TREAD 4 SCJ. IN 5.) (/009.3.3,) PROF/LE 0.5" MAX. RAD/US OTHER LOAD5 WA STAR N/DTH ReOVIRE0 = 26 " < 46 " k 20 P.L.F. IN /-3, F, H, d S OCCUPANCIES NOT AGGE55/BLE REQU/REO BY /007.3, TO GENERAL PURL /G. THEREFORE 50L /D 125" MAX. d 50 P.L.F. AT TOP OF HANDRAIL (NON-RESIDENTIAL,) R15ER NOT REQUIRED. N 200 LB. ON HANDRAIL /N ANY D/REG I/ON ' M,4X 1500 ON ONE SQ. F% ON /NTERMED/ATE RAILS (NOT REQUIRED 5/N91L TANEOU5L )'W/TH ABOVE OTHER LOADS,). 6J 0009.4/ LAND/N6 N/DTH ONE-THIRD ALLONABLE STRESS INCREASE PERM/TTED /, r EQUAL Py/DTH OF % WITH OTHER LOAD5. (/607.7./3) STAIR. LAND/N6 01MEN5/0N /N OIREG TION OF TRAVEL AV5T EQUAL OR EXCEED N/DTH OF 57A/R5. OOOR5 SHALL NOT OPEN OVER LAND/N&. 60' LAND/N& WOOD Fisineering Inc. suaEcr . SP/RAL smEo No. •3. of WOOD F.Inc. %aJEL7 . SP/RAL SHUT No.. `4 OF s>Z, 5TA/R/_1AAY 65-6?rO*24&wW 5TA/RWf1 Y 65-62 aew. w. 0"T3-16-06 FOB E NRA ODW c .EIRON. 10040 FOOTHILL o, DATE .3-10-06 RANCHO CAONGA. CA 91730 (909) 980-2087 - FAX (907) 980.8106 SHOP OESWAM BY , W. uPn0NGACt73o (9M989-2087 - FAX(909)989-8106 _ __. - -- _ _ _SHOP _ DESCAM BY SP/RAL STAIRWAY REOU/REMEN7-5 SPIRAL STAIRWAY REQUIREMENTS 7,) (1009.5.1)WALKING SURFACES SHALL BEA 50L/D SURFACE. HANDRAIL /5J (/0/2.4) HANDRAIL &R/P SURFACE &ROUP F, H, d 5 OGCUPANG/E5 ARE PERM/TIED TO SHALL BE CONTINUOUS WITHOUT BALLU5TER HAVE OPEN/N&5 NOT EXCEED/N& 1.125" INTERUPT/ON BY NEWEL PO5T5 SMALLER OR OTHER 005 rRUG T/ON5. THAN HANDRAIL bi (/009521 OUTDOOR STAIRS SHALL HAVE SLOPE NOT TO /5 NOT EXCEED 2 TO PREVENT WATER ACCO-VLA WN 16,% OOL2.5,) HANDRAIL EXTENSIONS. OBSTRUCT/0N, ON HEAL K/N6 SURFACES. EXTEND HANDRAIL 12'A T TOP EXCEPT/0N 3. d BOTTOM d RE7URN TO 6UARD, 9,) (1009.5.31 USEABLE SPACE UNDER SPIRAL STAIRS SHALL EXCEPT HANDRAILS /N HORIZONTAL NOT BE ENGLO5ED. DWELL /N65 NEEP ONLY TOP EXTEND FROM TOP R/5ER CONT/NUE D 10.,) (/009.6,) L2 FT. MAX/NR/M BETWEEN FLOOR LEVELS OR TO BOTTOM R/5ER SLOPE LAND/N65. (NOT REQUIRED TO BE AGCE55/9LE, (1009.6,) SPIRAL STAIRS MAYBE 41550 AS A MEAN-57 OF 5EE /TEM 5J,) EGRESS ONLY W/TH/N DNELL/N6 UN/T5 OR /2" FROM A SPACE NOT MORE THAN 250 _K5,-r. AND /7l (10126,) CLEARANCE / 1/2" 5ERV/N6 NOT MORE THAN 5 OGGUPANT5 O_R BOTTOM FROM 6ALLER/E5, CATWALKS, AND 6R/p/RON6 /6J (/01? V HANDRAIL SHALL NOT IN ACCORDANCE W/TH 5E6 T/ON 1015.6. PROJEG T INTO REQU/RED NO SHARP ED6E5 ON NIVrH OF 5TA/RWA7' NALL AT HANDRAIL /2)(1009.10,)HANDRAILS. HANDRA/L5 BOTH 5/DES, BUT, FOR MORE THAN 4.5 INCHES. SP/RAL 5TA/R5, EXCEPT/ON 2, HANDRAIL ON WALL ONE.510E /5 PERM/TTEO. /9•j (/0/3./) 6VARD5. REMIREV ON 5TAIR-PYA )' ANO LAND/N6. l3/ (10122) HANDRAIL HEI&HT = 34' M/N//-AIM d 36"MAXIt-VM. (/01321 &UAR125 SHALL BE O 42" H/6H. WAR05 USEp AS 14_),1101_23) HANDRAIL &RASP. - HANDRAIL /N IND/V/DUAL CIRCULAR: 1.25" MZW-tl d 2" MAX1t-VM. ONELL /N6 MA Y BE 34 " TO 36 " NON-CIRCULAR: 4" M/NM-Q d 6.25" MAXII-VM ABOVE TREAD N05/N6. / //2" / I/2" PER/METER d 225" MAXM-VM GRO55-5EG TION. HANpR4/L E06E5 SHALL HAVE 0.0/ INCH M/NII-VM RAD/1)5. CLEARANCES WOOD Eagneering, i0e. s SP/RAL sIEErHo. 5 OF - WOOD 85-82 ,21.n&* . NO. m,. -W&md.m awt6vice 3 -/8 -OB 10040 FOOTHILL BOULEVARDFORTHE IRON DATE H RANCO CUCAMONGA. CA 91730 (904) 989-2087 - FAX (909) 989-810a 5%"109- pip gr ' . W . iFIRAL 57-AIRNA)IREQUIREMENTS 10J (10/33% OPEN/N65 /N 6UAR2125 SHALL HAVE BALLU5MR5 OR PA r7 -ERNS SUCH THA r 4" DIAMETER 5PHERE HILL NOT PA55. TR/ANGULAR OPEN/NG Ar RI -SER, TREAD, d BOTTOM RAIL SHALL NO PA 51-5 A 6" D/AMErER 5PHERE. 5 rA/R5 rO ACCESS PLUMB/NG, EL EG TR/GAL, OR MEGHAN/GAL SYSTEMS OR EQUIPMENT OR /N GROUP /-3, F, H, ( 5 OCCUPANC/E5 /5 L/M/TED r01/" DIAMETER 5PHERE. 4.375" DIAMETER 5PHERE FERMI rrED /N /NO/V/DUAL DWELLING 41N/T5. WOOD neerin& Tap.s SPIRAL SHMNO. 6 OF - 5 rA /RJV4 maims .Toe wo. m+.,..dremrm,arel nDaa 3 -/8 -OB O FARANCHOCUCONG CA 119 730 son THE IRON ogre (909) 989-2087 - FAX (909) 984-8106 5HOP OEyW.NM By W. GH1rPTER 22 (5 rEn) /J (2205/) ALLONABLE STRESS DE5/GN PER A./.SG. 360-05 NH/GH WRERCEDE5 A.1.5.G. 335-895/ SUPPLEMENT #/ 5PEG/F/GA7/0N FOR 577WG7IIRAL STEEL BU/LD/N65 ANO A./5G. 34/-02 5E/5M/G PROV/5/ON5 FOR 57RUG7URAL 5 72M BU/LD/NG5. 2.) (2205.2) 5E/5M/G 0E5/6N PER A.1.6.G. 34/-05, -ARr /F R /5 GREATER rHAN 3.0. 3J PER A.lSG. 360 02. LOAD COMB/NAT/ON-5 PER APPLICABLE BUILD/NG CODE. (//3 /NGREA5E FOR W/ND d 5E/5M/G /5 NO LONGER ALLOWED BY DELEr/ON. 5EE A./.SC. 335 A5). 4J A.1.5.C. 341-05 5PEG/F/GAT/0N5 ARE FOR MOMENT FRAMES AND BRACED FRAME5. WHERE R /5 6REA TER THAN 3.0. SJ (12/0) GOLD -FORMED 5 rEEL PER NORTH AMER/GAN 5PEG/F/GAT/ON FOR rHE DE5/6N OF GOLD -FORMED 5TEEL 5 rR4VC 7URAL MEMBERS (A. /.5. /. -NASPEG). GONGLU510N. EVALUATE ALL 5TEEL PART5. //3 /NGREA5E PER 3J ABOVE /5 NOT PERM/TIED. EXCEPT PER 1607.7.1.3, 1/3 /NGREA5E /5 PERM/TIED FOR HANDRA/L5 d GUARDS. AL 50, EVALUA TE ALL LIGHT GAGE STEEL PER A.1-57.1. -NA-51=EC. BOL T5 5HALL GOMPL Y W/rH A.5. T.M. A307. WOOD EO neeriog, TOC. sls,ECT SP/RAL SHEETNo..- --- OF- - WOOD Enjjlne OS. TOC. suarecr SP/RAL- SHEETND.-.8-.0F._ _. ,. a -STA/R{Y4--- be w. 85-82 sa .rrd-. _STA/RINAY. oara.__85_62 Tar al brpy Qn40 FOOTHILL - .- THE IRON DATE . _.3-/6_08 tooro0FOOTHILL aoUiEVAARRo .. _------ -- - - 3 /8-06 10000 FOOTHILL BOULEVARDDATE-•_----- RANCHO CUCAMONGA. CA 91730 FON _. ._ RANCHO CUCAMONGA. CA 91730 Fon ._THE IRON_ (909) v69-2087 - FAX(909)989-8106 5%'/ P -- -- oE51f,HED By -.= . w _ (900) 989-2087 - FAX (909) 989-8106 G1-114PTEiR 20 0 (200.2 U (ALUMINUM) 415E.• AA A5M 35 ANO AA AOM / FOR DE5/GN, N/TH LOA05 PER CHAPTER /6. LA rERAL LOA05 W/ND: (2007 G.B.G. / 2006 /.B.C. PER A.5.G.E. 7-05) ANALYTICAL PROCEDURE (A.5 C.5 7-05, 6.5/) H = 36 ' MAX. V = 90 M.P.H. G' (F/G. 6-1) Ka = 0.85 (TABLE 6-4) (51M/LAR TO LATTICE FRAMENORK) h 40 (TABLE 6-0 (OCCUPANCY CATEGORY / OR l/) iN F Kz = KA = 0 476 AVG. (TABLE 6-3) 1 0 FOR EXP. G ' GA5E / J 2 m z = 30' (CENTER OF AREA) NOR5 r EXPOSURE HE/CHT >h Kd = /.0 (NO H/LL5, R/06.65, OR ESCARPMEN72) (6.5.7.1) (Kze = (/ + Ki K1 K5 2 WHERE K2 = 0 OR Ki = 0) G = 0.85 (6.5.8./, R/G/D 57-RUG7URE) (H/N = 12/5 = 2.4 l 4.0 .: R/G/D $ Gr N/A) -- ASCE PA6C 2,07 Gj: = 0.00256 Kz K:e Ke V"201 = 0.0025 6(0.9BJ(/OJ(O.BSJ(QO)?(lO) _ /7.27 5AY /8.0 P.5.F. WOOD VjmAneering Inc. alaacr SP/RAL sorra. `/ OF- WOOD Inc. wima5PYRAL- slEErNo. / a- sft , fiwiwdw 5TA/RWAY x_62 SA.A. 5rA/RWAY 85-62 oe c_wcw10040 3-/6-06 FO 3 -/B -OB FOR THE /RON FoR THE /RON Foxe BOULEVARD D^ a (90989- u7-FFAX (990.9)989-8106 p BY ' . w. ( 989`208HO C7 9CAMONGA. CA89$106 DEsrr+®er -T . W. SHOP 5%"lOP LATERAL LOAD5 LATERAL LOA05 W/ND W/ND 314" SCJ. PROJECTED AREA (AVG. PER FT,) BALLU5TER F = qz G GP AP (6.5./5, OTHER 5TRUG7I/RE) TREAD = ((4 " + 2'/2140" x ® 4 " O.G. AVG. /3)(!2'19" O.C,)/Fr, $ 2" 0. C. AVG. G = 0.65 15EE ABOVE) = /07 50.1N/FT. PROJECT/ON GP = 46 A u6. SPAG//4s - _ A,- = 143 BALL05TER5 = 0.75t(4" + 2"l/2J x /2'%FT- F = /6.0(0.65)160 43) = 27 SCJ /N/FT. = 24.5 P.5.F.(143 50.Fr) = 35.0 SAY 35 HANDRA/L = 2" d x /2'%Fr. I CONGLU5/ON.• U5E 35,-L.)= FOR W/ND LOAD ON COLUMN = 24 50./N-11FT. i i SPL /GE ® FOR 7=0" D/AMETER MAX. 5TA/RWAY. COLUMN = 4" x /?'iFr 2nd 5TORr' = 46 2 d ATOTAL = 107+27+24+46 MAX. = 206 50.1N/FT. i AF = (206//44) = 1.43 SO.F7-1Fr. (2113) AVG. 1 Ac,Ro55 = t144" x 1.2;)114-4 TREAD Q Q = 3.6 7 50.Fr/F7-. PROJEC T/ON E = AF/AG = 1.43/3.67 4" m > 0.3 t O. 7 _ Cr = 16 (F/G. 6--22 LATT/G 4„ "Oro„ FRAMEH'ORK5, FLAT 5/0ED MEMBER5) 7'-O" m MAX. WOOD mag, Inc. BUBIEa SP/RAL - - S„M,O. 1111.. of _ WOOD F.o9twering, Inc. . "ia'iu °,r STA/R{' AY rA- - STA/RIN4Y 85-62 6 roe No. . - ..' - roe w. _.. am en orarl+v - 3 -OB 3 -OB FOB THE IRON FOB THE /RON 1CH FoolwuB -/6 1C'b BOULEVARD DATE -/6 -A,CA 91 RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (9M 989-8106 .-.-.___..____ . __. _ _ 5HOP .._. _ DESIG11FD By --- w RANCHO CUCAMONGA. CA 91730 CUCAM (909) 989-2087 - FAx (909) 989-8106 _ _... ,. 5HOP DESIGr6DBY__.___.- LATER4L LOADS LATERAL LOADS 5E/5M/G 5/ _ /.00 5E/5M/G (CONT-) 5/ _ 1.00 COVE- 2007 G.B.G. 12006 I.B.C. 4,) (/14.3) A0_46 rED MAXM-VM E. 0. 5) -EC MA RESPONSE AGGELERAT/ON5 /6/3/, DEFERS TO A.5.G.E. 7 EXCLUDING CHAPTER /4 $ APPENDIX 1/A. 5e6 = Fo 5s = l.O(2OO)g = 200g Sea = Fv 51 = 15aY1.00)g = /.50g 1) 4.1) MAPPED ACCELERATION PARAMETERS 5s (0.2 5EC,) = 200 OR 20 (F/G. 22-/) - 917C LLEiP/G/E77/ BASED 49'YV 5/7>< GCA55 5/ (10 5EGJ = 100 OR /O (F/G. 22-2) N/A FOR 5/MPL/F/ED PROCEDURE /'YOR5T 6A5E FOR M05 r OF CALIFORNIA 5J (/14.4) DE5/65N SPEC MAL RESPONSE AGGELERAT/ON5 J UN/TED 5 rA TES. (BUT 55 NEED NO r EXCEED 1.5 PER /26.13 ANALYTICAL 5o5 = 2113 Sees = 2/3(2 OO)g = 133g AND !2/4.6./ 5/MPL/F/E0 FOR REGULAR OR _ -- MAX.. PER 12.14.6./ 5 7-R41C 7ZIRE LE55 THAN 5 37-OR/E5 5as = (213)Fo5s = (2/3)14(15) d T < 0.55) = 140 PV 5/MPL /F/ED DE5/GN 5m = 213 Sen = 2/3(1S0)g 2,) 01.42) 5/TE CLA55 = I 00 (N/A FOR 5/MPL/F/ED) 5/71E GLA55 = D (DEFAUL T N(/O 50/L5 REPORT UNLE55 E OR F /5 REQD 6,) (/14.5 s /14.6) DE5/6N RESPONSE 5PEG MUM AND MGE BY BLDG. DEPT,) RESPONSE 5PEG MAM NOT REOU/RED FOR 42.6 EOVIVALENT LATERAL FORGE 3,) (/14.3) 517E GOEFF/G/ENT (FOR sl 7F GLA55 D) RROCEMIRE. (N/A FOR 5/)-L/F/E29) Ss /.?5 .: Fo = 10 (TABLE 114-/) 7,) (/15./) IMPORTANCE FAG TOR / OR / _ 40 FOR OCCUPANCY CATEGORY / OR H Fa = 140 H'/ 5/MPL /F/ED DE5/6N _, - •, PER /?./4 TABLE I-/ TYP. OFF/GE, HOU5E, ETC. ASSEMBL Y t 300 OGGUP. 5 > 0.50 .: Fv = l.5 (TABLE /1.4-2) SCHOOL c 250 (WA FOR 5/MPL /F/ED) HEAL TH CARE < 50 NO HAZMA r 5EE TABLE 4/3 FOR ALL CCCUPANC/E5 WOOD w,T 5P/RAL sEErNO./3 OF- WOOD F DOW1249, 10P- aua&a 5P/RAL SNEE /4 OF - rA/rND 5 RWAY 65-82 ,a o 5TA/RNA 85 B2 . MOND. fi.W , „a 3-/8-00 3 -0 --OB „ 7HE IRON FON 100400040 FOOTHILL BOULEVARD DATE 100 FOsO BOU Dk>E RANCHOC7 FAX CA91730 (9091)0a - AX A 8081 OA DESIGNED BY -`_. W . RANCHO CUCAMONGA. CA 91790 (909) 989.2087 - FAX (909) 989-8106 DESIGNED aY T' . W. SHpP 5HOP LATERAL LOA05 G.B.G. / LB.G.: 5s = 2.00 LATERAL LOADS 2.00 5E/SM/G 51 = /.00 /.00 6) (//.6) 5E/5M/G 0E5/6N CATEGORY (5-0.GJ l/) (1212/) 57-RUG7URAL 5Y5TEM.• 51 = 1.00g -> 0.75 .: 5-O.C. = E (N/A FOR 5/MPL/F/ED) L/6HT FRAMED NWLL5 5HEATHED W/TH WOOD 577eUC7VRAL PANELS. 50s = /.33g 0.50g $ 0C6UPANGYCATE60RY = /l .-. S.D.G. = D R = 6 //2 OR WA Do =3-112=2112 505 = /.40.1 0.50 .: 5. 0. C. = D FOR 5/MPL/F/ED BUT 51 = /C+Og > 0.75g .: 5.0.G. = E (WA FOR 42) (/22.3./) COMB/NAT/ON OF L/6HT FRAMED WALL5 5/MPL/F/E10) WHEN U5EO N1 7H 5P/RAL 5TA/R (ORD/NARY MOMENT FRAME) 5oi = I.00g 0.20g Q OGGUPANGY GA7P60RY = // .: SD.G. = D R = 3 //2 < 6 //2 (WA FOR 5/1-fPL /F/ED) BUT 5, = 4OOg > 0.75g .: 5. 0. C. = E (WA FOR . 0) (/2-25 7) STEEL ORO/NARY MOMENT FRAME /5 PERM/TIED 5/MPL /F/ED) /N L /6HT FRAME UP TO 35 FT, CONGLU5/0N: 14.) (/2.3.2.1) FOR r) FIGAL 5P/RAL 5TA/R5, NO HORIZONTAL 5.0.G. = E /RRE574VLAR1 r155 PER TABLE /2.3-/ OR 5.D.C. = D FOR 5/MPL/F/E0. lo.: NO TORS/ONAL /RRE6ULAR/TY, 16.: NO EXTREME TORSIONAL IRREGULAR/rY. 9j (/1.8.1) FOR 5.0.C. = E OR F, 57RUG7URE SHALL NOT BE 2: NO RE-ENTRANT GORNER5. LOCATED WHERE THERE /5 A KNOWN POTENT/AL 5.: NO DIAPHRAGM 015CCNr1W17-/E5 FOR AN AGT/VE FAUL T TO 6A05E RUP7URE OF , 50 - 96 OF AREA. THE 6ROUNO SURFACE A T THE 5 r RUC 7URE. 4.: NO OUT OF PLAN OFFSETS. (N/A FOR 5/M091-/F/ED) 5: NO NON -PARALLEL 5HEAR WALL5 W/ TH MAJOR AX/5. l0) (12./4./) 5/MPL/F/ED DE5/6N /5 NOT APPLICABLE 5.) d 6) ARE NOT 5AT/5F/ED. WOOD EOghwelhfg, Inc. WI IKI . SP/RALSET HE - ND.. /5 _ a ... WOOD Engineering, Inc. w&*Lr SP/RAL sNFe(w. _ /6 OF - 5 rAI_r' R{ YA 85-62 5 rA/R -Y4)' rgb 2w &..w x)BND. ierrWv beNo.- -85-82 `040 F 3 /B -OB 3-/8 08 FON IRON , THE IRON_ 100!0 FOO1F11LL BOULEVARD DATE - - - 10040 FOOTHILL BOULEVARD WE RANCHO CUCAMONGA. CA 91790 (909) 989-2087 - FAX(9091)99"106 __THE. - -7`„H P DESIGNED aY -` -_. W_ RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (90) 989-8106 _ 5%? P. _ .. DESIGNED BY 7 W_ LATERAL LOADS G.B.G. / LB.G.: Ss = 200 LATERAL LOADS 5E/5M/G 51 _ 1.00 5E/5M/G /5) (123.22) FOR TYPICAL SP/RAL 5TAIR, NO VERTICAL 20) (/24.23) 5E/5M/G LOAD COMB/NAr/ON5 /RRE61JLAR/TIE5PER TABLE /23-2 ALLOWABLE STRESS DE5/6N lo. d /b.: NO SOFT STORY. 5. (/-O * 0.14505)0 * H + F + 0.7P CIE 2.: NO lNE/6HT MA55 /RRE6ULAR/TY 6. (/.O * 0./05505)0 + H + F + 0.525P pE 5: NO VERT/GAL 6EOMETR/G /RRE6ULAR/TY 4.: NO VERT/GAL /N -PLANE D/5GONT/NU/T/E5. + 0.75L + O. 75✓Lr OR 5 OR R) 510. s 5b.: NO WEAK STORY OR B. (0.6 - O.14505JD * 0. 7p CIE + H EXTREME WEAK STORY. 16) (/23.4.1) REDUNDANCY, RHO .20,11.2 4-2 3,) 5E/SM/C LOAD C01-15/NAT/ON5 ALLONABLE 5TRE55 DE5/6N EVALUATION RHO = /.0 (NON-BUILD/N6 5TRUC7URE NOT 5/1-f/LAR TO BU/LD/N6) NOT A CON5/0ER4 T/ON NO FLU/D FOR LATERAL DE5/61v, I PRE55URE5. BUT D /5 415E0 FOR /7) (12.4.2) 5E/5M/G LOAD EFFEG r COLUMNS E = Eh + Ev FOR COMBO 5 $ 6. LATERAL EARTH PRESSURE /S NOT A CON5/DERAT/ON, E = Eh - Ev FOR COMBO B. GONGLU5/ON.• /6) (12.42.!) HORIZONTAL 5E/5M/G LOAD EFFEG T5 (l.O + O./4 x /.33)0 + 07P pE Eh = P OE = /.OV OR /-OFF /, /BD + 0. V.0)pE = /. /BD + 0 70C /9) (L2 4,2-2) VER r/GAL SE/5M/G LOAD EFFEG T Ev = 02505.0 = 02(1.3.3)0 = 02660 WOODEn g, Inc. 6vi- I. ca7.r,.dreAuhY6ri &Aft 0--- 10040 FOOTHal BOULEVARD RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (907) 969 106 soar,, 5P/RAL %WN0. /7 1)F_ 5 rA/RWAY XISNO. 65-82 FOR THE IRON ", 3-16-06 314OP DESMED BY -=. w. LATERAL L40A05 G.B.G. Ss = 2.00 5E/51-f/G 51 = /44 2/J (L2.42.3) 5E/5M/G LOAD COMB/NAT/ONS (CONT) ALLOWABLE STRESS OE -51&N EVALUA r/ON (DONT) COMBO 6. (/.0,- 0./055v5)0 + H + F + 0.525P QE + 75L. COMBO 5. +0.75(LrOR5ORNQ) FOR EXTER/OR 5 rA/R Lr; d R ARE LE55 GR/r/GAL rHAN 0.75L OR 0.755 (0.755 CR/ r/GAL W/ SNOW FOR 6E/5M/GJ /1.0 + 0.105(/33))0 + 0.5250.0)0E + 0.755 1.140 + 0.5250E + 0.755 5EE COMBO 5. -1 . COMBO B. (0.6 - 0.14.5,05)V + 0.7P OE,, H (0.6 - 0. /4(1.33))0 + 0.7(/0)05 0.4/0 + 0.7005 LE55 GR/r/GAL rHAN COMBO 5. WOOD FUdneering, Nae. sb„ ,, e„N,..,o _ ab2i&-q lC040 FOOs BOU LEV RD„ RANCHO C)CAMONGA, CA 91730 (9M989-2087 - FAX (909) 989-8106 N SPIRAL STAIRWAY Nao. /6 OF- TOB INCL 85-62 DATE 3-/6-06 oEsr, m By • . w. FOR 5D.C., OCCUPANCY GA rE60RY / Q THE IRON SHOP LATERAL LOADS --7s=2.00 5E/5M/G 51 = /,00 2Z) (/24.3) 5E/5M/G LOAD EFFECT /NGLUD/N6 OVER577FEN657H FACTOR- NOT APPLICABLE FOR L /6HT FRAME. 5EE L210 -2 I 23J (L2.5) L7/REG r/ON OF LOAD/N6 (L2.52,) SE/5M/G DE5/6N CATE60RY B 2 OR rHA6ONAL 12/REG T/ON5 NEC -LEC r INT5RAG TION. (12.5.3) SD.C. C SAME A5 B 4VNLE55 TYPE 5 HORIZONTAL 1RR5641LAR/TY PER TABLE 12.3-1 NO IRREGULAR/77' .: SAME A5 B. (12.5.4) 50.C. D, E, S F FOR 5P/RAL 5 rA/R5 W rER5EG T/N6 COLUMN5 OR 5HEARWALL5 FROM 2 0/RECT/ON5 ARE NOT GR/T/GAL FOR COMBINED LOAD/N6. 60NGLU5/0N: DE5/6N FOR 5E/5M/G LOAD FROM 2 ORTHA60NAL AX15E5. TYPE 5 HORIZONTAL /RRE6//LAR/TY NOr PERM/TIED. FOR: COMBO 5., 6., a 6. 5. 8 6. ARE GR/r/GAL. 24,) (/26) ANAL 7'5/5 PROCEDURE FOR 5D.C., OCCUPANCY GA rE60RY / Q U55.• VBwsN; OE316N = 0.70E W/ /./60 (COMBO 5J L/6HT FRAMED NOT EXCEED/N6 3 570R/E5. OR ✓e Ase cew6w = 0.52505, W/ /.140 + 0. 755 (COMBO 6.) U5E.• EQUI ✓ALENr LATERAL FORGE PROCEDURE PER TABLE /2.6-1. WOOD F.agineertag, Inc. wa,ECN. SPIRAL SHM.D. 1q OF WOOD Fagineerin& Inc. WWECf WM D. ?o of -- sNnrni p - STA/RHW Y 'sv s w6"""1 °vr - - 5 rA/RN44 Y. 24 F -W lkY7i Fi.prMP roe w. - - 24 .,oN Na.... _65-62 9-040 3-/6-06 -OB F OTI.41r 10040 FOOTHILL BOULEVARD CA FON rH_E IRON DATE - - - F00 BOULEVARD Fm THE IRON TATE .- _3 -16 91 RANCHO CUCAMONGA, CA 91730 RANCHO CUCAMONGA, CA 91730 CH AM •- -- • - - -- OP (909) 989-2087 - FAX(909)989-8106 / _ XM S) By - : W (909) 989-2087 - FAX (91)9) 989-a106 5 DESWA D By LATERAL LOADS G.B.G. / 1.B.G.: Ss = ?00 LATERAL LOA05 SE/SM/G 5 _ lOD 25J (i?. 7.2,) EFFEG Ti✓E SEISMIC WEIGHT (Wi N = D + 0.25 57ORA&E + /O P.5.F. PART/T/ON + EOUIPMENr + 0205 WHERE 5 > 30 P,SF. J WHERE 20)-.5.F /5 U5ED FOR VERT/GAL LOAD5 COMBO 5. N = / /60 COMBO 6. W = 1.140 + O. 755 26J (12 7.3) 5 rRUC TURAL MODEL /N6. FOR L/6HT FRAME 5TAIRS N/TH FLEX/BLE COLUMN, STIFFNESS AND D/5TR/BUT/ON OF FO/RCE5 WILL NOT BE CONSIDERED. G.B.G. / /-B. G.: Ss = 200 5E/SM/G 51 = 1.00 27) (/26,) Ecu/VALENT LATERAL FORGE PROCEDURE R = 3.5 (TABLE /22-1,, C.4,) - BUT U5E R = 3.0 PER A. 1.5.C. SPEC. A1./ /e = 1.O (TABLE //5-U OGC!/PANC7' CATEGORY / OR // (12.8.2.1) 541/LD/N6 PER/OD (/262/ r = To = Gt (hn)"X Gt = 0.026 (TABLE 126-2) r = 0.026Y36,)^00 X = 0.60 = 0.0.2005.14) hn = 30' MAX. 0.43 < 0.5 d (M/DOLE OF < 5 5 rOR/E5 MA55 A T 1.509 3 -STORY) Si = 1.009 5/TE CLA55 D (5EE 2J) Ss /25 .: Fo = /O 5N 0.50 Fv= /5 5Ae = Fo 55 = 1.0 x /.509 = 1504 5Ayi = Fv 5 = /5 x I.00g = / SOg 5cs = 2/3 5w = 21 1.50g,) _ /Og 5ot = 2/3 5r« = 21%150g) = 4OOg WOOD F.n tre ing, Inc. wax- SP/RAL s YND. 2/ DF_ WOOD Fwlglneer%ng, Inc. m a Ecr 5P/RAL ono. 22 oF- STA/R"AY aoew BS-62 $,X„ysWhAv*p STA/R"AY 65-62 tmn.orre a+ lvDeefn . ISI 3-/6-OB 0",-.W&, "'." Ae oft. 3-/6-06 Foe THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD 10D40 FOOTHILL BOULEVARD 041E RANCHO C(!CAMONGA, CA 91790 (909) 98P2087 - FAX (909) 999 106 DESIG, BY . W RANCHO CUCAMONCA. CA 91730 (9pp1989-2087 - FAX (904) 989-8106 DFSKIIW BY -T . (0J. Si+tpP SfiQP LATERAL LOADS G.B.G. / /B.C.: Ss = 2.00 LATERAL LOA05 G.B.G. / I.B.G.: Ss 5E/5M/G evr 5d • i1? cxuu= AW OaCPV 51 = /.00 /.00 17J 1-42.6) EQU/VALENT LATERAL FORGE PROCEDURE (CONT) 26J (/2.8.3) ✓ERT/GAL O/5 TR/BUT/ON OF 5E/5M/G FORGES Vase = Gs " T = 0.43 t 0.50 (SEE 27.)) Gs = 5vs / (R / lel K = /.0 Gs = /.0 /1-3.0 / /.0) = 0.333 hx = 30; V = ✓ase CE-'W6N,• "i = "x = hY/3 Fx = Cvx V OR h, = 30' GR/T/GAL Gs mAx 5oi / T(R / /e) k _ /.00 / (0.43(3-O / /O)) Gvx = Wx hx = 30" = 301py = 056 = 0.775 (/26./3) k 6" + /6" + 30" 54" OR I = l Gvx = 0.56 Cs rnK = 0.0/ hoy Fx=0.56 Vase OR = 0.56(3" x 0233) 30' = 0.317/" Gs rnK = 0.5 51 / (R / /e) = 0..5/.00)/(3.O//.0) = 0.167 Gs = 0.333 OR Vase = Gs" = 0.333" `y PER 20 (/14.3) A.5.0. OE5/6N EVALUATION Fx = 0.56 ✓ase FOR BA5/G COMB/NA T/O(6 = 0.56(3!, x O. /75) /6 V54se=Qe=0.33.3" =0.2174" 05E.• COMBO 5 USE.• COMBO 5: Vase aesiaN = O. 7(0.333!,) + 1. /60 = 0.233/, + 4/60 Fx = Vx = 0.39/{, " OR OR 6 , COMBO 6: VaW OESis.9 = 0.5.25(0.333"4 + /. /40 + 0.755 COMBO 6. = 0./75" + /,/4D + 0.755 Fx = O-2°74{, 3" WOOD Fogineering, Inc. alalEcr 5P/RAL SHEETN0. ?3.OF WOOD Fmgineering, Inc. _5P/RAL_- sNEEYND. -24 as- 5TA/RNGAY moi.s STA/RNA)' 65-62 "ND. __65_62 x>allo._ _ "rnrx 3-/6-06 - - - - - - 3_/BLOB THE IRON FOB - - FOB - THE IRON _ I 0ow FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 DATE _ 10040 FOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 D„TE (909) 980.2087 - FAX (909) 98D-8106SHOP - - - - /ESIGHED BY _.: . W (909) 98¢2087 - FAX (904) 989-8106 _ _ _ 5HOP ' . W , DESIGNED BY -, LATERAL LOADS G.B.G. / /B.G.: LATERAL LOAD5 G.B.G. / 19. C.: 5s = 2.00 5E/5M/G o - Si = /00 SE/SM/G /.00 217J (126.4) HORIZONTAL SHEAR D/STR/BUT/ON Vx = E F Fe = 0.341 "x SUMMARY.• - / OR 0.341 "P /• /e = /0 Q CGCUPANC Y GA TE60RY / OR ✓x = 0.317/ "P GRI TICAL ® 3RD LEVEL 2 Ss = /509 , 51 _ /009 (BUT GOOD FOR Ss = 200 DUE TO Gs BA5ED UPON MAX. Ss FOR T t 0.51) USE.• SAME AS ?SJ 3 5/7E CLA55 D 30.) LOAD COMB/NAT/ON WMMARY 4. 505 = 1.00g, 5ci = 1.009 U5E. COMBO 5. o cm. r 5. SEISM/G OE5/6N GA MC-ORY.• E ---- Fcles+eN = 0.317/" + 1.160 6. 5E/SM/G FORGE-RE5/5T/NG SYSTEM.• OR ORO/NARY MOMENT FRAME COMBO 6. o • o1s 7. QE5/6N BA5E SHEAR: Vase ms+sN = 0.233" BUT 0.317/" FPE-%sN = 0.294" + /.140 + 0.75s FOR 3RD LEVEL 5TAIR. B. 5E/SM/G RE5PON5E COEFFICIENTGs = 0.333 4 RESPONSE MOO/F/GA TION FAG TOR: R = 3.0 l0. ANAL Y5/5 PROCE VRE.• EM/VALENT LATERAL FORGE WOOD IMWFO na iLLBOULEVARD RANCHO CUCAMONGA. CA 91730 (909) 989-7087 - FAX (909) 989-8106 Si1BEc1 5P/R14L 5TA/RY -YA SWNO.?5 OF- qB N0. 85-82 ppgWAS) BY - . W . WOOD Englgbeerin& LIC. .: w 0 IMCIFFOOs eou iEVAARD RANCHO CUC'.A 40NGA, CA 91730 (909) 989-2087 - FAX (904) 9898106 awxT 5PIR14L 5TA/RHTAY s u. wo. 26 OF- ie No. ah DESIGNED By W. R 30" 33" 36" M„ THE IRON Fl„ THE /RON SMDP SMOP TREAD DE5/6N q32 10.10 TREAD DE5/6N (/00 P.S.F,) /00 P.5.F. L.L. 5'-0" D/AM. TO 7'-0" D/AM. 2q 32 SAMPLE GALL: (5 =0" O/AM,) R = 2'-6" TREAD SAMPLE GALL: 4/ o = 5/N(B/2)R = 5/N 15'R = 0.259R = 7.75" 2 x R 322 374 R - / = 30" - / =.2q" 508 BASE 205 246 290 337 388 A = [(3 + 20,)/21'R - /) _ 61-5-1 a)(R - /) = 268 W./N. 1124 /224 /327 D)A/l44 = 000 + /0)266//44 = 205+ 30' R -/-R nw _ _ 00# 150 /5O# -- - X = [3(R - /) 2/2 + 420 - 3)(R - /) -21611A 25.64 GONG. l -_ [3(30 - 01212 + (2(7.75) - 31(30 - 0-2161126e 6,302. 7,987 9,966 _ [(/,26/ r /,752)]/268 = 3,0/3/268 = //24" COL. ¢ R - 300+ = 20.5'30 - / - 1/24) = 3,64/ /N. -LB. 2q" l" /'-- .75+ R - 45 = 30 - /.5 = 26.5" /50 /50 /50 /50 Mcow- tw4jv 4,275 (PccMe/2)(R - 15) _ /50(28.0) = 4,275 IN. A=[(3+/55)/2]29=26850. IN. =L4 PLn/f = 50 P.5.F.(260//44) = q3# SUM -M ® BASE ^212 + 12.5(29) 2/6 = 26,9) X = (1262 + /752) / 268 = 11.24" Munif = 93(29 - 1124) = 1,651"# Mconc = (300#/2)(28.5) = 4275 "0 -- 60V LOAD 5HAR/N6 BY (2) TREADS CONNECTED AT EDGE WITH BALLUSTER (5P/NOLE) WOOD Enalneerin& Inc. RSP/ eAL SHM NO. < , OF sa„ ,rEti,,,;,, STA/RN(.4Y 85-82 7RYNEirp/ JOB Ib. cww-w&R-b &.tow0 v, 10040 FOOTI-TILL BOULEVARDraA THE. IRON GATE RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 1>EswN1¢6er TREAD 19E5/6N 000 P.S.F.) /00 P.S.F. L.L. WOOD F.ng'ineerin& LIe. 5'-0"0 5'-6" m 6'-0"4P 6'-6"(P 7'-O"<P R 30" 33" 36" 3q" 42" o nw 7.75 6.55 q32 10.10 /0.88 R-/ 0AU I 2q 32 35 38 4/ A w.. /w 268 322 374 44/ 508 Pc«ii &Av 205 246 290 337 388 X nw 1124 /224 /327 /4.30 /53/ R -/-R nw /7.76 /q 76 2/.73 23.70 25.64 Mwiv. n cap 3,64/ 4,86/ 6,302. 7,987 9,966 R-1.5 aw 28.5 3/50 34.50 37.50 40.50 Pccwc/2 2si 150 /50 /50 /50 /50 Mcow- tw4jv 4,275 4,725 5,/75 5,625 6,075 V&ae raw mw 300 300 300 1 337 388 WOOD F.ng'ineerin& LIe. wwEa _ 59 -/RAL s„M,b. 28 OF _ 85-82 TMr II Eap• JOB NO. -099 10040 FOOTHILL BOULEVARDFm THE DAI --3-16 RANCHO CUCAMONGA, CA 91730 989-2087 FAX -IRON -- SHOP (909) - (909) 989-8106 ...____ ._ DEyrA= 8y _=> W, TREAD DE5/GN (40 P.S.F.) 40 P.S.F. L.L. SAMPLE CALL: o = 5/N(B/2)R = 5/N 15*R = 0254R = 7.75" R -/=30"-/=2q" A=[(3+?of/2YR-l)=(.S+ol(R-/)=-26850/N. PwwF = (L + 12)A1144 = 140 + /0)268//44 = 1730 X=[3(R-02/2+(2o-3)(R-02/61/A _ [3(30 - 0-212 + (2(7.75) - 3)(30 - V 2/6]/268 _ [(/,261 + /,75VP-266 = 3,0/3/266 = //24" = 93(30-/-//24) _ /,65/ /N. -LB. R-/5=30-/5=28.5" Mcam: - /.5) _ I-50(28.0) = 4275 /N.-LB.f-60V. WOOD 1-1-4 - ring, Inc. a.tiRdrhv nrx6,.Fr ew-A- raA.VA.We+saco-ol 10040 FOOTHILL BOULEVARD RANCHO CUG4MONGA, CA 91730 (904) 989-2067 • FAX (909) 989.8106 TREAD DE5/6N (40 P,5,F.) aub)E T 5P/RAL s111MTNO. 29 OF- 6rA/RWAY 65-B2 6 -6 " m ,DB,,D. R DATE 3-/8-08 Foe THE IRON Sh(OP OMWNMBY-w 42" 40 P.S.F. L.L. WOOD FngMeer- Inc. 5'-40" m 5'-6 " m 6'-O" m 6 -6 " m 7'-0" m R 30" 33" 36" 39" 42" o nw 7.75 8.55 9.32 /0.10 /088 R-/ nw 29 32 35 38 41 A iso. /w 268 322 379 44/ 508 Pw/F. Zai 93 //2 /32 /53 /76 X nw //24 /224 /3.27 /4.30 /5,31 R -/-X aw /7.76 /9.76 2/. 73 2370 25.69 Mu4/P. fix -Lw /,65/ 2,207 2,86/ 3,626 4,525 R-1.5am'; 28.5 3/50 34.50 37.50 40.50 Pcew,12 ae /50 /50 /50 /50 /50 Mcc+wr. k cel 4,275 4,725 5,175 5,625 6,075 V/La/ moo Mw 300 300 1 300 1 300 300 WOOD FngMeer- Inc. suaza SP/RAL SIWMD, 300F_ WOOD EO IOg'm Inc..SUFUE `°,sa'A°r _ 10040 FOOTHILL SOULFVARD STA/RWA)' BS -B? Fm THE IRON ,s.m,, 1 m,"..W&&msrwewrca*n .roe No 3 -/B -OB - SHOP - Fon THE /RON 10040 F007MLL BOULEVARD RANCHO CUCAMONGA. CA 91730 DATE SHOP (904) 989-2087 - FAX (909) 989-8106 DE wAw In -rj. w. TREAD OE5/6N TREAD DE5/GN //B" 5TMEL 3 " x 4 " G-GRO55 5EG TION PROPERT/E5 (CONT,) B'=4./47" 3" x 4" G-6RO55 5EGT/ON )=RORER r/55 2) CRO55 5EG7-/01VAL AREA b'=4.082" l j BA5/6 PARAMETERS WA b=3.823' o=A'-(2r+tl = 2.375" 0 t=0./30" y o' = A'- t ^i h SG. I = 2875" Q 0 0 R= 0,/875" b = B' - [r + (t/2) v = 0.3925" + or (r Xe=4473" or = 0.0 (NO L /FSy Xo=3228 " 2.465" b' = S' - ((M2) + or (M2)) G - 5EGT/ON a = o,125 = 3.938 " v = IT1,/2 = 1,57r _ /57(025 = 0.3925" t = 0.125" R = 0.1875" NOTE.• FOR ED/T/NG FURF05E5 FROM A.15.1. MANUAL TYPICAL LOWER CA5E LETTER W/TH BAR ABOVE 15 REPLACED BY LOWER GA5E LETTER W/TH 'PR/ME" 5YM50L /N TH/5 CAL CULAT/ON EXAMPLE.- a REPLACED W/TH o' WOOD lv-gl . 9, Inc. s>nco.rcv+..9 _ nwr 100400040 FOOsTHtU. BOULEVARD %AX -a 5P/RAL S f'40 NA Y SHM NO. 31. of _ ,oe l+o... 85-82 DATE . 3-/8-08 WOOD EO IOg'm Inc..SUFUE `°,sa'A°r _ 10040 FOOTHILL SOULFVARD r SP/RAL 5TA/RH'AY SHUT NO., 32 OF - ,oe w.._85-82 Fm THE IRON THE IRON.. RANCHO CUCAMONCA. CA 01730 (9M989-=87 - FAX(909)989-8106 - SHOP - t1EW ED BY ' _ W . RANCHO CUCAMONf'A, CA 91730FOR (904) 989-2067 - FAX (909) 989-8106 SHOP .-W. OEMNED BY TREAD DE5/GN //B " STEEL TREAD DE5/GN Ile" 5 TEEL 3 " x 4 " G-GRO55 5EG TION PROPERT/E5 (CONT,) 3 " x 4 " G -GROSS 5EG TION PROPERT/E5 (CONT,) 2) CRO55 5EG7-/01VAL AREA 4,) D/5TANCE BETWEEN CENTROID AND /NEB CEN TERLINE WA • 0.0 A = t(o + 2b + 2v + x (2c + 24) I = 0.1.25t2.3 75 + ?(3688 + 2(0.3925 % + OI = 0. /25 X2.375" + 7.376 " + 0.785" 4,'0] = 0.125'[/0.536 '% = /317 50. /N, 3) MOMENT OF INERTIA ABOUT X - AX/5 0.04/70 3 * bK(o/2J + r)? + v/(o/2J * 0.637rJ? /x =.2t + O. /49r 3 r I a [0 0833c 3 + (c/4)(o - G)? 0./49r 3I WA - - 0.0 /5?A01 0.041712.375'Y^3 711164 = 2(0./251 + 3.688Y(2.375%2J + 0251? oax = 025" 40.5586 + 7.6209 + 0.7//9 + 0.0023 + OJ = 0.25" (8.8937) = 2223 r) + v(0.363r) + Or (v(b + /.637r) + c(b + 2x11 WA a . 0.0 7.0440 = 2(0.4251//3/7 / 31688((3688/2) + 025) + 0.3415(0.363(025JJ + O / oo4oe = 0.1898 " / 7.7227 + 0.0356 + O / = 0. /898 " / 7. 758 / = /.4725 5✓ 0157ANGE BETWEEN CENTRO/O AND OVT5/DE OF WEB X ' = X 'c + t/2 0.0675 = 1.4725 + (0.125/2) _ /,535" WOODEt1 lQring, im. .ib Eay.-ft a WNW 10600 FOOTHILL BOULEVVARD RANCHO CUCAMONGA. CA 91730 (904) 989-2087 - FAX (909) 989-a1 O6 SUB1Ecr SP/RAL 5TA/R;")' rrp. 33 0c- JOU ND. 85-825TA/R#YA)" DATE 3-/8-08 DESWNW BY -T>. W WOOD RnglneWINW, IOC. 10040 FOOTHILL LBou iEVAARRD RANCHO COCA MONGA, CA 91730 (909) 989-2097 - FAX (904) 989-8106 aa¢cr SP/RAL SHEETU . 34 OF - ES B2 ah 3-/8-D6 6E51(9f®8Y W. _ ?.8752(39361 2(0.125) eaa56 /53076 - /2 e-1356 FOR THE IRON THE IRON SHOP SHOP TREAD OE5/6N ^3",y 4 " G -GROSS SEG TION PROPERT/E5 (CONT) 6.) MOMENT OF INERTIA ABOUT Y - AX/5 //B" 5TEEL TREAD OE5/GN //8" 5TEEL 3 " x 4 " G -6R055 5EG T/ON PROPERT/E5 (CONT) BJ 0/5TANGE BETWEEN GENTR0/0 AND SHEAR CENTER /y = 2t ! bv b/2) + J * 6 3112 + 0.356,-3 1 l+ alc(b+2rJ2+v(b+/.637r)2+0./49 31 J -AX'c2 WA-•oo 4-3040 (/9440 = 2(0125Y j 3668((3688/2) + 0.15) ^ 2 + (3.688) 3//21 l + 0.356(015%3 + 0 J 0.0/56 - /3/7(/.4725% 2 0.44/ = 015"(/6./7/3 r 4.160/ + 0.0056 + 0,1 - 2.655 = 0-25" (120.357,1- 2655 =5.0692-2.655=2134 7,) 0/5TANCE BETWEEN SHEAR CENTER ANO WEB CENTERLINE F -WA a •0..0 m = 6' L 30' 26' + f a c Ybo'2 - do ' 2) l o' 3 + 6a' c Oc ' 2 8 + /2o ' + 6'2) J WA a • 0.0 9.aes6 (2675' 3 + 6(2.,975';1-2(3.,73,9Y + 0 19.7637 08356 • = Xo MEASURED /N NEGAT/✓E 0/REG I/ON -(/.4725" + /. 755Y _ -3az6 9.) 5T.yENANT TOR5/ON CON5TANT WA a • O.O f- J = t 3/3 la + 2b + 21 + of (2c + 2a) J = O./25 3/3 123 75 + 2(3.666) + 2(0.39251 + OJ = 0.0020/311.375 + 7.3760 + 0.7850 + OJ = 0.00065/[/0.53601 = 0.00666 = 3.936" L 97650/ = 3.936"(0.4451 = 1.755" 19.7697 ?(2675) 3(3938) + 2/9.06 3(2875)2(3.938)? + 0 _ ?.8752(39361 2(0.125) eaa56 /53076 - /2 e-1356 WOOD F oeeriag, Inc. ga,Eu 5PIRALY 9'EE7No.. 55. OF-'... WOOD F.ugineering, Ine. suB,Ecr_SP/RAL - „o. -36 -- e 5TA/RHf 1 85_82 5 TA/RHEA Y 65-82 ,oe w. _r9 ,oe ra. ca .A.mre a.nnare svaa - - 3 -/8 -OB ca ..wctieNacMu. Butli9aasp' .... _...-------- can THE_ IRON FOR— 7}/E IRON 10046 FOOTHILL BOULEVARD DATE 10040 FOOTHILL BOULEVARD "I RANCHO CUCAMONGA. CA 91730 - - %i0P_ RANCHO CUCAMONGA. CA 91730 (909) 969-2097 - fAx (904) 969.8106 Jr5 DEMNED gr - . W- (9'04) 969-2087 - FAx <904) 989-8106 .. 5.HOP -.. _ _ oEwAm 8y_ >. w. TREAD OE5/6N //8" 5TEEL TREAD OE5/GN //6" 5TEEL 3" x 4" C-GR055 5EG T/ON PRORERT/E5 (CONT✓ 3" x 4" G -GROSS 5EG TION PROPERT/E5 (CONT.) /0.) WARP/(5 G401V5TA1VT ll•) PARAMETER R w a' Zb' Zt + x[449c -4 + //2b "3 + 8a ' 3 + !2o-2b'c' + 6o'3c' bo'Zb'+/o'r a2c'J3- a24 2 WA a • 00 16.0227 167.1627,- 384.5449 + 0 L2 /95.3002 + 23 7637 - 0 57/. 7076 1 l 2/9.0639 J = 3.484 [tx""-3 + tX'c 3a' 12 J 19 A397 1.Gi314 _ r 0.12X1.473,1(2.675)-3 + 0.12-%1. 4731 "3(2675)1 L /2 J 4.375-5 . /,/4861 /2 J - 10.3646 + 114661 = -1.5/3/ 121 PARAMETER iB F )B F = t/2(b' - X 'c) -4 - X 'c "41 r to'2/4l(2:,' - Y c)"2 - X'c21 = 0.125/21(3.9381--//.473 4 - /.473 41 + 0./2X2.875) 2/41(3.938 - /.473% 2 - 1.473 21 61656 14650 = 0.0625/36.921 - 4, 706) + 0.258316.076 - 2.1701 = 0.0625J32.2141# 0.256313.9061 =2013+1009=3.0?? 19.7697 ?(2675) 3(3938) + 61656 /sao7e 3(2875)2(3.938)? + 0 _ ?.8752(39361 2(0.125) eaa56 /53076 - /2 e-1356 6(2675)?(3.936) +(2,875+0)13-0 16.0227 167.1627,- 384.5449 + 0 L2 /95.3002 + 23 7637 - 0 57/. 7076 1 l 2/9.0639 J = 3.484 [tx""-3 + tX'c 3a' 12 J 19 A397 1.Gi314 _ r 0.12X1.473,1(2.675)-3 + 0.12-%1. 4731 "3(2675)1 L /2 J 4.375-5 . /,/4861 /2 J - 10.3646 + 114661 = -1.5/3/ 121 PARAMETER iB F )B F = t/2(b' - X 'c) -4 - X 'c "41 r to'2/4l(2:,' - Y c)"2 - X'c21 = 0.125/21(3.9381--//.473 4 - /.473 41 + 0./2X2.875) 2/41(3.938 - /.473% 2 - 1.473 21 61656 14650 = 0.0625/36.921 - 4, 706) + 0.258316.076 - 2.1701 = 0.0625J32.2141# 0.256313.9061 =2013+1009=3.0?? WOOD EnginefflOg- IOC. as, l SP/124L rHo. 37 OF_ WOOD 2 Inc. as Ea SP/RAL SHM ND. OF_ sj, STAIRWAY B5_62 ', 5TA IRNA Y 05-62 x w. 3-/6-Og _ _ 3-/6-06 w„ THE IRON „ THE IRON 10040 FOOTHILLHLBOULEVAARRD p11 loom Fooe n4u BARD D^I RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 969-8106 RANCHO CUCAMONGA. CA 91730 (9M 989.2087 - FAX (904) 969-8106 pE,p® gy —t- . W. 5HOP 5%7(7P TREAD DE5/6N //6" STEEL TREAD DESIGN %/6"STEEL 3" x 4" G -&ROSS 541C 7'10N PROPERT/E5 (CONT,) 3" x 4" G -6R055 5EG7-1ON PROPERT/E5 (CONT,) l3.) PARAMETER & / 6R055 5ECT/ON PROPERT/E5 WMMARY (//6" 5TEEL) A = /.3/7 W. IN. a = 0.0 (NO LIPS) /?c teb' - "4 +(213Wb'-x'cJl(o%ZJ3-((o%Z)-cJ3I/ /x = 2223 /N. - 0 5x = 1123/(300/2) = 146 /N. 3 l4.) PARAMETER 4/5E0 /N D57-ERM/NAT/ON x = 213/l.3/7 = /.30 OF ELA5T/G CRITICAL MOMENT y J = I/( -2/y) (,6 M ♦ 6,- ♦ fl / ) - XO "4 ly = 2234 /N. _ //(2(2234)) (-1.5/3/ . 3.022 + 0) - (-3126) _ //4.466 (1.5069) .3126 Sy rcw = 2234//.535 = 02236(/.5069) o 3126 = 146 /N. 3 =0.3377+3126=3.566 R = O-/675" 5yaorrom = 2.234/2465 IN. 3 I 3.623" i 1473" ry = 2.234/13/7 _ /.30 Xo = 3.226"' 2.465" 1535" I J = 0.00666 TOP FOR y yy Cm = 3.464 J = 3.566 4.147" t=0.125" WOOD Inc. anx-cr.SPIRAL SHMW...3Q aF _ _ WOOD EnghWerjOg, TOC. a,alccr SP/RAL rNo.-`% °F— STA%lR{YA-Y 65-62 s>na r6o..;9 STA/RPIAI'JOB g5-62 rX*Jv&." No. ct.— 3-/6-G'g Fon 7'+'E IRON. F IRON loom FOOTHILL BOULEVARD t>A - 10040 FOOTHILL BOULEVARD ----- RANCHO CUCAMONGA, CA 91730 (909) 980-2087 - FAX (904) 989-8106 - . - _SHOP_- . _ .. WMNm er — ; u!- RANCHO CUCAMONGA. CA 91730 (904) 984.2087 FAX (909) 989-8106 .THE _-SHOP _ pES040 BY TREAD DE5/6N 57EEL TREAD DE5/6N 5TEEL A. GENERAL PRO✓/5/ON5 B. ELEMENTS (NORTH AMER/GAN SPEC/F/GAT/ON FOR THE DE5/GN OF B II (o)(3J rv/t mAx. = 60 FOR UN5T/FFENE0 ELEMENT GOLD -FORMED 5TEEL 5TRL1C TURAL MEMBER5, 2001 -,0/ 770,Y) 30 IM/LL Gl vE NOT/GEABLE DEFORMA TION A.1.1 A.5D. APPENDIX A FOR Il. -5.A. AT FULL DE5/6N 5TREN6TH R7 = NOM/NAL 5TRENGTH = 5TREN6TH RE5157ANCE B/2 MAX. /NEB/DEPTH/RAT/O TH/GKNE55 h/t PER GHAP7'ER5 B TO G # APPENDIX A. A.5.D. = ALLOWABLE 5TREN6TH = RW D = h/t MAX. 200 Rn = FORGE OR MOMENT D = 2.00 FOR MEMBER5 32.1 N/A (Pn) (Mn) .(l = 2.50 FOR CONNEC T/0N5 . 321 WA NOM/NAL LOA05 = CODE LOAD5 A.5.C.E. 7 ETC.) 323 WA A3 LOA05 Q COMB/NAT/ON5 PER CODE (G.B.G. /.B -G) B24 WA A4.0 A.517 B3./ WA R ` ra 332 UN5T/FFENED ELEMENT W/ STRESS GRAD/ENT •— srtov+sn+aa rn (o.) 5TRENGTH Rn/ (l = ALLOWABLE VE -516N STRENGTH b = PER 62. Mo.) W/ f = fe PER 54-2 s k = 0.43 A5 WA L.R.F.D. - A6 L.5. WA A 72 GOLD FORM INCREASE IGNORE IGON5ER✓A T/ VE) WOOD F---tgW,' 'IW. a181Ecr SP/RAL sl rw. 4/ DAF— WOOD FOgIOlelIO Inc. aBEcr SP/RAL rw. 42 OF_ 5rA IRNA Y BS -82 5TA/RNW Y 95-02 mbx . JOB no. M1,24 yip, Jos "a DATE _ „ THE IRON FOR THE IRON 100400040 FOOTHILL BOULEVARD 1 FOOTHILL ®ou vAa ontE RANCHO CUCAMONGA. CA 91730 (904) 989-2087 - FAX (904) 9898106 p er —r• . w RANCHO CUCAMONGA. CA 91730 (909) 9$¢2087 - FAX (904) 98"106 oFsraeo BY —= . W. SHOP 5HOP TREAD DE5/6N //6"STEEL TREAD DE5/6N //6" STEEL B. ELEMENTS (GONE) 83.2 /B2./ /o) (CONE) 032 (CONT) C3.1-2./ I ( PERPEND/G!/LAR I 6 / a f = FG TO SYMMETRICAL d b = w WHEN A t 0.673 WHERE FG /5 AX/5 b = RHO " WHEN d > 0.673 f = Al PER F/6. 54-2 DETERMINED i BY Fe .2.75:5P A _ CONSERVATIVELY Fa. f9 = fc 3.000" I 7r 2 E SYMMETR/GAL AX/5 --j Fr. = K /2(/ - 2) (t/ ") "2 fg (' G5 A O'ex (a) Fe = C>F 5,- LJ + Gs J 2 , /^0 2(PVQex) fc "2 (24561 = 0.43 (0 2 J .!25/3.666) 12(4 /2/i - 0.04) Gs = -/ K = 0.43 'A = 13/7 50./N. Frr = 1-2 934 '/-x = /.30 ,U 2 = (0.30)-2 Pax = f7T? EJ/t((KxLx//ix)"2J —a> vcstw o vuU. f(3./4) 2017E6)MK2 / x 42)//.30)21 = 62,//6 2 G>F=0.60.6-0.4(O/Ma)=0.6 (a) PROCEDURE / U f = Fy = 36,000 P.S. /. (h -/'o = r ? + r -y 2 , Xo 2 (27) PROCEDURE // N/A ; W _ /1.30/ 2 0 (/.30) 2 + (3.226) 2 = 3.7/ SEE PREV/O415 SHEETS FOR VARlcv,5 GR055 5EG TION PR0PERT/E5. WOOD EOglO!lRIO& IOC.sLlarEa _SP/RAL s+TErw. _43 of _ WOOD Inc. waaEcr_SP/RAL s EET.O. `{` OF --- ""4 STA/R{ YA i' 65-62 —9 m2W. _STAIRWAY 65-62 •,DA„o. _ - roe w. — ca,.a4eb.l.d4a n 10040 FOOTHILL BOULEVARD DATE-3-16_06.. 10040 FOOTF9LL BOULEVARD DATE FOR Ti4E IRON THE IRON RANCHO CUCAMONGA. CA 91730 (909)989-2D07 - FAX(909)90"106 --------_ _ .. 5%'4gP _ OES.G.M 91 —`_.. W _ RANCHO CUCAMONGA. CA 91730 (904) 989.2087 - FAX (909) 989-8106 Fon -- Jr'% G'P_ _ OEMIJED er TREAD DE5/6N //6 " 5 TEFL TREAD DE5/6N //6 " STEEL 83.2 / B2. / (o) (CONT.) 331 / 192 / (a) (CONT.) C3/2/ (CONT) / 7l 2f Cm Pt = A ro 2 r /Kt L02 Fe =50,143 t 2 76(36,000) G = 1I3E6 0.56/36,0010) Kt = 2 / F-- FG = (/O/9)F f/ - ((lOF Lt = 42 L r-o•pAN = (/0/9)(36,000)fly /('/0 x 36KS.I.M(36 x 50./4 K5/.1W = 40,000/1 - 0201 / (3./4)?(2456)3.464 rl/3E6(0.00666) = 40,000(0.60) _ Pt /3/7(3.7/)2 (2.1 x 42) 2 ] Fc = 32,030 Ir 36,000 (FY -)L / r 44656 rove + d f = 32,030 P.S./. 46.12 1775/6 7774 = 0.0559(77,5/6 426,0371 Fe = -1(/.3/7)(6?/16)I/1o.6(0.9/)] x [3.566 ,(-/J (3.566)2 + (3. 70-201-30616-2,114) _ -/44,624 L 3.566 - ja7/6 + /3.76(0. /62) ] _-/4g624f3.566 - 3.40/1 Fe = 50,/43 WOOD Baghaeelin& Inc. SPIRAL SIMN0. '45 OF_ WOOD EIne. ss.Ecr 5P/R4L SWND. `f6 OF_ 5kcs.0., ',F STA/RPVA)'105-102 w. ++..m 5TAIRAYA7' 85-102 m wte 3-/8-08 3-/6-+010 wa THE IRON FOR THE /RON room FOOTHILLseou vARo 10040 FOOTHILL BOULEVARD a*F RANCHO CUCAMONGA. CA 91730 (900) 989.4087 - FAX (904) 989.6106 OEyGAW gy W RANCHO CUCAMONGA, CA 91730 (904) 989-2067 • FAX (904) 989-8106 OFSGIED 8r W. SHOP 5HOP TREAD DE5/6N //10" 5TEEL TREAD DE5/61V //6" 5TEEL. 103.2 / 52. / (a) (CONT,) 103.2 / 102./ (o) (CONT-) W/t = 3.666/0./25 AFTER 32./ /o) (GONTJ = 2q.5 < 30 .: NO NOT/GEABLE DEFORMATION. e 60 MAX.0./59" EFFECT/VE 5EGT/ON PROPER (ry-AX/5) kf_G.G. f = Fc = 32,030 'I' i v = 157r' R =000" ELEMENT L X Lx Lx? _0.3qf r = 0.25" O 2.02 /.0/ 2.04 2.06 0.666 O.149r 3 I _ 29,200 = 0.0023 ' S I 2 1.02 /.O/ 220. .04 .06 666 42934 2.332" h O 0.39 2./73 0.65 1.64 0.0023 _ /57,> 0.673 .: b = RHOOV 2.02" 0 O4 0.39 2/73 0.65 /.104 0.0023 RHO = (/ - (0.221.1)1/. 0.3/?" 2375 2170 5.39 1214 0.0004 720 ---- //.l7 20.04 /377 = 0.546 = (2.0)-5112 O3 d O4 G.G. /Ol" "'4 = 0.666 /N. b = 0.5410/ V ty = 0.5410(3.6106) I Lx = 11.17 = 1.55 = 2.02 0.78" 155" 2 X L 720 h X a 4- AFTER 102.1 (a) /y = [f ly « X Lx 2 - X -.2-YL] t b = 2.02 6 5 227" = (1377 « 20.04 - (/.55) 2(7.20,,VO.L25 FIND 5e = EFFEGT/VE=3 (21.42 - /7.30)10. /25 SEG T/ON MODULUS rI _ [4•/.Z/O 125 = 0.5/5 UN5T/FFENED LEG /N GOMPRE55/0N AE C, AX/5 4.0/7" SUMMARY. EFFEGT/VE 5EGT/ON MCOZILU5 y-yAX/5 4.062" 0.0023 30TTOM.- 5b = 0.5/51155 = 0.33 /N. 3 (GOMPRE55/0N LEG) 4147" v = 1.57r= 0.39 t = 0.125" TOP. 5r = 0.5/5/0.710 = 0.66 /N. 3 (TEN5/0N) WOOD Fatglnewbs& hw- slertcT_SP/RAL s„Er„o. 47.(w - WOOD Lne. mzEa.SP/RAL _ s1,o. 46 of 5iA/RkYAY 105-102 rrss 5rA/R^4)l 65-62 xa 3-/10-010 FM THE /RON- THE_/RON IOWFoo BOULEVARD DAM 10040 a RANCHO CUCAMONGA. CA 91730 (904) 989-2087 - FAX (909) 989-8106SHOP DEM ED gy -T' _ . W . RANCHO CUCAMONGA, CA 91730 (904) 9892087 - FAX (909) 969-6106 - -- SHOP. - .. OES,,wln W. TREAD 0E5/6N //0 " STEEL TREAD DE5/6N 116 " STEEL PER C3./.1 d G3.1.2 CHECK HANORA/L TO 0/5TR/EUTE 3000 G.L. (CONT) CHECK / l/2" O.D. x //6" PYALL ALUM/NUM OR BRA55 (CONT.) SMALLEST OF / = 0.04g0107((d ^4) - (d, "4)) Mn = 5s Fy = 0.66(36,000) = 23,760""' 5e = 5t = 0.66 OR Fy = 36,000 = 0.049067((/5'4) - (/-25"4)) Mn = Sc Fc = 0.33(32,030) = /0-570"0 5e = Sb = 0.33 = 0.. L2q /N, "4 Fc = 32,030 MALLcvv = Mn/.%lb = /0,570/167 = 6,3?q"0.1 6,304 loo- 6'-0-D/Ah( ALUM/NUM 3003-H/4 (MCIRGUMFERENT/AL NELOS) Ftv = ?0.0 K, 5.4 Fty = /7.0 K.5.1 Fcy = /6.0 K.5./. 6,075"0 400 7'-0 - ItA000ly-AXIS = 6,3290 A.S.D. sr/r, 1+ Fsv = L? / _ IO.OE6 CHECK DEFLECT/ON T NE 5/ON _ /50(405/ 3/3(?9E6)O.5/5 210 //2" M/N. / l/2 ' Fbt = 1./7 Fty/ny = 1/7(/7)/165 = 1205 OR = 0.222" < 2L/360 = 0.233 0. K. MAX. Fbt = 124 Ftv/Kt nv =/.24(20)//,0(195) = 12.72 d Aaa = 42" = 0.076" < 21/360 = O./6" OK G5/ON Rb/t b/t = 0.7,510.125 = 6.0 <.20 ;v CHECK HANDRA/L TO D/STR/BUTS 2?" MAX. cov 3000 GONG. LOAD FOR TORS/ON Fc = 1/7 Fc /n - 1/7(16)1165 = 1134 K.5./. OR /0.0 y y - REDLC T/ON ON TREAD w = (3000/2)/?1" = 7./a/" I j K.5.1. !N/O Hm4zw = 0./72 x /O.O HEL05 = l- 7201k OR /, 720V > /,566 "0 M = 7.1(21) 2/2 = 1,566'+ I 1 C4V,6CleV. CON/. IMAVRA/L j 1 pozowce F/X/7Y (-0v Pau -101.6 ® 3OO a GHEGK / //2" O.D. x l/6" `YALE w a ALUM/NUM OR BRA55 5= 00g6/7.-((d"4) - (d,"4))/d f f f = 0.096/7511`5"4) - 61.25^4V115 f f f = 0172 IN 3 WOOD End -.us& IS& SP/RAL amra. 49 OF WOOD RagineerIng, Im. asacr SP/RAL sMrw. 00F_ 5TA/RN(AY 85-82 Bw■+ v 5TAIRA" Y 85 8? nsxe,.m .loew. risare+ar .loew. _ 3 -/8 -OB _ _ 3 THE IRON Fon THE IRON 10040 FOOTHILL BOULEVARDFon °A1E 10080 FOOTHILLBOULEVARD DATE RANCHO CUCAMONCA, CA 91730 (909) 9894087 • FAX (909)989.6106 DESIGN 6y RANCHO C)CAMONGA, CA 91730 1909) 9894087 - FAX (904) 989 106 DESIGNED 6Y SHOP 5HOP TREAD DE5/6N /18" STEEL TREAD DES/6N //8" STEEL CHECK HANDRAIL TO 0/57R/BUTE 300+ G.L. (CONT) CHECK HANORA/L TO D/5TR/BUTE 300+ G.L. (GONTJ GHEGK / 112"0.0. x /18" WALL ALUM/NUM OR BRA55 (GONTJ CHECK / //4" 0. 0. x //B" NALL 5 = 0.017.01751"(1-225^4) - (/.0"'4)) = 0./41 BRA55 543-94 5727 HS3 Ftv = 40.0 65.1. Fty = 18.0 K.5./. E = 15.OE6 / = 0.049087((/.25 4) - (/O"4)) = 0.072 /N. "4 BRA55 VALUE5 EXCEED ALUM/NUM O.K. A¢aHANICS OF MAMMALS. ALUM/NUM 606/-T6 GHEGK DEFLECT/ON _4PWw1LrY4 Saa5 Ftv = 42.0 K.5./. Fty = 35.0 K.5.1 Fay = 35.0 K.5/. PA6 E 555 A = 7./(2/) 4J/jB(/O.OE6)O./?9J Feu = 27.0 / = lO.OE6 = 0-/33" TEN5/ON COMPARED TO TREAD DEFLECT/ON Fbt =/./7(35-0)//65 = 24.82 7'-0"m FAG TOR = 0-222/0./33 = /.67 SAY /00,56 OR 5'-0"d FAG TOR = 0.078/0./33 = 0.59 5A Y' 59,56 Fbt = 1-24,14-2 OW 0(/.95) = 26.7/ GONGL415/0N.• GOMPRE55/0N CON5/DER 59fi OF TREAD IDEAL 12W DIET LCC WN Rb/t = 0.65/0.!25 = 5-2 r ZO `W"O 5XaPW " L' TORS/ONAL MOMENT /5 A Faarraw X.3000 b Fe =//7(35.0)//-65 = 24.82 K.S./ 60V. RE515TED BY HANDRA/L. PYCU0 raANSFER W Mecca.. = 0.142 x 24.82 = 3.52k > /,575 AX/AL LOAD /N HANDRAIL 4 015rR16V7E0 77#Z2J6H6vr 77C 5rAIRA4r CHECK DEFLECT/ON A = )7.1(21) 4J/j8(IO.OE610.072J = 0240" I 42 COMPARED TO TREAD DEFLEG TION --------- 7=0"m FAG TOR = 0.222/0.240 = 0.93 5AY 9336 5'-O"d FACTOR = 0.078/0.240 = 0.33 5AY 333 - 60V. GONGLUS/ON.• 300+ CON5/DER 333ii OF TREAD TORSIONAL MOMENT /5 RE5/5TED BY HANDRAIL. - (GON5ERVAT/VE FOR 7'-0" D/AMJ WOOD Eegineeltug, Inc. asrEcr _SPIRAL_ SHEET NO. _OF WOODEOG*wering Ine- a>Uccr_SP/RAL_.__. F - s rw. 52 OF- o _.._STA/RNAY -5 8 6 5-82 v 85-82 n.rc+v. "I D.._ NO... ° °r ---------- -- FM THIRON Fm IRON 10040 FOOTHILL BOULEVARDE DATE .-08 10040 BOULEVARDTHE 0IT' RANCHO CUCAMONGA. CA 91730 (909)989-2087 - FAX(909)989-8106 - .. ^ . _ - --- - 5%/OP DESIGNED Ery - RANCHO CUCAMONGA, CA 91730 <90 9bo-?Da7 - FAX (909) 9a -8106 _Y. _ .._ $f_/q_P . _ ._ oeslcaFo er TREAD DE5/6N I/8 " 5 rEEL TREAD DE5/6N l/8 " 5 MEL CHECK HANDRAIL TO 0/57R/BUTE 3000 G.L. (GONTJ CHECK HANOR4/L TO 0/5TR/BUTE 3000 G.L. (CONT) CHECK / 3/4" x 2" 50L 10 OAK 5 / 75V:2) -216 = //7 /N. 3 CHECK / 114" O.D. x 114" HALL 5 = 0.098/75((/25 4) - (0.75 4)) = 0.209 /N. 3 75(2) 3111 = 1.17 /N. "4 l = 0.049087((/25"4) - (0.75"4)) = 0.106 /N. 4 RED OAK OR MIXED OAK OR WHITE OAK 5EL. 5TR. BRA55 843-94 STD. H-50 Fb = 1,150,y /5 = /, 715 P.5-1. Ftv = 40.0 65.1 Fty = 18.0 65.1. E = /5.OE6 BY COMPARI-SON U5E FOR/ VLA5 SAME A5 ALUM/NUM. E = //E6 MAuc = //7 x 1, 725 = 2,0/B k , 1,575"+r h Fbt = /./7(/8.0)//65 = 2106 -60V- CHECK OEFLECT/ON OR d = (7./(2/)-406(l./E6)ll71 = 0./34" / 3/4" Fbt = /24(40.0)//-95 = 25.43 COMPARED TO TREAD DEFLEG T/ON 5EG T/ON 51M/LAR TO ALUM/MJM, CON5/DER Fay = Fty 7'-0' m FAG TOR = 022210.134 = /65 5A r' /00,96 5'-0" m FAG TOR = 0.078/0./34 = 0.5B2 5A */' 50.56 M,eea.. = 0.209 x ?/O6 = 4.40 k 1575"+a GONGLU5/ON.• CHECK DEFLECT/ON C rIO/SOE6J0./06I GON5/DER 58% OF TREAD TOR5/ONAL MOMENT /5 A = 7.75FL = 0./09" - RE5/5TED BY HANDRA/L. (GONSERVAT/VE FOR COMPARED TO TREAD DEFLECT/ON 7'-O',P FAG TOR = 0222/0./09 = 2.0 5A)' /00j?; 5'-0"0 FAG TOR = 0.078/0./09 = 0.72 5A r' 72,$ 950NGLU5/ON.• GON5/DER 7236 OF TREAD TORSIONAL MOMENT /5 RE5/5TED BY HANDRAIL. (G01V5ERVAT/VE FOR 7'-0"d) WOOD Inc. aua1ER SP/RAL sNEETNO.53 0E- WOOD F.oriag, Inc. sua¢tY 5P/RAL s1 TN0. 54 0F_ STA/RWAY BS -62 day STA/RiNAY nao QUE 3-/8-08 JoeNo. 405-a2 3-/8-06 Tf/E /ROH 10040 FOOTHILL taoao Foos eou iFvnao Fox THE IRON o >f RAnlcflo c toNCA. CA 91730 (904) 989-2087 - FAX (909) 9848106 DESIGNED BY . W . RANCHO a1CJUAOMGA. CA 91730 OEM 9842087 " FAX (909) 489-8106 DESIGNED BY W. SHOP SHOP TREAD DE5/6N //6" 5TEEL TREAD DE5/6N //6" 5TEEL CHECK HANDRAIL TO 0/5 TR/BUTE 300+ G.L. (CONT,) GHEGK TOR5/0N W/ 3000 G.L. 6=6"D/AM. Mz SUMMARY. (NOT GR/T/GAL W/ UN/FORM LOAD) FOR: HANDRA/LS 6'-6" D/AM. GR/T. PT A / //-1" O.D. x //6"W4LL, 3003-H/4 ALUM/NUM OR Mx = 5,6?5 + (5HT. ?9) 2.375' 843-44 STD. HS6 BRA56 (5950 VH OR Mz = /500 / 114"00. x /16" WALL, 606/-7-6 ALUM/NUM (33W = 15000.10) VH N.A. --- - OR = 1,515"0 h - I / /14" O.D. x //4" WALL 843-94 5M. H56 BRA55 t'7 -2!,$)O m u " 0.6 7Mz = /,0/5"0 0 / 314 x 2" 5EL. 57R. RED OAK, MIXED OAK, OR WH/TE OAK (. w VH = Mz/0.76 u U5E: HANDRAILS TO RE5/5T 33,$ OF TORSIONAL MOMENT /N TREADS 6A5ED UPON MO5T = /,0/5/0.76 0./25" GR/T/GAL 5'-0" DIAMETER. FOR TREAD DE5/6N, _ 13010 (TOR5/0NAL 5HEAR) 3.00" USE 6 7,$ OF TOR510NAL MOMENT FOR DE5/6N. CON5ERVA T/VE FOR D/AMETER5 LARGER THAN 5'-0 Vv = 3000/2 = 150+ (VERT/GAL SHEAR, 5HT. 29) 5EG 7 -ION (AT COL.) = 0.375 50. /N. OR AH = 2 x 6). 70 x 0125 = O.195 -60V. 0 = /0./0 Av =.2 x 4",y O.L25 _ /00 5EG TION (AT BALLU5TER) WOOD Inc. suslEcr SP/R.4L WET No. 55 of - _ _ WOOD F.O n& Inc. su&ma . SP/RAL sir No. ` of STAIRWAY & 5TA/RWA4 Y 65-62 im w. -65-62 - pox No. _ cri. +dreamsos+s9Q.+in 3-/6-06 °"'F mm ee. .,ede,ra. Fox THE IRON. Fox THE IRON FOOTHILL -- - -... 10040 F001MLL BOUEEVARO o 1E RANCHO A, CA 91730 (909) 989-2087 FAX (909) 969-8106 SHOP - _ _ _ .. _. ._ -_ DESIGNED xY -` . W _ RANCHO C`A• CA 91730 (9'04) 9842087 - FAX (904) 989-8106 - ... . _ .- 7H P.. DESIGNEE) BY W. TREAD DE5/6N 116" 5TEEL TREAD DE5/6N 3116,15 rM- 0/AM. 7'-0" VIA M. 03.3 COMBINED SHEAR ANO 5END/N6 CHECK 7'OR5/ON At/ 3000 G.L. \ C b/o) / ?, C (l Vn 1 ? t % V(H Hf 1 ? _ I.O J ` J J -O D/AM. GR/TUN/FORM LOAD) Mz Mx = 6,075"0 PT. A'IVIH Mz = /500 - M = Mx = 5,625"0 = /SO(1o.66) H N.A. Mnxo = /0,570"0 = 1,632"0 .(l v = /60 0.67Mz = 0.67(/,632,) _ /,093 "0 0 (`i AG 771AL 0 Vv = 3000/2 = 1500 Vn = APYFV h4 = 4.0/0.125 = 32 I 0125 = (/0)2/,6000 VH = MZ/0.76 = 2/,6000 EKy/Fy = ?9E6(5.34J/36000 = 1,093/0.76 VH = 1,30/0 = 65.6 > 32 = /,4o/0 (TORS/oNAL SHEAR)SECT/ON VnH = (O. /95)(?1,600) : Fv = 0.60Fy I (A T GoL,) = 4,2/20 = ?/600 Vv = 3000/2 = /500 (VERT/GAL SHEAR, 5HT. 29) /67 x 5,625 ? 1.60 x 150 /.60x /,30/ 2 AH = 3.0 x 0.166/0,570 -1/,60!0 )2' ( 4,21? ) t O = 0.564 50. lN. OR (o.elV 2 * 0.010^2 - (10.41V^2 AH = 2 x 0.76 x 0./66 0.79 r 0.00 + 0.24 = /.03 - /.00 3,56 OVER O.K. TOR510NAL = 0-193 -- 60V. MOMENT W/6'-6 " D/AM. Av = 2.y 4'x 0./66 0 ab, WOULD BE LE55. = 1-50 5EG 7-10N V55- G3 x 4 x //6" MIN. TREAD 5EG77/0N (AT BALLU5TER) FOR 6'-6" MAX. D/AM. W/TH 40 P.S.F. L.L. $ 3000 G.L. WOOD SOS+ Im. r SP/RAL sorra. 57 a_ WOOD EOg nemb- LfC. SP/RAL ANO S8 _ s>rore1 *.hv 5rA/RNA7'85-82 5rA/RNAY 85-82 _ ,raie ar immo. 3 -/8 -OB _ nr,pr5„yN ,oBwo „ THE /ROH 10040 FOOTHILL BOULEVARD DATE 1 FOOTHILL. eoutFvn Ro „ THE /ROH a (909) 989-2087RANCHO 7-- FAX sov) 969-s106 DESIGNED BY — . w t9 20ev89- 7RANCHO FAX voa) 989 e106 DESIGNED er—W. SAVE SHOP TREAD DE5/6N 3//6" STEEL TREAD DE5/6N //8" STEEL MIN. 7 =0" D/AM. G3.3 COMB/NEO SHEAR AND BEND/N6 GK. CONNECT/ON ® COLUMN 2 ( dl v(VvJ (dlv(VHJi + )2, /•0 BY /NSPEG r/ON, 415E COMPLETE O / \ Vn \ /nti l / JOIN T' PENEMA r/ON WELD TO [l b = /.67 OEVELOPE 5TREN6 rH OF MEMBER, m naicK sSAO.40577$Nr/LAWRV.EFFEGAve 41 M = Mx = 6,075'0 SSC 710' PlIaiP W LARGER/ 4L5E. WELD PER DETAIL Yl%E70XX. h /5,855"a ,(l v = /.60 EFFEG r/ VE SEG T/ON Vv = 300#/2 = /50# 1 Vn = AwFv Mt = 4.0/0.!25 = 3? CHECK TREAD ® CONCENTR4 TED LOAD _ (/.50)2/,6000 = 3-2,400# EK /F - ?9E6(5.34)/36,000 y y - EDGE S r/FFENER " VH = /,40/0 = 65.6 3? FOR 5'-6 D/AM. 6" 8 GREATER VnH = (0193)(2/,600) Fv = 0.60Fy /6 1.67 x 6,0752 /60 x /50 ? /.60 x 1,40/ ? ( ) ( ) ( ) 3000 CoNc { /O 15,855 32,400 6,329 I LOAD m (0.64) 2 r 4000W2 + 035)-2 ;-2",Y.2" (0.40*O.00o0.13=0.54,r/.O # ON USE: G3 x 4 x 3/l6" M/N. 7R AD SEG T/ON50 FOR 7'-0"MAX. O/AM. W/rH O. 1W 12„ 40 P.5.F. L.L. J 3000 G.L. TREAD PLAN 5'-O" D/AM. rO 7'-0" O/AM. WOOD EOgiaeeriag, InC. SISJWT _SP/R.4L_ s rra... s` of WOOD F.t neet -K, IOC. suwK* 5FIRALs.Eu o...b0-oF— ,, ,p 5rA/R*VAY 85-6.2 STA/RW.4Y 85-82 .tee No. imNo._ ._ ..-. - --- DATE 3-18,-08 __ _ _ ... - - - wre „ IRON „ THE_/ROH OOT MONB BOULEVARD . -fl oNGn ARD RANCHO (9M 989-2087 - FAX(9091)98"106 .THE - --•• .-' -.SHOP_ _. _. DESIGNED By :_ : W RANCHO40FO-On (9M 989-2087 - FAX (909) 9848106 SHOP... .__ DESIG0Ep By TREAD OE5/6N //8 " 5 rEEL MIN. TREAD DE5/6N Ile" d 3/16 " 5 rEEL 300# CHECK TREAD AT GONG. LOAD 6A5E / TREAD SUMMAR>'. 40 P.S.F. OR 300# C. L. AV6. /7.= 890"# I I M = PL/6 = 500( ti PARTIAL Pixar T /7.B" , 2'-b"MIN. RED. CONS/DER 2 -NAY AG TION W L2' EFFEG T/VE N/DTH GA5E / ® 3'-6 " MAX. RED. Z GLIMSER V. PP'e 6- r TO r -O' Ol w. 5 = 12(012-5)^216 = 0.031-7 TREAD / = L 01-251 3/L? = 0.00/953 O MA = 0.0313(0.75 x 36 K.i) = 843 "# 0 890 "# 2—K I + d = [(300/2)(/7.81 3I/[/92/29E6J0.00/953I = 0.078 1/16 "Nor cR/r/GAL _ ' J CHECK 300# G.L. AT END OF TREAD CASE 2 L = ?i" MAX. m //8 " 5 rEEL PLA rE UP rO P =3000 I 3'-3" RED/U5 (6'-6'; D/AMJ nl M = 300(2/)/4 = /-57-5"0 300# 0 3/l6 "STEEL PLATE L` TREAO rO 3'-6 " RAD/U5 (7 =0" D/AM.) CK. L?" x ?",y //B" (GONSERVJ ;p r0 COLUMN Fb = 22000 P.S./,h h GJP 5 = O./3/ MA = 01-91 x ?2,0!:10® TREAD = 2,882"# > 1,575"0 2 V h J= [300t 2/J 3I /9?(29EbJ0./90I GA5E 2 — — — — — — — — — = 0.003 Ivor cRir1cAL (0TE. OALLL15MR5 HILL AL -50 TRANSFER 3000 LOAD TO HANDRAIL AND L71SMlBUTE rO 5/DE OF TREAD. •COLUMN l/8 ?" L/P MAYBE 415E. 1/8 " PLATE M/N. FOR 7'-0" D/AM. MAX. OM/ rTEO A r W- rO 7'-0' D/AM. REOVIRES 3/16' 2'-6" RED/U5 FOR 5TREN6 rH A r COLUMN) WOOD IOC. Sts ECT 5PIRAL SNFETND. 6/ a_ WOOD . asu r SP/RAL SND 62 OF - AV mx&..w 4 .5 65-62 a''M STAR "71 85-82 ioeND. No. 3-/6-06 AS -0 - "ma mR THE IRON THE IRON 1 COW FOOTHU BOULEVARD aTF I OM FFoos THLL Sou iFv aI RANC>40 ami FC SCA 91730 cvo OEWNED BY =. W RANCHO CLICA ONGA. ao 91730w„ 0909) 989.2087 - FAX (904) 984.8106 DESrAm BY -T' . (IV. SHOP 5MOP TREAD DE5/6N 3/16 " ALUM/NUM TREAD DE5/6N 3//6 " ALUM/NUM 55C 710N PROPERT/E5 R = 0.375 5EG7/0N PROPERT/E5 (CONT.J `052-H32 Y R /x = 3.253 W. "4 p 5xt = 3153//.564 -X = 2.06 /N. 3 Sxc = 3153/2.436 h m = 1.34 /N. 3 ly = 3./64 /N. 4 t=0./95 i 11.555 Sy = 3.164//.5 1.555 I = 2.// IN. 3 3.I/0 ALLOWABLE STRESSES (WELD AFFECTED AREA,) I 5EG TION (O./86J b/t = 3.625/0.166 //2"= /" = 19.3.)14 < 39 ---------------------- RE6/0N5 ---------------------- Fe = 9.7 - 0./66(b/t,) Area. 1.952 = 9. 7 - 0.166(19.3,) Perimeter: 2/.142 = 6.50 K.5.1. Bounding box: X.• -1.500 Y.- 2.436 -- 1.564 M.1 Centroid. X. 0.000 )' 0.000 = 8, 7/0 "0 Moments of inertia: X. 3-253 Y. 3./64 Product of inertia: XY.• 0.000 Radii of gyration: X. /29/ 'K /.273 Princ/pa/ moments and X -Y directions about centroid.- 1: 3.164 along (0.000 40001 -1-3. along (/000 0.0001 WOOD IOC. aa,Ea SP/RAL sNEerNO. . 63_°F _ WOOD IOC. wacr_SP/RAL sNrNo.. b`j_oF__ 6 9nwrr _-- STA/RWiIY 85-62 -n --STA/R{YAY W.9 A* oew. - mW JoeNo. euFOOTHILL 3_ /6 THE IRON `a' IRON Win. D- _06_. F<)oTHn.L BOULEVARD DATE RANCHO C CA91730F«+ (909) 989-2087 - FAX (909) 989-8106 .. SHOP .- DEWAM BY - 1.3 „ RAraCHO C A. CAA 91730 (909)9W2087 - FAX(909)9W8106 --THE •_-.-- -• $HOP .v. DFyCNED BY TREAD OE5/6N 3/16 " ALUM/NUM TREAD DE5/6N 3//6 " ALUM/NUM CHECK DEFLECT/0N 5052-H32 GHEGK TORS/ON P'/3000 G.L. 5052-H32 (NOT GR/T/GAL W/ UN/FORM LOAOJ T-0" 0/AM. d = PL 3/3E/ Mx = 6,075"0 (5HT. 29% PT. A' \ _ lSCX40.5,)"3/3(/O./E6,)3.25 = 0. /0/" = 2L/600 < ?1-/360 Mz = 1500 `/ _ lSCY/0.68J 5'-0" D/AM. = 1,632"+ VH N.A_ d =/50x'26.5% 3/3(lO./E6J325 - = 0.032" 0.07Mz = /,420"0 COMPARED TO HANDRAIL d = 0.240 60V. (5HT. 50) VH = Mz//56 It h FAG TOR 7'-O"DiAM. = 0./0//014 = 0.42 OR 42 OF 3000 /5 = 1, 420/1.56 0/5TR/BUTED TO RE5/ST TOR5/ON. = 4/00 (TOR5/ONAL 5HEAR) 300^ FAG TOR 5'-O" PIAH.. = 0.032/0.24 Vv = 30001-2 5EG T/ON = 0./3 OR /3AF OF 3000 /S = IWO (VERT/GAL SHEAR, 5HT. 241) (AT GOLJ D/5TR/BU72ED TO RE5/5T TOR5/ON. AH = 3.0 x 0.166 1150 0. = 564 WIN. - CmOV. + GONGLUS/ON: CONS/DER /3.FS OF TORS/OVAL MOMENT OR /S RE5ISTED BY HANDRA/L. AH = 2 x /S6 x 0./66 (ONSERvAT/VE FOR 7=0' D/AM,J. G = 0.586 Av=2x4"x0./66 = /50 --AEC LION FOR: HANDRAILS 5HOWN ON 5HT..50 - (AT BALLU5TER5J U5E.• HANDRA/L5 TO RE5/5T 15* OF TOR5/ONAL MOMENT /N iREA05. FOR TREAD DE5/6N W/ 3/16 " ALUMIAW USE 87.* OF TOR5/ONA1- MOMENT FOR TREAD DE5/6N. /GON5ERVAT/VE FOR 7'-0" D/AMJ. WOOD m . suaiEcr 5P/RAL SNee1ND. 65 a_ WOOD Engineering, bw- SP/RAL SI1EEr NO 66 OF_ ° STA/RNfAY 85-62 abse-W 5rAIRNA Y 85-62 iessr6j° ca„ rdreq.ra.rrewn n JOB NO. 3-/8-08 a„N.drea tl.rW&A0wu.W JOB No. 3-16-06 FOR THE IRON EoN THE IRON 10040 FOOTHILL BOULEVARD QATE 10040 F007MLL BOULEVARD DATE ( RANCHO08 0989 7306 pEWIM BY . W ECHO ''A• CA 91730 (909) 989.2087 - FAX (904) 989-8106 DESr.NED BY —T . W. 5%'i0P 5HOP TREAD DE5/6N 3//6 " ALUM/NUM 3A6 " ALUMIAW 4.4 COMBINED SHEAR AND BEND/NG 5052-H32 TREAD DE5/6N 505? -H32 (WELD AFFECTED AREA) 7=0" 01A M. 7'-0" D/AM. GK. CONNECT/ON ® COLUMN f 0? l 0 + (Fb) * GJPIr a Fs - BY /N5PEG T/ON, 05E COMPLETE OR JO/NT PENETRAT/ON {'VELD TO DEVELOPE 57REN6 rH OF MEMBER. + ( + ( 4 (— (SEG T/ON 5.2.2.2) MA V VA VHA / / / USE. WELD PER OETA/L N/ f 5356 NELO FILLER FOR MA = B, 7/40 "# 5052 TO 5052 OR 5052 TO 606/-T6. Vv = 3004/2 = /50# V ✓A = AvFv hA = 4.0/0.168 = 213 < 55 EFFEG r/ VE 5EG TION Fv = 330 K5./. = 4 950# CHECK TREAD ®GONGENTRA rED LOAD EDGE 5T/FFENER VH = 9/O0 FOR 5 =6 " D/AM. VHA = ANF ✓ d GREATER VHA = (0.-554/(3.30) /66/#(6, 0 2 + 4950 1986/ )? l0LOAD(0. 4- O.b 70)2*(0.030)^(0.49J? '(0.49/ ® U5E.• . 0.00 ► 014 = 0.73 1.00 G3 x 4 x 3//6"M/N. 505? -H32 ALUM/NUMTREAD 5EG T/ON FOR 7 =0"MAX. D/AM. N/TH 40 P.5.F. L.L. $ 3000 G.L. TREAD PLAN 5'-0" D/AM. TO 7'-0" D/AM. WOOD Eogbwerin& Ise. sua Ecr. SP/RAL s -Eu -o.. 't T o, - WOOD F.ogloeeeit g Ine. Wag -CT _SP/RAL_ WS MO. _4. OF 5TA/R -V4 r' 85-62 . .r _-5 rA/RNA i' 85-62 wo - E IRON FOR THE IRON FOOTKU. BOOL. V.4 O1 - . '3-16-06_ 10040 FOOTHILL &OULEVARo on1>: _ .• -/6_O,9 RANCHO o 9, 730 (909) 989-2087 - FAX (90M 989-8106 ._._ _ SHOP DESIGNED BY RANCHO CUCAMONGA, CA 91730 (9M 989-2087 - FAX (909) 989-8106 -- .-- _ _ ,SH(%P DESIGNED BY — . W TREAD DE5/6N 3/16 " ALUM/NUM TREAD DE5/GN 3116 " ALUM/NUM CHECK TREAD AT GONG. LOAD GA5E / 5052-H32 7'-0" 0/AM. TREAD 5UMMAR).. 40 P.5.F. OR 3000 G.L. – AV&. M = PL/6 = 300Y17.8J/6 = 610 "# PAmrw. FixiTY 300# 2'-6 "MIN. RAD. DONS/DER 2 -WAY AGT/ON N/ /2" EFF N/DTH + ®= 3'-6"MAX. RAD. Ft Ft = /4.0 K.S.I. Fc = /7.0 K.S.I. 5 = /2(0./86)?/6 = 0.0707 I I TREAD 1 l = /2(0./66)"3/12 = 0.00665 b /76" _ 0 MA = 0.0707(/4.0 as.i) = 1740"a > 690"0 O m V -K. / CASE (1 0166)006651 A = [(30012)76) 30111.20. 0. + = 0.066 -- ///6 "Nor cRi r1cAL CHECK 3000 G.L. A T ENO OF TREAD CA5E -2 JI L = 21 " MAX. 3004 P = 300# I 3116 " ALUM/NUM PLA TE 5052-H32 N/ 5356 WELD 0 FILLER AT NEL05 GK. L2 " x 2" x 3//6" (CON -SER h TREAD b/t = 21(3//6) = /0.7 > 6.0 D TO COLUMN /5.0 2" h GJP Fc = /7.3 - 0.0574(/0.7) = /1,/58 ® Fb = HOW 9-.5. I. GA5E ? TREAD 5 MA = 0.166x//,/56 --------- _ ?,075"a > /,575 a d = 30G1'?l)"3Lj/g2(/O.1E6)0.2661 = 0.005 NorcRinGAL COLUMN 1/6 NOTE.• 5ALLV5 MRS WILL AL50'7RAN5FER 3000 LOAD 2" L /P MAY BE rO HANORA/L AND D/5 TR/BUTS TO 540E OF TREAD. OMITTED A T 2'-6 " RAD1!/5 U5E.• 31/6 " ALUMMIM PLA rE, 5052-H32 FOR 7'-0" D/AM. MAX. WOOD Fneering, Inc. tn..rrcw a ,.rrrr auv aag 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91790 (9097 989-2087 - FAX (904) 989-8706 TREAD 0/16fEN5/ON5 MiN ►'vM 5EE Sr 3" M 4" O.D. PIPE COLLAR G = (Ro 541V (3012) - 0.375, )' _ Ro-24. 325 G Yr L2 Y slaaE(a SP/RAL SHEET NO. 6g OF - 5 rA/RN64 Y roe w. 65-62 Fo11 THE IRON 0^h 3-/6-06 210f 0F51G1 MBY 3/4" SG? TUBE SP/Nl (TYPICAL) A Wm W N Ro 30" /4.70 6./4" 33" 16.33" 6.3/" 36" 17.66" 6.41" 311" 19.43" 6.5" 42" 20.gq" 6.57" 3.25" CHECK FOR Ro = 30" j ♦♦ ST/PEEN ' Y 30 -?+Y N , ♦fir ........ Ju. _ 3.25 /4.76 a.,. .ore rre ra.1 34" i /5 MAX Y = 7.69" M1E b„ 5HOP DESIClNED By ->, W. b _ 315 1 ♦ 400 L.L. ♦♦ el 7.64 r /2 7.69 6'-6" b = 6.117" * -F WOOD Englneesing, tne. sPaeAL_ . S.EE, w, .9hm.rE7r..:o _ . e5 -,e2 rft N& -W JOB w. .. ._ 10040 FOOTHILL BOULEVARD FOR IRON 0"TE RANCHO CUCAMONGA. CA 91790 (909) 989-2087 - FAX (909) 989-8106 _rHE _ LAND/NG DE5/6N 7'-O" D/A. 5TA/R /5 GR/ r/GAL llAzl', l '♦ O DEG. j ♦♦ ST/PEEN ' STA/RNAY ♦ / ♦fir ........ Ju. ♦♦♦ a.,. .ore rre ra.1 34" i /5 MAX M1E RANCHO C)CAON43A. CA 91790 M (904) 989-2087 - FAX(909)989-8106 5HOP DESIClNED By ->, W. 1 1 ♦ 400 L.L. ♦♦ el 50.3" k WOOD FAgtneering, 1w. - 5F/RAL sEErw. 70 OF- STA/RNAY X=D/2 l' Y=X1-,&' V5E.- SAME A5 TREAD TO COLUMN. 65-62 a.,. .ore rre ra.1 34" 3 -/6 -OB 10040 FOOTHILL BOULEVARDFOn THE IRON M1E RANCHO C)CAON43A. CA 91790 M (904) 989-2087 - FAX(909)989-8106 5HOP DESIClNED By ->, W. =/R4L 57-A/RHG4Y 61-0" 400 L.L. TREAD CONNECT/ON DE5/6N COLLAR COLUMN TREAD rO COLLAR 0/AM. X=D/2 l' Y=X1-,&' V5E.- SAME A5 TREAD TO COLUMN. L/=4__l(V-2" 51-0" 34" 22.0 15.5" 5EE PREV1005 SHEETS. 5'-6' 34" j1164 /7.0" STEP 61-0" 37" V = 300#BACK GOUGE el 50.3" 6'-6" 40" m5/16 20.0" " D/A. COLLAR 43" 30.4" 2/5" 5ET 5GREW G JP EA. 540E N COLLAR TO COLUMN OF 5TEP ./" _ /0/64" VMAX. = 300# 5ET 5CREN BEAR/N6 AREA DUE TO 5ET 5GREN /- 4 5cR&is A = (7r(0.203)/2 . 7r(O. /56)12,0.0/56 (4) = 0.0352 /N. f v = 30010.035-2 1164- DEPTH = 6,522 P.S.l /4,400 9-.5./. (5MEL SHEAR) < /?000 P..5./. (ALUMINUM SHEAR 606/-r6 COL.) 6 H (2) #12 5.0.5. r5.M.5. TEK5 OR EQUAL (ENG/NEER/MS ,9/AM. = 0.2041 M//V. ROO r 0/AM. = 0.157 MIN. LIA rA FOR A = (0./57 2 7r/4 = O.OM4 ALUM/MIM srRLerUREs VALLOW = 0.0/94 x /0 K.5.1 x 2 = 366# > 3000 PG. 170, /1775) VALLON = (540 x 6" O.G,112) x 2 = 5400 4 PER 74. 300+ - R.R. 3056 TABLE •O V5E- (2) #/2 S.D.5. r.5.M.5., TEK5 OR EQUAL L.A. CITY R.R. 24029 ,f /.G.B.O. R.R. 03056. 5CREH5 /N ALUM/NUM 5HALL BE GOA TED OR PLATED CARBON 5MEL. WHEN EXP05ED TO THE WEATHER, THEY SHALL BE AL15TEN/T/G 5TA/NLE55 5TEEL. 5EE 5.4.1. ALUM/MJM DE5/6N MAN41AL. WOOD Engineering, Inc.. SPIRAL SHEET No. _72_ OF -- .t>+ ,Wavi_;o _ 5TA/RNAY 65-61 rdr N &wW JOB w..... v,.ertea. rva - - - 100M FOOTHILL BOULEVARD Fon THE /ROLA -TE -- RANCHO CUCAMONGA. CA 91730 (909') 989-2087 - FAX (909) 989-8106 _ SHOP - _ p ey '- . w LAND/N6 OE516N /Q g -?2 -OB 5=L a 7'-0" D/A. 5TA/R l5 GRIT/GAL ALUM/NUM h 170 DEGREE BEND //6" 5TEE/- 3/16" ALUM/MIM '7' F-5 P/GAL RIBIFFENER 114" 5TEEL 316" ALUMINUM 60 DEGREE LAND/NG PLAN D/MEN51ON5 TABLE 0/AM. X=D/2 l' Y=X1-,&' X12 L/=4__l(V-2" 51-0" 34" 22.0 15.5" 4/6" 5'-6' 34" 24.0" /7.0" 46.0" 61-0" 37" 26-2" /6.5" 50.3" 6'-6" 40" 26.2" 20.0" 54.6" 7'-O" 43" 30.4" 2/5" 56.6" qO DE6REE LAND/N6 PLAN I REFER TO PREVICV5 SHEET FOR DETA/L5 $ NOTE5 E REFER TO NEXT 5HEEr FOR DETAIL5 s NOrF5 WOOD I L>K'. slalecr SP/RAL sNEE(No. 73 OF_ WOOD EO Qllllgo Inn- suelEO( SP/RAL. s rw 74 OF- st.L,avi-J. 5TA/RAYA 85-6? s>Rnrrev..hv 5TA/RAIAY 85 B2 _ )Amber JOBNO. 3-/6-08 mire.-_ im Ho. FOR ME IRON Fa+ 7NE IRON 10040oo40FOOe 80ULEVARD DATE loamFOOFoOTHILL Aao orle RANCHO CUCAMONGA. CA 91730 (904) 9842087 - FAX (909) 989-8106 OESrAW gy . W . RANCHO CUC AMONGA. CA 91730 C909)989-2087 - FAX(909)989 106 pEqGl,D gym- . W. SHOP 5HOP LAND/N6 DES/GN STEEL s LAND/N6 DES/GN STEEL OR ALUM/NUM ALUM/NUM //6 "STEEL DECK OR 3//6 "ALUM/h9/M = lZ7 //8" 5TEEL DECK OR 3//6 " ALUM/NUM W - 3//4 Lrw,(_ /6" 5 = /?(./25) 2/6 = 0.03 / _ /2(0./25 3//2 = 0.002 M = 50+4(/33)?(/5) = /33"0 _'Wr- 67 //4" x?" RIB CASE0 fb = /33/0.03 = 4,43-3,r 22 K5.1. s> OR /4 K,5./. Munn#+ L 3 56,6" I 0.0099(40/(/33/ -4 /, 726.6 W = (/27/2X4.170) = 3//# _ Ad 217 E6 x 0.0102 = 0.036 r L/360 (.044) O.K. M = 3//(58.6)/6 = 3,047" /# /4, 170% /56 fb = 3.047/(2 x 0.130 _ //,632 eat K.5./. sma OR a //,150 P.S./. Au#,fw*r 0. K. E/ sym _ 2gE6 x 0.002 = 56,000 USE _316"R45 FOR ALUM/ACIM 3//(56,61 3 - O/0" E/ Aumlm#4 = /0./E6 x 0.00665 = 67,165 > 58.000 O.K. 60( gE6J? x.140 " d tu. _ (40/50X0./oJ = 0.06 r LI-160 (0./6) OK. so-e pwrr o cry 1155. Me" STEEL OR 3/l6 ALUM/NUM .2" PLATE TO SPAN /6 " MAX. I I _ _ - - CHECK 3//6 "ALUM/NUM h E/ smm = 2456 x 2 x 0./170 = I/.02E6 LAND/A/6 EDGE CA55 / E/ Aux-omm = /0./56 x 2 x 0.266 = 5.4/56 d Acwuw = 0.0,001.0215.41)= 0./6 = L/360 O.K. L = 44" W = /234 CASE / = 6q-4"O U5E.• 1/4"x 2" 5TEEL RIB OR 3/6' ALUM/NUM RIB A5 SHOWN /N CA56 2 $ LANDW5 PLAN. 0.0/304(/23)(44)"'4 d = 0.025 L/360 (.LZ J 217 E6 (0./170/ `Caw6RV. / Fare C 2'x r x 09' sr/r, 67 LAGS AT (/PPORT fb = 6174/0./3/ = 5,2416 P.5./. <.2-2 K5./. smm OR //,/56 P.5./. Auwivey //2" D/A. x 4" LA6 W/ //8" 5TEEL t H.F. !N = /290 Zl = 130a 05E. //6" STEEL OR 3//6" ALUM/NUM i 1.335(50x+ aLA<ss = /56=//300 = /-2 5A)'_?114"5 rEEL PLA 7E W/ 2" EDGE L/P. I = 67 3/6" ALUMMIM CK, ENT/RE LAND/NG GA5E 2 I P = (35 x.3.5)-1.00 = 6120 P/? = 61-70 = 306+e MLA65 =306011560 = /q6 5AY2 4/+F44" bZxx //2" D/A, x 4" LA65 MIN. USE.• (2) WOOD F.ogiri!lstOg, InC. SUBJECT _ SP/RAL- SHEET NO. - 75_ OF.. WOOD_neerin& Inc. SUBJECT 5P/RAL SKET w. _ 76 OF -- - _5TA/RWA>' 5TAIR4YAY 65-62 nw2wei-- JoBNo. JOBNO. Ct W&Aa.d..W&"W0epi DATE 3 FON 7NE IRON FON TH IRON 10040 FOOTHILL BOtAEVARO - --0 - 10040 Foohllu BOULEVARD 0-TE . - -- RANCHO CUCAMONGA. CA 91790 (904) 9842087 - FAX (909) 989.8106 - -- ------ -- 5!"/ f 7 7 7 7 OESIGHM By = : W _ RANCHO CUCAMONGA, CA 91730 (9017 98¢2087 - FAX (909 9848106 - DESKUUED By- 60LUMN OE516N STEEL COLUMN DE5/6N ALUM/NUM 4$o QE6 o Pr+Ax. Lt. _ ((40220 2)/4)/25.) = 341270 2 i TRY P/PE 3" D/AM. SCHEDULE 40 606/-T6 PNAx. sowims = (317270"2)/2 = /9.630 2P o = 0.4244R OR 0.2/220 A = ?.23 /N, 2 / = 3.02 /N, -4 5=1.721N.-3 r = /./6 RbA = 7.6 M,wx. _ M.630-2t'0.2122,0)= 47/70 3 KL/r = /2x/2/1.16 = /24 P a MX ra= /41.630 2 r //0/40/317270 2 _ 29.4502 TENS/ON /N BEAM TRY P/PE 3" ,0/AM. 5M. A = 206 /N. 2 5 = /63 /N. 3 r = /l7 Fbt = 24.0 K5/ COLUMN GOMPRE55/ON hmAx. _ 1200' K//r = 12.30 Fo = 1767 K.S.I. a D = 7.0' Posw = /.44k fa _ /44/2.06 = 0.6q 5 = 7.6 r 66 Mzo = 4.17(7.0,)-3 = /42k fb=/.42(!2)//63 = /0.45 K. S. Fo = 201-0.126KL/r fb fo /0.45 0.617 20.2-0./26(124.) = 20.2 - 15.6 = 430 K5/ + = + = O45 + 0.07 = 0-52 r 40= Fo 0.66(35)1 67 Fb 0 BYcarWM GPaw+r PW IM W 1/5 3 /'MqR/170 (L 1F/AN P- Fae "IAL COLUMN COMPRE55/ON ELEMENT 5 = 7.6 /.4 CHK LAT. ON COLUMN art T" P . 372+4 r141 w ilyNo = 35 R.L.F. (5H7-. /OJ Fa = 2?./-0.7g4 Re ✓ _ /12/2)35 = 2100 t _ 22./-0.7gq 7.6 = 22./-2.20 = /97,70 KS/ W --wevy = /O.20(-0r)140.)31?-2702 = 365= r GOMPRE55/ON /N BEAM Vcv. = 0.341/W JWo = ()r/7)"2/4JX1Orx1.25 = 46/0 5 = 7.6 < ?q Fa = 25 K5/ m = 0.5914W50#4610M1? _ 26 P,L.F. <35 F.L.F. ✓ _ (/2/?.)?6 = 1600 k NO US/N6 5MEL 5EGT/ON ACTUAL 5TRE55E5 /5 M = 3X/22)/6 = 6_10W Q CONSER✓AT/✓E CVE TO 5MALLER 5EGT/ON fb = 0.630X/2//.63 _ 4.64 K5I PROPERT/E5 OF 5MEL SECTION, COMBINED 2+O+JYV mcfarcxmcAL nawaca6vs 0 •) 10.45+4,64+Q.bg30.65.0.07=0.72r/0 *o=0.611 0.66/35J q.67 3720 Fo = 4.56 K5/ CONNEC ?7O TOP 0 BTM fo/Fo = 0.611/4.58 = 0.15 < 0.15 P -= MIH + ✓ = 442149.75 + 2/00 NIND 3 2100 idFo + fb/Fb .= 0.15 - (/0.45+4.64)/24 '_ /62 . 210 = 372' E.O. _ 16.00 = 0.15 + 0.62 = 0.77 r /0 (5) 1/2" x 4" LA6 2' PEN /N H.F. UNBAL. _ /629 W' = 5x2" x 243x+ x 0. 7 _ /.70/r > 3720 Z'// = 5 x 260'+ 0.7 = 7000 , 372+ DMBLE LA65 ON5ERV ® INTERNED/ATE A H,91A,65 OF 2 S TORY WOOD . suaecr SP/R.4L y 10. 77 OF_ WOOD 5P/RAL 70 -a- IMWeNIp' 5TA/RWA>' XIBN0. 65-82 STA/RH'AY BS-82 a„,,,.aenisrrrs6ev a 10040 FOOTHILL `%-B-OB "yr.A, ca,.,.oveea4Nnrewoa JOB ND. FOR THE IRON oA1E FOB THE IRON BOULEVARD RANCHO CUCAMON(aA. CA 91730 10040 FOOTMu BOULEVARD RANCHO CUCAMONGA, CA 91730 SHOP 5HOP (909) 98x2087 - FAX (909) 989-8706 DESGNED Tom. W . <909) 989-2087 - FAX (9pD) 989-6106 OE4GIED BY . W, COLUMN DE5/6N BEAR/NG PLATE CL a a=5-1.75=325 7" A = 76.541N-12 [ x (/SE• PIPE 3" OIA. 5 5TEEL A53 6R. B OR PIPE 3" D/A. SCHEDULE M = ((3.25 2/2) PIA 7" 40 ALUM/NUM 606/-T6 COLUMN FOR 5TA/R PIA. OF 7-0" MAX. M = 5.26/ PIA "o 3" OIA COL. O.D. = 3 //2" AL T. 5TEEL H55 3500 x0.2/6" OR ALUM/NUM ROUND TUBE3" D/A COL. O.D. = 3 //?" a = 4.949 - /.75 = 3.20" 3.500" O.D. x 0.25" /HALL 606/-T6. M = 1,13.20,)^212) P/A//N. /0" D/A. A = 49 /N. No LARGER PIPE ACTUALLY USED ON PLAN 7=0" O/A. N(//O" D/A. OR 7" SCJ. PLATE M = 5.12 P/A"++ FOR DIAMETERS OVER 5'-6': P = 2,405++ ® /-STORY A = 1r(L7 2//4 = 3.14('10 2)/4 = 78.5 m = ?405/78.5 = 3/ )115/ / 1 = 3/(3.25 2)12 = 164"# FOOT/N6 DE5/6N Pr = &40#10,40^21411-25 CK. //4" PLATE = 49.080 2 5 =/(0.252//6 = 0.0/04 IN 3 =2 4Ogrt MA s>m = 0.0/04(0.75x36,000) = 201"#,> /64 V MA Auer 6cw-r6 = 0.0/04(28,000) = 2471 V > 164 "4 50'1L 5RN6- NET = 1,500 - 150 = 1,350 P5F PLATE CONNECT/ON SCJ FTN6. _ = 133' SAY /6" 50 V = 414+► t 580+ ((U3/B"m RED HEAD STUD ANCHOR, / /-1/2" BRNG 3505 6w I EMBED)) 890 + ((/))3/6 "O RAWL STUD ANCHOR, USE: /-5/8" EMBED 16" -50 x /2" DEEP FOOT/N6 U5E.• 10"171A. OR 7" 507. X //4 " BEAR/N6 PLA rE (A36 5TEEL OR FOR 7'-O" MAX. /-5TORY 5TA/R. 6061-T6 ALUM/AQ/M/ FOR ALL 5TA/R D/A. ANO ONE STORY. 50/L. J 4-.31,9'01A. REO HEAP (TORovE 25 FT.-LB.I OR RAN'L 5TUD ANCHORS (TOR6VE 26 Fr. -LB-) 1-5/B' min. EMBED NO BA5E R D/MENS/ONS SHOWN ABOVE ARE MINII-VM D/MENS/ON. CONF/RM ACTUAL BASE fP D/MENS/ON USEV {N/TH MANUFACTURER OR ON APPROVED PLANS WOOD Inc. sualECT 5P/RAL sNEETNo.. 717 OF -- .- WOOD Fmglneerin& Im- uwEcr SP/RAL smmmo.. BO of-- SO _ 57AIIQW.4>' 85-82 s>tim.rel :v - 5TA/iRWAY 85-6? >sr JWNO... rb "Nu. _ .. -._.- ----- - - - •¢_B-OB 0 1F _ - ------------ Fon _ TH_E IRON „ 7HE IRON 100400040 FOOeBOULEVARo RANCHO CUCAMONGA. CA 91730 _ . 10040 FOOTFNLL BOULEVARD RANCHO C(1CAMONGA. CA 91730 011iE .. _4-6-06 (909) 989-2087 - FAX (909) 989-8106 5HOP -..-- -. _ oE9GNEDer_ _ . W (909)98x2087 - FAX(909)9848106 5HOP oFsr,NEfl Br COLUMN 6'-0" D/A- X 24'-O" H/6H 5P/RAL 57-A/RH'A7' SUPPORT LAND/N6 A T L2,-o,;) 1-57ORY COLUMN DE5/6N 6'-O" O/A. X 24' H'16H (LA TERAL 3rd FLOOR _-1700 DEG. 2-STORY LANG NG' 4" O.D. COLUMN Pmax = 2.S(50 PSFj D2/4 = 98.17 D2 + 3 1/2" O.D. INNER "2 COLUMN Pr»ax BEND/N6 = (98. /7 0 2)/2 = 4908 D 0 LAND/N6 a = 0.4?44 R OR 02!220 h Mmax = 4q 08 (0.2/22)0 3 = 10.4/ D 3 'o rYP. TREAD FOR D = 6'-O" , Mmax = 2249'+ F3nax = 3,594+ i COLLAR 4-5/16' OIA. I 5ET SCREWS 4"00. COLUMN P/PE 3.5" D/A. X - STRONG 5TEEL DETA/L i (fi,M/N. = 35 K5/) + A A = 3.44 /N"2 hMAX = 12'-0" i 5 = 2 q7 IN. 3 K = 10 2nd FLGOR h LAND/ r = /.3/" K//r = (/(12OA2)//.3/ _ //O PIPE 3 //2" Fa = //.30 X-STRONG 57EEL OR fa = 3.53/3.44 = 103 K5/ t 1130 K5/ P/PE 3 //2" fa/Fa = /.03//130 = 0.09 < 0./5 SCHEDULE BO lb = (22X/2)9/2./7 ALUMIACIM 606/- M. = 9.09 K5/ < 0.6(35) = 210 K5/ 4"0.0. FC { Fb = OOq , 9.09 r 4.64 = 0.09 + 0.65 = 0.74 < 10 2/ D/A. X 3120" BEAR/N6 PLATE W/4-5/16 " p/A. SELF DR/LL/N6 Vl0" REDHEADS /at FLOOR 4y5E.- PIPE 35" D/A. X - 5MON& A53 6R4DE B ILI STA/R ELEVA T/ON PAp FG1OT/N6 WOOD IDC. SUMECT 5P/RAL SNEUND. 8/ DF_ WOODEo neeri- Inc. wma 5P/RAL DiEETND, 62 OF- STA/RWAY 85-82 aeua reor..'m 5TA/R{'YAY 65-62 JOB NO. 3 -/6 -OB _ n xss - Joe No. 4-6-06 Fon THE IRON Fon 770E IRON loo4o Foo ll.ULL gowFVAao 10040 FOOITOLL BOLEVARD + (9084989- 8 X989 8100 OE96N® BY -`_. W . RANCHO • CA 91730 (904) 989-2087 - FAX (904) 9848106 DESW.FM eY W. SHOP SHOP COLUMN OE5/6N - 6 =0" D/AM x ,24' H/BH ALUM/NUM BASE PLATE 6' D/A. X 24' H/BH 2-5 TORY TRY P%PE 3 //2- D/AM- 5GHEDY/LE 80 606/-T6 "4 2" = 3" /0" D/A., A= 76.5 /N 2 A = 3.66 /N- 2 / = 6129 IN. 5 = 3.14 IN. 3 r = /-3/ IN. Rb/t = 5.6 M = 413V-212) P/A = 4.5()/AJ KL/r = 11x/?//.3/ _ //O P = 3,534# FIA = 3534/76.5 = 45.0 P5/ TENSION /N BEAM -6EE COL. D -65/6N Fm = 14.0 K5/ M = 4,5(32)/2 = 203V ( 2el "0 (//4" PLA TE, o 7' D/A. /-STORY) 'COLUMN COMPRESS/ON (AL 0. 0. COL. <'-2171 '+/ UM/NUM) 5 = 5-8 < 664" Fo = 10.1-0./16KL/r = 10.1-0-126(//0) = 10-1 - /3.86 = 6.34 KS/ Mcol = 2249# V = 2249'+x/6.75 = 257# V ror = 257 + 2/0 = 46 71+ r /, 70/1+ 5HT- 75 COLUMN COMPRE55/ON ELEMENT C 700+/ 5HT- 75 5 = 5.6 > 1.4 < 8.50# 5HT. 77 t /41 Fo = 12./-0.799 Rt/t = 11-/-0.799 5.6 = 11.1-/.92 = 10.16 KS/ FOOT/N6 5/2E COMPRE55/ON /N BEAM 5 = 5-8 a a9 L = P - 3534 50/L BRNB - /350 - Fc = 15 KS/ NOTE: U5/N6 57EEL 5ECT/ON ACTUAL 5 7R5555 /5 / CON5ERVATIVE DUE TO SMALLER 5ECT/ON 12 - PROPERTIES OF 5TEEL SECT/ON. fo=103 Fo = 6.34 K51 fa/Fo = /03/6.34 = O./b -- O-/5 f7/Fo + Ab/Fb - 0.16 + (9.09+4.647/24 70' =O/b ,0.57=0.73 < /0 l/5E./0" O/A. X 3/8" BEAR/N6 PLATE (A36 5TEEL OR 606/-T6 ALUM/NUM) W/ (4) 3/8" VIA. READ HEAD OR USE: P/PE 3 //1" D/AM. 5GHEDULE BO ALUM/NUM 606/-T6. RAWL 57UD ANCHOR5 AND 20" 50 X !2" DEEP PAD FOOT/N6 AV /Wo P5F 50/L. WOOD EnidDeerlsi& Inc. sAjECT SPIRAL _ sNEErNo., 83 DF ---- WOOD FOglaseer & IOC- suwEa SPIRAL SHEETW.B4 OF .m.cLW&W M5TA/RW,4Y 85-81 s..cnwSpi-. _ __5rA/R^4Y 85-82 7AY N &-W "NO._ _ lE.dl F/.VW' im NO. LVAao 4 -6 -OB THE IRON _._-____-___-._ T7/E IRON -_______.__ -TE 10040 Foon iLL a RANCHO CUCAMONGA. CA 91730 DATE,- _ . 10040 FOOTHILLSOULFVAARO RANCHO CUCAMONGA, CA 91730 (904) 989-21787 - FAX (909) 989-8106 _. _- - _ SHOP . _. DESK.4ED BY-` :'. W_. (909) 989-2087 - FAX (909) 989-8106 -- ...Jr" HOR HANDRAIL HANDRAIL CHECK ALUM/NUM OR BRA55 \ k CHK RAIL TO 0/5TiR/BUTE h Q CHECK ALUM/NUM OR BRA55 200 0 TO 4 BALLU57FR5 ALLOWABLE 57RE55 M = (200/4J('//2) +(200/4)(2/ + 21/2) \ FbBR455 = /./7//6)//.65 = L276 = 515 " + /575 = -2100" + Fb BRA55 = /.24(400-00_ 957 = 25K51 ACTUAL 5TRE55: (5EE NEXT SHEET FOR ALLOWABLE 5TRE557 0y Fb ALUM = 1./7(35)//65 = ?4-8 K51 l/8 WALL " 5 = 0.096/75 ((/5 5- (125)-4l = 0/72 PLAN 606/-76 FbALUM /-24(36J/1.0/%951 // = = ?42K51 5 = 0.098/75 ((125) .OJ"4) = 0.I/3 HANDRA/L 606/-T6 OR l 1/4 " O/A. /.25 ib/ -5" D/A. =210010.172 BALLUSTER F12ALIIM = 117(16)//.65 = 11.3 c 11.76 3003-H/4 _ /124 K5/ -, //-30 3003-H/4 ALUM. FbALUM = 124(/9)/10(1.957 = !?l t 1176 <L2.76 BRA55 50+ 3003-H/4 ALUM. 6 OVER O.K. i 38" PORT/ON OF 2000 LOAD WILL BE TRAN5FERREO INTO AX/ALTREAD AX. 3003-N/4 LOAD THROUGH CIRCULAR - ry TENS/0N- 6 " - fb CK. OAK HANDRAIL / 3/4 " 125" D/A. = 2/00/0.//3 BOLT S = 2/175) 2 /6 = /.02/ _ /6.56 K5/ <.24-2 K5/ (606/-T6 ALUM/ OAK HANDRA/L I/4" WALL112= 2/00/102/ = 2057 - 5 1 D/A. x //4" THICK / 1/4 "4 - (0.751 4) 16" Fb = //-';0x 45 = /725 - 2057 /93& OVER O.K. 5EE PREVIOUS SHEET 125 U55, l 1/4" O.D. X 1/8'WALL 6061-T6 ALUM. OR = 0-167 / / 1/2" 0. 0. X //B" HG4LL -1003-H/4 ALUM. OR 543-94 5TZ7. H56 BRA55 OR / 3/4" X 2" OAK HANDRAIL OR 1-114"0.0. x //4" HALL 543-94 H58 fb z.2100 10.167 = L7.58 r L?. 76 BRA55 BRA55 WOOD I11C. ala,[cr SP/RAL 9WN0. 65 OF- WOOD F1n0neerhi& Inc. st)&w SP/RAL sauw 66 of sscn..rev rry m [,,.1nr STA/RNAY JOB Ito. 65-62 JtNmwevl..:v nap6iA. 5TA /RNAY Me NOL 85-62 ca .. ea,m e:raesvabe 10040 FOOTHILL BOULEVARDTHE DATE 4-6-06 m,.,.owe aosrre sva.& loom FOOTHILL BOULEVARD o l> 4-6-08 FOB IRON Fqi THE /ROH CAMONA. CA 91790 RANCHO CUC'• (909) 989-2087 • FAX (904) 989.8106 oEyLAm RANCHO C)CAMONGA. CA 91730 (909) 999.2087 - FAX (909) 989.8106 DFSIGIaED SHOP SHOP BALLUSTER5//6" D/A. GHEGK BALLU5TER FOR -200# VERT /COMP GR/T BY GOMPAR/SON TO 200# LATERAL, P= 50 # HOLE GK 3/4" X 3/4" 501- 10 ®H 36 = " - nl r• = 0.75 (0.75 3 - 0.63/0.63) 3 = 0.3/64 - 0./575= P = 200/4 = 50# O.?63 M = 50 X 36 = /900 "# A 0.75((0.75) 3 -X0.3/3.)"3J SUPPORTED BY CIRCULAR HANORA/L 5 = 6/0.751 3/4 " _ K L/1- = /.0/36.)/0.283 = /34 FA = b.32,<51 = 0.652 3/4" X 3/4" ® BOL T HOLES BY INSPECT/ON, fb = /900/0.0652 =,2q.14 K5/ Po/%w = 0./6-56 X 6.32 = /.36 k . SO # ALUM/NUM NOT < 36 x .75 x 133 = 35.9/ K5/ STEEL CRITICAL. < 26 x /.33 = 37.2 K5/ ALUM. 6061-T6 USE.BALLUSTER AS NOTED 0N,-REV/0115 SHT. GK. 3/4"SOX166A®H=20" P = 50 # M = 50 X 20" = 4000" # CHECK /NTERMED/ATE RAX -5- 4" 0/G /TYPJ 5 = 0 7 75 3 - 06 O6 3 L = 36" OR 3.2' 6(0 75V b/G = 0.63/0.06 = 0.0353 = 105 <-21 P = SO#/3 = /7# PD/NT LOAD fb = /000/0.0353 " Fb = 2/ K5/ (50# ON ONECJ 5.FT..) = 26.33 KS/ 0.6236x/.33 R = 90 = 26.73 K5/ 0.75" M = /7(36,)/4 = /62 "# r /,000 "0 = h <PREV/0115 2/x/33 = 27.9 KSl /J%OVER O.K.O.K.( h' SHEET) U5E.• 314' X 3/4 " 50L /D TO 49" ABOVE TREAD d 3/4" X -314"X /6 6A. TO TOP HANDRAIL GK. GONNEG TION TO TOP RAIL # (Fy = 36 K5/ 5TEEL $ 606/-T6 ALUM/)WM/ V = 130 NOT GRIT. BALLUSTER GONNEGT/ON STEEL OR GK l/4" D/A. M.B. 5TA/NLE55 57EEL h BALLUSTER m h m Vollory = 0.049 X 1OK51 = 490# , 268# m m INTERMED/ATE GK BRN6 ON TREAD 288 RAIL 5 TYP. A = 0.25 X //6" 0 312 1155. 5AME A5 BALLU5TER 3/4'5r3/4'5rl66A.(0.06.)NU Po//O- = 0.03/2 x Sl , 32 2 K-51 = 996# 286# 6„ / GONNEG TOR ® BOTTOM J' V l/4' 20 SCREW a 5/l6" 5ET SCREW U5E. l/4" D/A. M.B. IN STEEL OR ALUM. 5052-H32. 2360 s CONNECTOR ® TOP w #/0x3/4" SHEET METAL SCREW. WOOD F1ngiO!lting, Inc. SUBIECT SPI -RAL sNm No. A7. or_. -- WOOD EO Ole!%fig4 IpC. suaasr _ 5P/RAL . 66 sAc"WsloSTA/R/NAY ro -- JOB NO. 65-10 n s2 sw v1...4 _ STA/RH64Y 65-62 10040 FOOTHILL BC v AARRo aTe - `%-6=06 _ TaiN6rg looao Fooe A Ro 13 - --- - --- • JOB NM oATe „ THE /ROH IRON RANCHO CUCAMONGA, CA 91730 (904) 989.2087 FAX (909) 98P8106 - - ._ _-_-SHOP _ .. OE51fs/® BY , .:_ . u!_ RANCHO CUC.HILL GA. CA 91730 (909)9a9-2087 • FAX(909)90"106 Fotl _THE OfSWr&D BY 5P/R4L 57'A/RNAY C-641ARDR4/L (GUARD,) HALL OR , 6x6 POST #2 o Fc = 700 E = 1356 E'raK = 0.47E6 6UARDR4/L LOADS BY OTHERS L = 4'-O" Pmox = 7.76 lo/d = 9x1?/5.5 = /9.6 Fc' = 700" GON5ERV. = 20 P.L.F. 641ARDR4/. - Fce = 0.622/Eh1/N//t/fie/dJ?I OR 6'-6 "MAX. GONSERVAT/✓E = 0.62?/0.47EbJ/i(/g6J?I P = 2000 ANYNHERE P =500 ON ONE -CO. FT. ON Fee / Fc' = 1006/700 = 144 IN7ERMED/ATE RAIL 5. hOR/ZONTAL 7Y PLAN _ /+144 _ (1+144 2 _ /.44 ?x0.6 12x0.6 0.6 L = 6.5' N = 20 P.L.F. OR P = 2000 200# Mw = /20116.5 ^,),) 15 = L260 in. -/b. = 1.53-0.73=0.60 Mp = /-200(6.5x/2/J /4 = 3900 in. -/b. FG = 700x0.60 = 56,0< 6,225 Fcl RJ•v = /6.5/?,)20 = 65# #6 =6" lD0 6 -6.- Jy Po = /5.5/? (560/ _ 16,940 77600 RP /00# OR 200' MAX. PRAIL O LOAD 7 T MCANT = 500(6.5xL2/ = 3900 in.LB. D/5TR/BUT/ON USE. 6X6 02 0.F P05T FOR 16.9 Knox GK /-//2 x /-1/2 x 0.075 (14 6A/ 7UBE 200# IWUA,' ?UW r"WN&"aw rwgce 19 'JGU.4PC RJt9//r! 7LCY lr) II 5 = (0.75/0.6 3//0 2 0 4 6.) = 0./65 MA .5- = O. /65(0.66/36 000x/.33 /000 /00' = 5647 in. -/b. - 3, 900 /n. -/b. 5/N6LE SPAN b/t = /.5/0.075 = 20 t 2/ .: Fb = 2/ K51 = MAA((/( = 0./65221,000x133 = 5,/67 in. -/b. 3,Irco in. -/b. U5E. l-//? x /-//? x 0.075 (14 6A.) TO SPAN 6'-6" MAX. Fy = 36 K5/ 5TEEL OR 606/-T6 ALUM/NUM. WOOD Enabw 2i=, 1w. _ SP/RAL WIEE1Na -4'3q OF_ WOOD Lfe. waw SP/RAL EHEEM(k `O OF_ ored..+v STA/RHG4Y ,m,, 85-82 "' °" Ba"'o STAIRWAY BS- rsbe YARD xe.,or .roe Ha `f-40-08 `%-B-OB „ THE IRON o" FoR THE IRON 10040 FOOTHILLHLBOULEV loan Fooiwu BOULEVARD DATE RANCHO CUCAMONGA. CA 91790 (909) 989-2087 - FAX (909) 989.8106 oEy gy>. w. RANCHO CUCAMONGA. CA 91790 (907) 989-2087 - FAx (900) 989$106 Omamer w. SHOP SHOP 6i1ARDRA/L ?007 G.B.G. /2006 /.B.C. DE5/6N LOADS SUMMARY INTERMED/A TE RA/LS ® 4" 0/G 3/4" x 314"x /6 &A. M/FT = (50(3)/4)/2 = 410 in.ltz L/VE LOADS RAFT = 50 MAX. FLOORLAN0/N6: 40,=5.F. M/P/GKET ® 4" O.G. = 450/(/2/4) = 150 1n./b. >( TREAO: 40 P.5.F. OR 300 LB. ON 4 R1P/6KE7'= 50/(/2/4) = /7# F GK 3/4x3/4x/6 6A (0.060 M/N,J SPEC/AL LOAL75 0.060 l5 MEL /N5T/7UTE TABLE 43. (0.03541 HANDRAIL AND 6UARDR4/L: 100 LB. /N ANY O/REC 7-10N.5 _ = 0.0327 0.065 /NTERMED/ATE RA/L5: 50 LB. ON ONE 50.FT. M,o srFa. = 0.0327(0.661(36,000)/33 _ 033 In. -lb. > /50 in. -lb. SNOW LOADS CK.WELO Pg = 40 P.5.F. GROUND SNOW LOAD V = /3# NOT CR/T. WELD //6'Srl/2" Pf = 0.7 Ce Ct / Pg = 0.7(/1)(/2)(/.0)40 05E.• 3/4'5e3/4'sr0.060 (/6 6A) 7UB/N6 ® 4" o/C = 40.3 P.5.F. 5A)l 40 P.5.F. Fy = 36 K5/ oR 606/-T6 ALUM/NUM, Co = 12 5HEL TEREO (MOST SEVERE FACTOR) //6" x l/2" FILLET WELD TOP d BTM CONNECT/ON5 Ct = /.2 UNHEATED (MO5T 5EVERE FAG TOR) HORIZONTAL RAIL TO VERTICAL I = /O (CATEGORY P = 200' MAX. CK #2 SCREW W/ND 0E5/6N DATA ✓L.LoW = (1/02/61 2 /4) l0 K5/ = 366!1 > -200# 5A5/C W/ND SPEED: q0 M.P.H. (3-SECOND &UST) U5E- (l) #1-2 x 24 SCREW EA. CONNEC T/ON ® 30' ABOVE &RADE. HORIZONTAL TO kYALL /w= /.O P =.2000 MAX. CK (2) #12 x 2" Al. 5. /N H. F. W/ 0. /20 STEEL PLA TE EXPOSURE.• G' INTERNAL PRE5ar- URE COEFF/C/ENT.WA Z = 143#x2x1.33 = 3600,>.2000 PEN = 6d = 6 x 02/6 = /30 WELD 0. K. BY /N5PECT/ON. PSE--(z 012 x 2" W.5. , BRACKET TO WALL STUD COMPONEN75 ANO CLADDING: WA WOOD Enal eeehlg Lk- __SPIRAL 94M NO. `1/-OF `//--- ,.'sun d. ____5TA/R-VAY BS-82 nsr. r im NO. m,.,,. e, brairn w •------------ 4-6-06 IRON_ 10040 FOOTHILL BOULEVARDFMTHE MTE---------.. RANCHO CUCAMONGA. CA 91790 (909) 989-2087 - FAX (909) 989-8106 ..___.-. SHOP _ 0E9GNW BY-- : w: 2007 C.B.C. J 2006 I.B.C. DE5/6N LOADS (CONT,) EARTHQUAKE DE5/67N OA TA le = 1.0 (OCCUPANCY CA TECORY / OR /U 55 = l wg (BUT GOOD FOR Ss = 2.0 DYNE TO Cs BASED UPON MAX. 55 FOR T r 0.531 /oog 5/TE CLA53: 0 5v5 = I.00g 501 = /.00g 5E/SM/C DE5/6N CATE60R)l E SEISMIC FORCE RE5/5T/N6 57157EM.• ORO/NARY MOMENT FRAME 0E5/&N BASE SHEAR: V = 0.3,71 Wp (A.5.D.) C5 = 0.333 A T 30 FT. ABOVE 6RAOE. R = 3.0 ANAL Y5/5 PROCEDURE.• EallVALENT LA MRAL FORCE. V/NYE TOP GAP, ZMD 5T0RY 5TA/R5 F/N/SHED OPENING w OCCURS NTS. 57ANDARDINHERE YAR/ES w 6'-6" I I 8 !/2" AELDED RAIL GUARD BY PIPE COLUMN PER 9=/I" /0=71/2" W-4" //Z" MAX. RA12/41- IRON SHOP PER 2/ SCHEDULE SEED 2,500 TREAD 56C 7'10N r46A 9'-6" N. T.5. J 2'-9" 4X OR DBL. 2X FLOOR J 2,500 3" 5732. _0157'OR HEADER TO HANDRA/L, 5EE DETAIL * I. //6" OR /0 6A $TEEL PLA 7F OR 3116 " ALUM/NUM PLATS: (5116"57FEL RE47411REO FOR DIAMETERS OVER 6'1_6 V. I! BE DE5/6NED FOR 2. FAN dRATE (/NDUSTiZ/ALJ SEE DETA/L 6( . OM/T 2,500 0112"57X7. PLA7FORMLOAD FOR 16" 3. D/AMOM7 FLOOR PLA TF //6"STEEL OR 9//6"ALUM/NUM V 4" * 3003-H22 TREAD PLATE (rte' -O" MAX. DIA. W/ALl/Mft".. 3 1/2" EX. 57R. 4" 4. HOT -DIPPED 6A4. VAN/ZED. 7'-0" 5. HOT-D/1='FD GAL V. D/AMOM7 FLOOR PLA TF HOLES FOR 5P/NDLE.5 SPL/GE ® 2ND 1 ; DI ERLA>'JNt'=NT 4" STORY, 5EE DETA/L "A, I !!it 3,600 /0 ! 4" ,iI TOP LAN2/N6 CLOSED 7RFEAD OPT,10A 0. !i 57A/R 1 !!I ! 13 TYP/CAL ]READ, 5EE DETA/L PROV/DE G405ID RISER OR DEGORAT/VE F11 -1 -ER TO PREVENT PA55A6E OF 4-,P SPHERE SEE 12 -0 @ .......... * P/PF SLEEVE OVER _ f'/PE COLUMN - -- - _ _ ----- RIO STIFFENERS I I .- 2t I q 15" MAX.\ -- I q -- 8 L' B 6"MAX EQ. EQ. EQ. EQ. 6" MA: 49"MAX //0'. TEEL OR 3/16"ALUM/MIM PLATE LAND/N5 ! ! I !'!1 57RFUGT7/RE 5HALL BE CAPABLE 2 BEAR/N5 PLATE OF RE5/57'/N5 2/O1vW/l1D OR (i?EGE5$ OPTIONAL), PER /66# 5E/5M/G LATERAL LOAD /N 900E6REE ry 5EE DETA/L fi5CHWU1_4qADD/T/ON TO /62W LATERAL FROM ry BEAV TYP/GAL RID ry \ COLUMN DUE TO !/laALANCID LOADS 5T/FFENER 200 OR 22 5 072# MIN. LATERA/ J I/6 2 _ TYPICAL" FLLF1/f4T/ON 7 13 r4rALWl a \ `RF" - PER SCHEDULE, 5EE $ ` 3/4" 5Q x /6 6A. TUBE 5PINDL5 K.S.4) It. 7'11F A COD TREAD _ MOUNT/N5 HOLE 3" 77WAD N10 7H uP HANORA/L C. L. OF //4" DIA M.D. (25EYOND) O7'f?'/GAL TREAD w I I i c. P c•+ I I 6A Nt m w I I I I I I I I 4 HOLES TAPPED FOR 5/16 "D/A 5ET SCREI15 PIPE COLUMN PER SCHEDULE, SEED TYP/GAL TREAD * INCLUDES HOLES FOR M04INT/N6 NOOp OVERLAY?-,ZAT_PFR A OR B ABOVE 45PEG/A1_ ORDER AVA/LBLE N17 OUT HOLES,) 9/4" x /6 6A. TUBE 5P/NOLE ($EYOND,) D//'f /7 a a / //2, - /'-0N 4" O.D. COLUMN 3 //2" O.D. INNER COLUMN \ LAND/N6 PER DETA/L O OR O ry //2" MIN. I END PLATE TREAD COLLAR SAME MATER/AL , A5 TREAD 4" OD COLUMN //6 (OPTIONAL ON (2) #12-24 x / //Z" 5 0 5 T.5M.5. 5 =0" MAX. DIA. (4) 5//6" D/A 5tT 5GREH5 (2 PLACES% TENS (R R. 24029% SCREIN5 MAY 5TA/RJ (6 TOTAL,) COLUMN TO INNER COLUMN BE INSTALLED /N HOLES FOR COLUMN SPL./C5 49 2ND STORY 7U SET SGREI15 H IERE P/PE SLEEVE COLLAR5 BEAR ONE ON TOP OF AhV7X59 7FK 5cREN5 ARE NOT READ PIPE 5LEEVE COLLAS 5EES (P/PE 5LEEVE COLLAR MAY 56 W OMITTED INHERE TiREAD /S NEEDED D/RG TL Y TO COLUMN,) O N T.S. a k- P/PE COLUMN PER SCHEDULE SEED N. T.5. //4" x !O" D/A 57FM OR ALUM/NUM BEAR/N6 PLATE 0/6"x /0" D/A. AT (?,) STORY) NOTE PLEA5E CONTACT "N" PER SCHEDULE THE IRON 5HOP PR/OR TO SETT/N6 LOCATION FOR 5EE 1 .5) ANCHOR BOL 7'5. TYPICAL WOOD OVERLAYMENT MOUNT/N6 HOLE (5EE TREAD AL TERNA T(VES) I LANVING 5T/FFFN,ER = F/N/SHED OPENING w R/5ER HEIGHT NTS. 13 R/5FR5 YAR/ES w 6'-6" 9-4" !O -O" /O-6" H-4" 12/-O// 8 !/2" 6'-6" Q a 9=/I" /0=71/2" W-4" //Z" MAX. RA12/41- 14 3/4" 4" 2,500 TREAD 56C 7'10N r46A 9'-6" N. T.5. J 2'-9" 77;W U AL 75CZNA Mlr=5 J 2,500 3" 5732. 3 //2" O * I. //6" OR /0 6A $TEEL PLA 7F OR 3116 " ALUM/NUM PLATS: (5116"57FEL RE47411REO FOR DIAMETERS OVER 6'1_6 V. ® W 2. FAN dRATE (/NDUSTiZ/ALJ SEE DETA/L 6( . OM/T 2,500 0112"57X7. 4" 16" 3. D/AMOM7 FLOOR PLA TF //6"STEEL OR 9//6"ALUM/NUM V 4" * 3003-H22 TREAD PLATE (rte' -O" MAX. DIA. W/ALl/Mft".. 3 1/2" EX. 57R. 4" 4. HOT -DIPPED 6A4. VAN/ZED. 7'-0" 5. HOT-D/1='FD GAL V. D/AMOM7 FLOOR PLA TF HOLES FOR 5P/NDLE.5 6. FOR PLA5MA GUT TREAD5, 5EE DETA/1_5 O7 s 7A . OMIT 2,500 DI ERLA>'JNt'=NT 4" A. / /116 " 7HICK OAK. 6'-0" MAX. (6l B. 314" THICK H/6H DEICl7-r PART/CLE BOARD (;=OR CARPET,) TYP/GAL TREAD * INCLUDES HOLES FOR M04INT/N6 NOOp OVERLAY?-,ZAT_PFR A OR B ABOVE 45PEG/A1_ ORDER AVA/LBLE N17 OUT HOLES,) 9/4" x /6 6A. TUBE 5P/NOLE ($EYOND,) D//'f /7 a a / //2, - /'-0N 4" O.D. COLUMN 3 //2" O.D. INNER COLUMN \ LAND/N6 PER DETA/L O OR O ry //2" MIN. I END PLATE TREAD COLLAR SAME MATER/AL , A5 TREAD 4" OD COLUMN //6 (OPTIONAL ON (2) #12-24 x / //Z" 5 0 5 T.5M.5. 5 =0" MAX. DIA. (4) 5//6" D/A 5tT 5GREH5 (2 PLACES% TENS (R R. 24029% SCREIN5 MAY 5TA/RJ (6 TOTAL,) COLUMN TO INNER COLUMN BE INSTALLED /N HOLES FOR COLUMN SPL./C5 49 2ND STORY 7U SET SGREI15 H IERE P/PE SLEEVE COLLAR5 BEAR ONE ON TOP OF AhV7X59 7FK 5cREN5 ARE NOT READ PIPE 5LEEVE COLLAS 5EES (P/PE 5LEEVE COLLAR MAY 56 W OMITTED INHERE TiREAD /S NEEDED D/RG TL Y TO COLUMN,) O N T.S. a k- P/PE COLUMN PER SCHEDULE SEED N. T.5. //4" x !O" D/A 57FM OR ALUM/NUM BEAR/N6 PLATE 0/6"x /0" D/A. AT (?,) STORY) NOTE PLEA5E CONTACT "N" PER SCHEDULE THE IRON 5HOP PR/OR TO SETT/N6 LOCATION FOR 5EE 1 .5) ANCHOR BOL 7'5. TYPICAL WOOD OVERLAYMENT MOUNT/N6 HOLE (5EE TREAD AL TERNA T(VES) I MINIMW F/N/5H FRA MM2 OPEN/NG FOR 5TA/R5 5TA/R D/A. D" F/N/SHED OPENING TYP/C/4L R/5FR5 R/5ER HEIGHT 12 RISERS 13 R/5FR5 LAND/N6 TO LAND/NS HT. - "H" 14 R/5ER5 /5 R/5ER5 /6 RISERS /7 R/5ER5 /B R/5ER5 6" ----- 6'-6" 9-4" !O -O" /O-6" H-4" 12/-O// 8 !/2" 6'-6" 9=2 1/2"' 9=/I" /0=71/2" W-4" 21-61 14 3/4" 4" 2,500 9 //2" 9'-6" lO -e 1/2" //L/- HL/0 1/?" ----- ----- ----- MINIMW F/N/5H FRA MM2 OPEN/NG FOR 5TA/R5 5TA/R D/A. D" F/N/SHED OPENING 5LO" 5-3" x 5-3" 5t -6,v 5 =9" x 5" 61-61 COLUMN 4 7//6" 7=3" x 7=3" GeNeR L- N07Z IV REVISIONS BY (-THESE NOTES 5HALL ADPL Y //NLE55 OTHERN15E NOTED% NOTE INHERE GODS /5 SPECIFIED, 176H41-1- BE THE 2006 LOS AN5E4ES C17Y BUILDINGGODS / 141, B-/6-06 2007 CALIFORNIA BUILDING GODS {KITH L.A. G/TY AMEAVMEN725 AAV 2007 GAL/PORN/A BUILD/N6 CODE AND 2006 INTERNATIONAL 641/4D/N6 GORE Q q-22--00 1. CONTRAC TOR 5HALL VER/FY ALL CO/V/TION5 AND D/MEN6/ON5 A T THE _f2B 5/TF 2. SO/L. BEAR/N6 MINIMUM = 4500 P.SF PER TABLE 1804.2 FOR CLAY, SANDY CLAY, 5/L TY CLAY, GLAYF7' 5/L T, 5/1- T AND 5ANDY 5/1-7 PER 6RADING PRE/N5PECT/0N OR 50/LS REPORT. J. CONCRETE FOR NEW FOOT/NGS SHALL BE STANDARD MIX, 2,500 F6 I. AT 26 DAY5. DEPUTY fNSPEGTOR NOT REQU/RED. _11 1 __. OVER ER PIPE rc gam- MAX FRAME ROUGH OPEN/N5 LARGTO ER ALLOW FOR FIN/5S H 4. TRUCTURAL 57=4Pl.ATE5 AND BARS SHALL BE A.S. T.M. A-36 (CHR H16HEV Y 5 IELD TREAE5TH. MATERIAL 5UCH A5 GYP. BD., TRIM, ETC. GOL!/MN ALUM/NUM PLATE FOR ]READS SHALL BE 5052-H32 ALL OTHER PLATE SHALL BE 606/-7'6. RIB ST%,FFENERS FIN/ 1 Op r/ r6 S. 5MM P/Pf GOLUM/YS AND SLEEVES SHALL BE A.S. T.M. A-5-5 GRADE B OR f?OUNa H.5.5, //6" 57FEL PLATE -= - -- - ---- -- ® TYP-5EE c ® A.5.7M A500 6RADE B OR 3/16"ALI/M/NUM a I R/CHT HAND UP r s 9 r 5 + / r s ' ALUMINUM PIPE COLUMN5 A/1D RDUND TUBE GOLUMN5 SHALL BE 6061-7'6. LAND/N5 (501/ARE \ % 0 Q I IA-//o I 1 1 % ® 6. 5TEEL TUBES SHALL BE A.S. T.M. A500 6RRADE G. (Fy = 50 K.5.1. MINI.OR 60 DE6REE \ 'Q N07F I s I ° a/ 16 ALUMINUM TUBES 5HALL BE 6061-T6. 5U FUZ9OPT/ONAL 2t \ ip ' ' 0 RI5ER LAYOUTS 1! I T. BOL 7'5 SHALL BE A.5.TM. A -3O7. SETSGRE 1!5 5HALL BEA.5.TM. F9/2ROUND 90 DEGREE/ \ - 5HONN (l2 TREADS I I I BOL 7'5 /N ALUM/4 SHALL BE HOTDIPPED GAL VAN/ZED A.S. TM. A153 OR 60 DEGREE SMOOTH, \\ _ __ W /LAND/N6J I I ' I I ' u I ELECTRO -GAL VAN/ZED A.6.7M B633. DIAMOND PLATE, \\ Q + + ro + ,c A FASTENERS FOR EXTERIOR EXP05URE SHALL BE GAL VAN/ZED FOR 5TEE/- 5TA/RRWAY AND • FAN DE5/6N,OR \ Q / I L_-___ L ---_-J L-- --J 57AINLE5557EELFORA1_41M/NUM57A/RINAY. v PLASMA CUT \ \ ` o / I U j 'Q ® INDICATES A 57EE1- WELD/hk5 5HAL1. BE PER GODS U5/N6 SHIELDED METAL ARG PROCESS N/7'H AVA/LA5LE) \ 1► G ® DIRECTION TO - - -1 - 4 - 1 E70XX ELECTRODES OR EQUAL !N AN APPROVED FABR/GATOR5 SHOP. f ° + , ALUMINUM N(ELD/N6 5HALL DEFER GO ENTER 5TA/R I / s 1 ® / s I -P€ N/TH 5.356 ILD F11 -1 -ER. •' c C o`'h (5,) //2" D/A x 4'1-A& BOL 75/ 7 / ! W /bOWNJ 3 • P s 10. ALL FABRIC AT/ON 5HAL1- BE DONE /N THE 5HOP OF A L IGEN5ED FABR/CA TOR OF THE < U V. 46ALN/ALL9 ) TO {HOOD -411G/TY OF 1-05 AN57EL55 OR EQUAL. HEADER (BY OTHERS,) 6"FROM a3 \ / \\ - I p( I '^ 6 ; L y;nr 11. 5TA/RNAY 5HALL BE USED FOR ONEAM7 TWO FAM/LYDNELL/N6 ONLY. ' p j Q EAV5 AND EQUALLY 5PAGED 12. SPIRAL 57A/RWAY6 ARE PERM/TIED TO BE 445ED AS A COMPONENT /N THE MEAN5 OF ;p 0 0 ;; (bOUBLEQUANT/TYOFLA65 \\ 45FTHANV UP I e, I I + 6 1 I ri +, I E6RE55 ONL)IN/7'HINDWELL/N6 UNIr55 (NOTE TNArA PR/VA7ESTA/RWA)e/S A STA/RNAY W e4 to AT INTERMEDIATE LAND/N5 OF \ I- - -+ - - J 1- - - - - J L _ _ - - J THAT 5ERV55 A 5/N6LE TENANT. A S/NSLE TENANT MAYBE ONE OR MORE G'GGUPAN75 q LL 2 5TORY 5TA/R5). WHERE \ \\ I 1. LAM7JN6 /5 REVERS/BLE• 60 OR 90 DEGREE EDGE OF LAND/N5 MAY BE U.5ED INA VAELL/N9J. ' Q LAND/N5 /5 EXPOSED AT y 1 FOR TOP 5TFP 13. PROV/DE MINIMUM OF 26" W/DE WALKING AREA FROM OUTER ED6E OF SUPPORT COLUMN 0 D EX7FiF/OR !/5E GAL V. LA65. \ 2. 6.9" MIN/MUM R/5ER HE/6HT RE0WMW FOR HEADROOM BELOW SQUARE LA11r771 TO INNER EDGE OF HANDRAIL, 71/2" M/N/MUM 7RFEAD ATA POINT /2" FROMWHERE THE 0 U • (5TA/NLE55 STEEL REQU/RED 3. /F DOORWAY OCCURS AT LANDING, A LARGER 4AND/N5 MAY BE REQUIRED. 1READ I5 NARROWE5T MINIMUM 6 =6" HEAD ROOM, AND R/5E NOT TO EXGEID 91/2". 0 g N/TH ALUM/NUM LAND/N5). 5EE NOTE /6 ' DETAIL /8 STAIR 7RREAD5 AND RISERS 5HALL BE OF UNIFORM S/ZiFAND SHAPE THE TOLERANCE Q _ == rM==N THE AR6 U GUARDRAIL N 7 5HOfiW FOR GEAR/TY 8 p (2i 1/.2" DIA. x 4" 4A6 BOL 7'5, 5EE 2 V,AR/ES l3" ,M/N/MUM 60 IDFGRFF L. ANVING PLAN .¢ 2L 3/16" B B B MAX L EST AND SMALLEST R/5ER HE/6HT OR BETNEEN THE LARGEST AND SMALLEST TREAD. DEPTH 5HALL NOT EXCEED 9/6" (0.375 /NCH) !N ANY FL/GH7.OF.5TA/R5. o 14. THE TDP OF 6UARORA/L5 5HALL BE 42" MINIMUM IN HEIGHT. OPEN 6UARDRA/L5 5HALL HAVE /NTERMED/ATE RA/15 OR AN ORNAMENTAL PATTERN SUCH THAT A 4" 5PHFRE CANNOT PA -55 THROUGH. 15. HWORA/LS 5HALL BF GOWZAVOU5 THE FULL LEN5TH OF THE 57A/R5. FOR PRIVATE 5TA/RNAYS, HANDRA/L5 ARE NOT REQUIRED TO EXTEND /2" BEYOUP THE THE TOP OR p ® o BOTTOM R/5ER PER CODE SECTION 1012 S 0 16. 4AND/N55 AND 4AND/N65 A7'DOORS 5HAL1- COMPLYWITH GORE 5EGT/ONS 1006.1.5 AND `- /0094 L6 b 17 REDUCED PLANS OR PDOR QUAL /7Y PR/NTS (TOO DARK OR TOO L /6HTJ WILL NOT BE ® a- ACCEPTABLE FOR O57'AININ5 ABU/LD/N6 PERMIT. 00 18. A PLOT PLAN Al1D/OR FLOOR PLAN /5 REQU/RBD FOR 0.67AIN/N5 A BU/LD/N5 PERMIT 115ING TH/5 PRODUCT. ui 7 ' Q (/J 5EE DETA/LS , 7 E 6 19. REf'RESENTAT/ONS OF PATTERN5 AND VEINS 5HDNN ON TH/5 PLAN MAY NOT MATCH 0 O CURRENT PRODUCTION. IF - - - e4i W (2) 5EEDETAIL 9 _ ?i20. ALL WORK I /ST COMPLY H17H L.A. CITY PLANN/NS AIV ZONING GORES AND LOCAL GORES. p CL (3) SEEDETA/LS /5 20 21. 57RUG7VRAL G955ERVAT/ON 16 NOT REQUIRED PER L.A. CITY INFORMArIONBULLETIN ^ J _. 4 I (4) FOR PLASMA GUT TREADS SEE 7 L 7A LL ry 2L TO ~- N a O O P/B 2006-024. (G.B.G✓/.BG. SECTION I704.2.2 NEXT SLOT Q a (V IF 50/4 BEAR/N6 VALUE /$ 6REA7ER THAN 1,500 P.SF, 1 5E "N" FOR /,500 P.S.F 22. DE5/6N LOADS: N u' LONG SLOT a k - tj _ EXIST/NG OR NEW CONCRETE FLOOR OR HOOD FLOOR FRAM/N6 5HALL BE DE5/6NED A. LIVE LOAD5: 0 a + b MUST BE > W Q J FOR THE 5PEG/F/C COLUMN LOAD FOR EACH INSTALLATION. FLOOR: 40 P.S.F OR 900 LB ON 4 50 IN. ON TREADS $ 40 P.S.F. ON LAM]/11(5. M E3 p 9/4" I /,/2" (6) 2-5 TORY STAIRS (24 =0" MAX. HT. N/TH LAND/N5 AT M/D HE/6HT% O B a b M'` M' ° / I/2' 501_!0 (7) COMPARABLE DIAMETER AND WALL THICKNESS OF STEEL ROUND H.S.S. OR ALUMINUM B. 5PEG/AL LOADS:. 0 B _B ROUND 77JB/N6 MAYBE 5UB5T/7W EED FOR PSI /PE 5HO61V HAACRA/L AND 6UARCRA/L: 200 LB IN ANY D/REG I/ON. REQU/RE MENTS FOR OPEN/N55 ®TOP OF TREAD Jam' % IR ✓VH /L INTERMEDIATE RAIL$ 50 LB ON ONE SQ.FT. Z 0 50S HIM) -W COVERAGE /N ry d = DIAMETER OF HOLE EA. A/i?EG TION PER ®. ' SNDN LOADS _ B = 9/4" MAX. HOLE SIZE /5 5" x 7/2" Pg = 40 P.5.F GROUND 5NON LOAD N/2 d WIZ L = $ GIT F R B/4" DIA. N/ SURROLWINS PI = 0.7 Ge Gt I Pg = 0.7(/.2J(/.2XlOJ4o = 40 P.S.F OVERAGE PER Ge = l.2 ,5HEL 7FRED NG'5T 55VERE FAGTOR ) 2N W GED 2 D/AM MIN Gt = 1.2 UNHEATED (MOST 5EVERE FACTOR) G / _ / " LAAVIAS h TYPICAL FLOOR / _ /O (OCCUPANCY CATEGORY / OR S C77ON SMA GUT TR ..,ACI PLAN 7, D. N/ND V,65/6N VA 7A w=' / 112" _ /' " BAS/G NlND SPEED: 90 M.P.H. (3 SECOND GUST) AT 30' A$OVE GRADE. :3 - `1111 '!w = LO 5" ///2N EXPOSURE G' - LA6, SEE PLAN INTERNAL PRESSURE COEFFICIENT NIA Q -7 MAX M/N. TYP m5" MAX / //2 -MIN 2" 50L/D ry PLASMA GUT 7WAD5 Z1/MENS/ON 7RF.A17, 42" COLUMN, rt FOOT/NG 5CH LF 5TA/R D/AMETEK 5" 4 /31/6 " COLUMN 4 7//6" GONG. PAD "N" ow N N N M "E" MAX LOAD P/PE DIA. 4WW a_E6) 1 TYPE r'v OD SOIL BR6. VALUE /1500 P.S.F. 5'-0" 21-61 14 3/4" 4" 2,500 5,19m .9112" /6" 2'-9" 16 3/6" 4" 2,500 3" 5732. 3 //2" 16" /7 7/6" 4" 2,500 0112"57X7. 4" 16" 19 9/6" 4" 2,500 3 1/2" EX. 57R. 4" !6" 7'-0" 3=6" 21" 4" 2,500 3 //2" EX. STK 4" /6" 6'-0" MAX. (6l MATCH ABOVE 3,600 9 //2" EX. 5TR 4" 20" L EST AND SMALLEST R/5ER HE/6HT OR BETNEEN THE LARGEST AND SMALLEST TREAD. DEPTH 5HALL NOT EXCEED 9/6" (0.375 /NCH) !N ANY FL/GH7.OF.5TA/R5. o 14. THE TDP OF 6UARORA/L5 5HALL BE 42" MINIMUM IN HEIGHT. OPEN 6UARDRA/L5 5HALL HAVE /NTERMED/ATE RA/15 OR AN ORNAMENTAL PATTERN SUCH THAT A 4" 5PHFRE CANNOT PA -55 THROUGH. 15. HWORA/LS 5HALL BF GOWZAVOU5 THE FULL LEN5TH OF THE 57A/R5. FOR PRIVATE 5TA/RNAYS, HANDRA/L5 ARE NOT REQUIRED TO EXTEND /2" BEYOUP THE THE TOP OR p ® o BOTTOM R/5ER PER CODE SECTION 1012 S 0 16. 4AND/N55 AND 4AND/N65 A7'DOORS 5HAL1- COMPLYWITH GORE 5EGT/ONS 1006.1.5 AND `- /0094 L6 b 17 REDUCED PLANS OR PDOR QUAL /7Y PR/NTS (TOO DARK OR TOO L /6HTJ WILL NOT BE ® a- ACCEPTABLE FOR O57'AININ5 ABU/LD/N6 PERMIT. 00 18. A PLOT PLAN Al1D/OR FLOOR PLAN /5 REQU/RBD FOR 0.67AIN/N5 A BU/LD/N5 PERMIT 115ING TH/5 PRODUCT. ui 7 ' Q (/J 5EE DETA/LS , 7 E 6 19. REf'RESENTAT/ONS OF PATTERN5 AND VEINS 5HDNN ON TH/5 PLAN MAY NOT MATCH 0 O CURRENT PRODUCTION. IF - - - e4i W (2) 5EEDETAIL 9 _ ?i20. ALL WORK I /ST COMPLY H17H L.A. CITY PLANN/NS AIV ZONING GORES AND LOCAL GORES. p CL (3) SEEDETA/LS /5 20 21. 57RUG7VRAL G955ERVAT/ON 16 NOT REQUIRED PER L.A. CITY INFORMArIONBULLETIN ^ J _. 4 I (4) FOR PLASMA GUT TREADS SEE 7 L 7A LL ry 2L TO ~- N a O O P/B 2006-024. (G.B.G✓/.BG. SECTION I704.2.2 NEXT SLOT Q a (V IF 50/4 BEAR/N6 VALUE /$ 6REA7ER THAN 1,500 P.SF, 1 5E "N" FOR /,500 P.S.F 22. DE5/6N LOADS: N u' LONG SLOT a k - tj _ EXIST/NG OR NEW CONCRETE FLOOR OR HOOD FLOOR FRAM/N6 5HALL BE DE5/6NED A. LIVE LOAD5: 0 a + b MUST BE > W Q J FOR THE 5PEG/F/C COLUMN LOAD FOR EACH INSTALLATION. FLOOR: 40 P.S.F OR 900 LB ON 4 50 IN. ON TREADS $ 40 P.S.F. ON LAM]/11(5. M E3 p 9/4" I /,/2" (6) 2-5 TORY STAIRS (24 =0" MAX. HT. N/TH LAND/N5 AT M/D HE/6HT% O B a b M'` M' ° / I/2' 501_!0 (7) COMPARABLE DIAMETER AND WALL THICKNESS OF STEEL ROUND H.S.S. OR ALUMINUM B. 5PEG/AL LOADS:. 0 B _B ROUND 77JB/N6 MAYBE 5UB5T/7W EED FOR PSI /PE 5HO61V HAACRA/L AND 6UARCRA/L: 200 LB IN ANY D/REG I/ON. REQU/RE MENTS FOR OPEN/N55 ®TOP OF TREAD Jam' % IR ✓VH /L INTERMEDIATE RAIL$ 50 LB ON ONE SQ.FT. Z 0 50S HIM) -W COVERAGE /N ry d = DIAMETER OF HOLE EA. A/i?EG TION PER ®. ' SNDN LOADS _ B = 9/4" MAX. HOLE SIZE /5 5" x 7/2" Pg = 40 P.5.F GROUND 5NON LOAD N/2 d WIZ L = $ GIT F R B/4" DIA. N/ SURROLWINS PI = 0.7 Ge Gt I Pg = 0.7(/.2J(/.2XlOJ4o = 40 P.S.F OVERAGE PER Ge = l.2 ,5HEL 7FRED NG'5T 55VERE FAGTOR ) 2N W GED 2 D/AM MIN Gt = 1.2 UNHEATED (MOST 5EVERE FACTOR) G / _ / " LAAVIAS h TYPICAL FLOOR / _ /O (OCCUPANCY CATEGORY / OR S C77ON SMA GUT TR ..,ACI PLAN 7, D. N/ND V,65/6N VA 7A w=' / 112" _ /' " BAS/G NlND SPEED: 90 M.P.H. (3 SECOND GUST) AT 30' A$OVE GRADE. :3 - `1111 '!w = LO 5" ///2N EXPOSURE G' - LA6, SEE PLAN INTERNAL PRESSURE COEFFICIENT NIA Q -7 MAX M/N. TYP m5" MAX / //2 -MIN 2" 50L/D ry PLASMA GUT 7WAD5 Z1/MENS/ON 1F' 42" 39" EE 5" 4 /31/6 " -4.51,0 - 4 7//6" 4 //4" COMPONENTS AAV GLADD/N5: NIA d (2) 2x OR 4x BEAM C3 NOTE WHEN STAIRWAY 45 U5ED ON EXTER/OR OF BUILDING, /T 5HALL NOT BE LOCATED = O FIN/5H NEAR HILLS, RIDGES, OR ESCARPMENTS. p mq ......... E. EARTHQUAKE DE/6N DATA _ Q e- /O N E6oRYroRsiNv'/G4 GUTPLA5MTeALSFG T/ON GONN, G T/ON 4 T 2.009 - -- - 517E GLA55. D SDs r I.00g SP/AQ7LE ea = ZOO y I TYPICAL TREAD (- 3/4" 5Q. x /4 6A. 5E/5M/G DES/6N CATE6ORY F 5E/5M/G FORGE RE515T1A6 5YSTEM• ORD/NARY MOMENT FRAME I/4"D/A M.B. I I TUBE STARTER " DE5/6N POST BASF SHEAR: V O.B9/ Wp (A.SD,I AT 30 FT ABOVE 6iRADF r / / 441- I I 50 K.S.1) CONCRETE FLOOR 3" M/Ni: Gs = 0.333 5/6" ROTUND I 3 G/1 " D/A. x //6" (2) 114"D/A.POKER 51710 R = 3.0 ; M6. N% TUBE KIN5ERT) I I PLATE SfE OR TRUBOLT NED6E ANAL YS/5 PROCEDURE} 52WVA1_EN7- LATERAL FORGE STAR WASHER I AN:HtDR5 N/ / 1/4" MIN. NU d T TYPICAL I/6 I ( DETA/L /3 AO0,y FLOOR: EMBED., SEE 23. ADD/T/ONAL REQU/R MENTSOM/T : (2) 5/16"0/A, x 1112' I A. PLASMA GUT 51I 7R4' 5HALL HAVE A 501 -ID RFAGF LAS BOL 75 TO MIN DETA/1_ (70) FOR BLOGK5 EGA, OR v B. RISER 5HALL HAVE 5PAGE REDIrT/ON BAR PER DETAIL ©3 EQUA OR L. L7,ETA/L EVALUATION REPORTS J f'" 4 a ,t ,ETAIL. /2 C. OU7DOG'R 5TA/t?WAYS 5HALL BE GONSTRRUGTPD slo THAT iNA7FiR N/LL NOT AGC!/NIULATF' ON NALK/N5 SURFACES. 2,$ MAX/M!M 5 /2 LOPE. 5Tf 4RT/NG P05T PLAN N r.5 J GONTINUOL/5 HANDRA/L SECURE f N. T.S. D. YA K/N6 SURFACES 5HAL4 BE SOLID SURFACES. TO EACH 5P/N17LE 5EE /9 j r ` ' E. USEABLE 5PAGE Y/hfDER 57A/RS 5HALL NOT BE ENCL05ED. "► 1!, SAFETY TERM/NAL DEGcORAT/VE FILLER HAAVRA14,/ G5N/YTL NOs • • OPT/ONAL, S4eHI THAT 4".01A. /' 5A zi 5EEWILLwr/ /PA5S PW61L16H F/NEER (bE5il6H VAR/E5,) I / 6VARDRA/L, 5EE 2/ ,' 6RGtOVES z TUBE 5P/NDLE i (/) 0/0 x,61.4" 50 K.S./,) W CAS7-1 i SHEET METAL SCREW ` ` __. •' I ALUPwI/NJM HEAD -- 1W 5,1 AA -319.00-F) i FORGE FIT HEAD ' I I i 3/4" 5G? x /6 6A. I /HTO 6FINDLE 4" MAX. m TYP/GAL I I N k' T7/BE SPINDLE W/ I- 1 11 t CAST ALUM/MJM DR/VE P/N nr HEAD III1ry llliu /7 1 (ANS/ AA 3/9.00-F) I I • I ' . r ` / //4" x / //4" I 1 I x/4.6A. (0.075) 5/16" 5ET 5GREW I I i l ILII 1 'n II I r 5/8"5Q: SOLID r/YSERT I I I ul III i IN9ERr TO - - - ' /6II_I ry 'y 'kill /?" e r? _ Ir ABOVE UPPER SPNDLE BA5E ' TYY!'1 7D ONLY N17H WET SEAL ]EAD (=d 3" PLANm P`y T p HANDRAILH1 N /\/"[ILS d 516NAT[IRE OF I i 1 I/2" _ ` l 5E6W)v '9 ENG/NEER P/PE COLUMN PER SGHSDULE, 5EE 5 /Jr TYP/GAL ,)READ _ BALGONY/FLOOR FRAM/N5 ( A N. T.S. TYP/GAL HANDRAIL RAIL GUARD %6 ---- __ " d rARDR 7' B-07 HERS " n' O c ( 4pF ESSIpOO //4" x /O" D/A. BEAR/N6 PLATE /" _ /'-0" (2) //4 D/A. /" //4 ?O PAN HEAD PH/LL/P5 NOT A PART OF 5TA/R5 V f Q E. yyN F v -- " x 9/4" EONS SCREW //4 M.B. O AT FLOOR LEVEL OR RfiE55ID *FOR BEAR/N5 FLA 7r ON -- -- " HOLES AT I70D / ///6" O G EX/57'/lU6 9 //? M/N. 5LA8 5=0" MAX. GONl1EGT/o11 } LANL//NG ZI/L '8 5TAR `UILDING &SAFETY PT. ° m ► GONGRE7P PAD A JOB 5/7F 5PEGIF/G _ - -- - (/) 114 0.01A. sP/NL/L J (5EE /K l7P /6J N.7'5. $ AVT )GAL,) NO. 2 m 9/16 MODIFICATION APPROVAL /5 / 7 APPROVE REQU/RID FROM THE L.A. 3/4 507 x /6 6A (0.060) p \ HOLE AT STEEL Exp, 12.3 -11 NEW OR 'rJ= =/ M ( BLDG. DEPT., APPROVAL 15 (STEEL O/E' AL!/N //M/MJ h " m CONNEC TION " N ' CONCRETE SLAB a / //2 5Q. x /4 6A. (•0.075) //6 / _ / 1q' FOR CONSTRUCT ` ($Y OTHERS) ( AL -570 REQU/RED BY THE 10 TUBE TYP. (57FE4 OR / 3/B"VIA x 4" LON6 LA6 BOL 75 BAR/NG PL.• 77ANGHORAGF (4,) //2" D/A. x 10'A-6. L V. (GAW/ ALUM/NJM BA5E PLA 7E) FOR EXTFR/OR A5TALLAT/ON USE GAL V. A.6 (5TAINLE55 5TFEL REQUIRED W/ALUM/NLM PLATF) OR (4) 3/6"VIA. M/N. H/L T/ KN/K BOL 7.q (KB3) ANCHORS {1% 9 //2" MIN. EMBED. (20 FT. -LBS. TORQUE)) L.A. R.R. #25577 REEVALUAr/ON DUE DATE 03-01-/O. (INSTALL ANCHOR5 AFTER GONGRETE.HA5.GURED, 26 22A Y!5,) Old KB3 ANCHORS INSTALLED /N EXTFR/OR LOCA 7'/0A5 SHA LL BE HOT -DIPPED CAL VAN/ZED OR 5TA/NLE55 57FEL. (5TAINLE55 STEEL REQU/RED N/7'H ALUMINUM PLA7El NoT1= 60N5RE7F FLOOR OR NOOD FLOOR FRAM/N5 (EX/5r1N5 OR N511V 5HALL BE DE5/6NED FOR THE 5PEGIF/G COLUMN ?DAD FOR EACH INSTALLATION. ANY REQU/RFD S7RUG7ZRAL GALGULAT/ON OR EN6JNEER/l1U 5HALL BE PROV/DED BY OWNER EN5/NEER OF THE STANDARD CAST ALUMINUM RAL CONNECTOR / PLAN DOME GAP I / /HTO 2X MINBLOCK/N5 OR (OPTIONAL.) - I _0675 (bY OTHERS) -D COLUMN L BEARIIW D I I i ! FLOOR PANEL ' 4" MAX. CLEAR OR ' I -i -I i 77 DEGORAT/VF IRON BLOCK /'LATE 5EE /5 FILLER SUCH THAT ' " SOLID 2 : ()?1)000 G?RENCS -4 D/A. SPHERE ry 1.?" SQUARE / M/N. EDGE Z116 7. p 1. TO STUD OR 1 ,-' L T. AE/6HT a \ Ul W/LL NOT PA55 III -I RFBAR FOR N Q THROU6H BLGCK ti CIV1\- BY TEaF GR tF Q DRAWN 5FACE XF 11GT/ON ,6W K MOURA -III p I 1 EXPANS/VE SO/L 4755/6N VAR/ESJ !: WHERE OGG!/R5 N T.S. CHECKEp _I 24 x / 1/2" 2 L.A. CITY *12 DATE 'W" SQUARE PAD //6 6x6D.F.-L. 5/MPSON A95 (4J 5/DE5 STANDARD PLAN #111 PER SCHEDULE FOR EXPANS/VE 50/1_5: TENS SGRENSRA/L INAEC TOR 51Afp ON LGB66 FORT/N6 FOR SUPPORT _ /6" MIN VEEP FOOT/N5 V.R.(24029). OR HELD OF 5TA/RS ONLY, 5EEsIAM SEE RECJU/RED 11 / (2) #4 2.A. clT ' _ 0 L.A. eITY LICENSEDAPPIUM S"TANDA50 FLAA A55HDNN EACH NAY TOP $ BOTTOM APPROVED) - ' / //2" SQ x /4 6A. 1/4" DSA. M.j5. FABRICATC)R # 1150: JOB NO. W/ 3" CLEAR TO SOIL. i r - - - GNAT/ONAL POST - I 65 X82 NATURAL OR COMPACTED 5U8--6RA17E I WITH FODTINS _ 11- CITY OF SAN DIEGO C•. j , SHEET '(q) 5/M/LAR TOP )LAND/Nc5 O OR O NHERE REDU/RED - ✓ I I I -I i I -I ' STANDARD a&cc rE>a BY 91 0 IATA/ It A "L-r r"L"/'T/.tel/ / w \ N T.S. L,41y. 11yG R,4/L GU.4Rl7 ,2 COLUMN 8.45,E S,ffGT/ON 22 _MASTER PLAN #25 ow Np .. N rs. (>^oR / a 2 s roReY 57A/R5,) N rs• PTS PROJECT #16,1221 Pf OY 4,L. ✓1 Ti4MF I s►,E