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41-0400 (RER)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 c&t!t4-4Q," Application Number: 1OAQ•0� Property Address: 5110'0 CALLE OBISPO APN: 770-142-002-92 -000000- Application description: REMODEL - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 148440 Applicant: Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING' PERMIT 'LICENSED CONTRACTOR'S DECLARATION I hreb .a.,ffir_m,'un_der penalty of perjury that I am licensed.under pirovisi6ns of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals. Code„and my Licenseis in full force and effect. License Class: License No.: _ Date: Contractor:: OWNER=BUILDER DECLARATION I hereby, reas affirm under'penalty of perjury that I, am exempt from the' Contractor's State License Law'for the- following•on(Sec. 7031-.5, Business a'dProfessions 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'sState. License Law,(Chapter'6 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or.' that he or she'is exempt therefrom and the tiasis 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•dohars ($500).: ( 1 I, as owner of the property; or my employees with wages as'their sole compensation; will do the work, and ttfe structure is not intended or offered for sale (Sec. 7044, -Business and Professions Code: The Contractors' -State License Law does not apply.tq an owner of property who builds or improves thereon, and who does the work himself or herself through hiIs or her own employees, provided that the improvements are riot intended or offered for sale. If; however, the building orimprovement 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.). - ( i� ” as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, -Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed - pursuant to the Contractors' State License Law.). 1 _ 1 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: 1" LQPERMIT Owner: TORRES DANIEL 51100 CALLE OBISPO- LA QUINTA, CA 92253 Contractor: Owner VOICE (760) 777-7012. FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 10/04/11 Flh►Q?Vr`cwI7:TA' WORKER'S COMPENSATION DECLARATION ' I hereby affirm under penalty of perjury one of the following declarations: •I have and will maintain a certificate ofconsent to self-insure,for.worker'sicompensation, as provided _ ;for by�Section 3700 of the Labor. Code, for the performance of theworkfor which this permit is issued.'" ' I have and will maintainworkers' 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 policynumberare: Carrier Policy: Number . 1 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 Wthe workers' compensation laws of California, and agree that, if I should become subjedf io the workers' compensation provisions of Section / 3700 of the Labor Code, i all forthwith`co- ply. wi pth6sb provisions. /WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT;AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS.($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. ' APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Dire'ctor'of.Building and Safety fora permit subject to the conditions and restrictions set forth on this application:. t 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-agiees 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. 1 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 Zof th' county to enter upon the above-mentioned property for i spection purpoVS. ate: ��Xnature, (Applicant or Agent Application Number 11-00000400 Structure Information Construction Type.'. TYPE V, UNPROTECTED Occupancy Type . . . . DWELLG/LODGING/LONG <=10 Other struct info . . . . . CODE EDITION 2010 =--------------------------------------------------------------------------- # BEDROOMS 3.00 Permit . . . BUILDING PERMIT Additional desc.. Permit Fee 811.00 Plan Check Fee 527.15 Issue Date . Valuation-,.—.-. 148440 Expiration Date 4/01/12 Qty Unit Charge Per.. Extension BASE""FEE 639.50 49.00." 3:5000 THOU BLDG"100,001-500,000 171.50 PermitELECT -,ADD/ALT/REM" Additional-desc . Permit F,ee . . . 208.70 Plan Check" Fee 5;2.18; Issue; Date Valuation, 0 Expiration Date .. 4/01/12 Qty Unit.Charge Per. Extension. BASE -:,FEE ..: `15-.00 154.5.00., .03.5.0 ELEC NEW''RES - 1 O 2 FAMILY 54.08- 2341.00:. 020"0 ELEC GARAGE OR NON-RESIDENTIAL-" 4"6...62". .20.0'0 .'.7500 PER . ELEC DEVICE/FIXTURE `1ST 20— , " 15,. 00 1.00 37.5000 EA ELEC SVC <=600V/>200A/<=1000A 31.50` 90.00 4500'EA' _ ELEC DEVICE/FIXTURE >20 40.50 Permit . . . MECHANICAL Additional-desc PermitFee. . . 98.50. Plan -Check Fee 24.63_ Issue_ Date._. Valuation 0 " Expiration "Date 4/01/12 Qty Unit Charge Per. Extension BASE FEE 15.00 2.00. 9.000Q EA MECH' FURNACE <=100K 1"8.00. 2.00 16.5000 EA MECH B/"C >3•-15HP/>100K-500KBTU 33.00 4.00 6.5000 EA MECH VENT FAN 26.00 1.00 6.5000 EA MECH EXHAUST. HOOD 6.50 Permit . . . . . . PLUMBING LQPERMIT Application Number . . . 11-00000400 Permit PLUMBING Additional desc . Permit Fee . . . . 171.75 Plan Check Fee 42.94 Issue Date . . Valuation 0 Expiration Date 4/01/12 Qty Unit Charge Per Extension BASE FEE 15.00 18.00 6.0000 EA PLB FIXTURE 108.00 2.00 7.5000.EA PLB WATER.HEATER/VENT•, 15.00 1.00' 3.0000 000.0 EA PLB WATER INST/ALT/.REP • - 3.:°00 ` 3':`00 _3'':O'000' EA PLB`'FIXTURE DRAIN/VENT REP/ALT 9..00 9.00 .7500 EA PLB. GAS `PIPE >=5 6.75 1.00 15.0000:EA PLB''GAB:METER 15.00 -. -------------------------- Special Notes, and Comments -ADDITIONS TO EXISTING SFD: 1545 SF LIVING5'AppITION,. 2331 SF .GARAGE,1081 SF COVERED,PATIO'.,REMODEL TO EXISTING SFD: ' 20.i 0 CODE8 :. -----------------------------------------------------_------------------ _ ... , Other. Fees . . .... . . BLDG STDS • ADMIN ,(SB1473) - - 6.00 ENERGY REVIEW FEE 52.72 STRONG>MOTION..(SMI)..- RES 14.84 • Fee summary Charged Paid.. Credited Due :. °•Permit Fee Total.: 1289.95 00': .00- 1289 Z,95. Plan. Check Total. 646.90 00'z° ".00 64°6.90' Other Fee. Total 73.56 .00 .00 73.56 Grand Total 2010.41 .00 .00 2010.41 LQPERMIT P..O'.' BOX 1504 LA Q:UINTA, CALIFORNIA 9224.7-1504 BUILDING & SAFETY DEPARTMENT 78-495 CALLS TAMPICO (760) 777-7012 LA QU_INTA, CALIFORNIA 92253 FAX (760) 777-7011 PROPERTY OWNER'S PA.CKAGIF'i Disclosures & Forms .for Owner-RaUders Applying for`Construction Permits Dear Property Owner An' application +for'a building. permit has been submitted in your name: listing ,yourself as. the builder of the property improvemmts.specified at We are pipvidirig'you wrth an Ownei Builder Aeknowledgnrent and Information VerifiEation Form to make you av w of your r+esponsrbilities and po - it le'nsk you may,incur b}! havtri thrs.perm>lt issued rt%:your name as the Qwnex-Builder `VYe Will aot issue. it tiinidiag.permii until you�ti ve �ead,,iaftialed your< understanding df each pravision, signed, and returned this fora' to us at our official address:indicatcd.'An agent of the owner cannot execute this notice unless you,, the property owner, obtain.the prior-approvil of the permitting authority. fJWCUONN: Read and initial each siaieinent below to signifyyou undierstaiiif vr'verjy dtis information. 1. I understand a frequent practice of unlicensed , person's is to have the.: property., owner obtain an "Owner -Builder'' building permit that erroneously implies that tl e;pcoperty owner is;providing-his.oeber own labor and material personally. I, as an Owner -Builder, may beheld- liable: and subject to serious° financial risk;for: any- injuries sustained by an unlicensed person and his or her employees while wotidiig. on my property. My homeowner's Insurance 'nay not provide coverage for those I am wiIlflllly yang; as anOwner-Builder and am aware of the.limits .of my..umirance coverage for injuries to workers on my property. 2. I understand buildingpermits are not :required to be signed. by property owners unless they are responsible for the construction and are not hiring a licerisod`Contractor to assume:this-responsibility. 3. I understand as an "Owner-Buildei"'I am:the responsible. party of record on the permit I understand that I may protec, myself from potential financial risk by: hiring a licensed Contractor and having the permit filed in his or her name instead of m,, own. 4. 1 understand Contractors are required by law to be licensed and bonded in -California -and -to list -their license numbers o permits and contracts.. 5. 1. understand if I employ or otherwise engage any persons,, other than California licensed .Contractors, and the total val of my construction is at least five hundred dollars ($500), including dabor.and materials, I may be considered an "employe under state and federal law. 6. 1 understand if I am. considered an "employer" under state and :fedeial taw, I must register with the state and fed( government, withhold payroll._ taxes; p"rovide*workers': compensation disabrli "';1:insurance, and contribute to unemploym compensation for each "employee.- I also . understand my failure to abide by these laws may subject me to serious fine risk. , 7. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family reside structures cannot legally build them with the intent to offer them for sale, unless. all work is performed by lice subcontractors and the number of structures does not exceed. four within any calendar year, or all of the work is perfol under contract with a licensed general building Contractor. . 8. 1 understand as an Owner -Builder if I sell the -property for which this permit is issued, I may be held liable for any : financial or personal ir{juries sustained. by any'subsequent owner(s) that result from. any latent construction defects in the worlanansh ip or materials. 9..I• understand l may obtain more information regarding my obligations as an "employee" from the Internal Revenue Service, the United States Small -Business Administration, the California Department of Benefit Payments; and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CS -L13) at 1- 800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the Pte' legally and financially responsible for proposed construction activity at the following address: 1 L I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner -Builders as well as employers. 12. 1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the mt'ormatron t have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court- It is also important for you tounderstand that if an milicensed Contractor or employce. of that individual or firm is injtued while wothsing on your proPertY; You may be field liab* for damages. If you obtain a permit as Owner -Builder and wish to bite Contractors, You will be respoasbte for verifying vrtretheF or not those Contractors ate. poopsxY tide4sedand the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner sad returned to the agency responsible for issuing; the.pernt; Note: A copy of dw pmperty awner's driver 's lscanse, formrwtar oacdrn; or other verification acceptable to the agency is required -to be presented when the permit is iuwJ to verify the property owner's signature. Signature of property owner �,�i� �� Date: Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder - AUTHORIZATION OF AGENT TO ACT ON 1PROrERTY OWNER'S BMW Excluding the Notice to Property Owner, the exewtion of which I understand. is my personal responsibility, I hereby author the following person(sy to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Address of Authorized Agent: Tel No I declare under penalty of perjury that I am the property owner for the address listed above and I Personally filled out die al information and certify its accuracy. Note: A copy of the owner's driver's License, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Property Owner's Signature: Date: Bin # .. City of La Quinta Building Bt,Safety.. Division P.O. Box 1504, 8 495 Calle Tamplco 0, Qulnta,,CA 92253- (760) 777-7012 Building Permit Application: and .Tracking Sheet Permit # ii Project Address: �� t`�' L� Owners Name: MEL– LA. A.P. Number: �' 2 �, ��'Z Address: - r Legal Description: Contractor: 6 b.: Address: City,: ST, Zip: • Telephones ; �� 133 '�8,�/y} Project Description: City, ST, Zip: �r Telephone: ' ::s.�;.^•?xs::>.:>•}::hs;<.}}ri•..�:•�s<3>;: City Lic. #: State Lic. # : Arch., Engr., Designer: LAO .t p Address ,f —jL' - City., ST, Zip: L Q CA Tele hone # ' ��'�?'»:: �{��b, �?ct,i:>}?'� 4.`��'�''>}J'zs.�>: State Lic. #:s t ;:::%' �✓i �a f ,r;?.�:;;,;,,,;,a:;.,�? , �,,.•.., �;..,, Name of Contact Person: --f5–Sq. 'ConstructtonType .,/U. p cy: . Occupancy: , ; Project.type (circle one): -New dd'm Alter Repair Demo Ft.: #Stories: #'Units: ``— Telephone # of Contact Person: O Estimated Value of Project: L7 APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING' PERMIT FEES Plan Sets 'Plan Check submitted ( Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Y .. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked uP Construction . Flood plain plan Plans resubmitted s 711 Grading plan 20 ,Review, ready.for corrections/issue Electrical Subcontactor List Called Contact Person ' Ji!�i 'Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubniifted �,la� II. Grading IN HOUSE:- ' 7n° Review, ready for correctlon a �r� Developer Impact Fee Planning Approval' Called Contact Person p ` A.I.P.P. too Pub. Wks. Appr Date of permit.issue School Fees Total Permit Fees Oplo .4 ` 7/i M /mrd' Date 8/15/11 No. 31078 Owner Daniel Torres Address 51-100 Calle Obispo City La Quinta Zip Tract # Type Residential Addition Lot # No. Street Unit 1 51100 Calle Obispo Unit 2 Unit 3 Unit 4 Unit 5 Comments CERTIFICATE OF COMPLIANCE Desert.Sands" lDnified"Sichool'Dis4rici 47950.Dune"Palms: Road,- La QuiiI4 d `92253 (760)-771.4515 API,# Jurisdiction Permit # No.. ofUnits Q BERMUDA DUNES r V) RANCHO MIRAGE �. INDIAN WELLS PALM DESERT y LA QUINTA : V QINDIO y� 770-142-002 La Quinta 1 S.F. Lot # No. Street S.F. 1545 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patiostwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilhi E;9 for living, sleeping, cooking, eating or sanitation) or replacement mobile r., homes. It has been determined that the above-named owner is exempt from r`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;545 S.F. or $4,588.65 haJe'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 Check No. 008003116 Name on the.check Telephone 760-567-0133 BY Dr. Sharon P. McGehee Superintendent Fee collected lexempt44 /ShardlY1 6Gi Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this II serve or other payment identified above will begin to run from thedate on Ich thi which those amounts are paid to the District(s) or to another public ent Funding Residential Payment Recd 00 $4,588.65 =,,", Under notify you that.the 90-dayapproval periods in Which you may protest the fees ulding.orinstallation permit for this, project is issued, or from the date on rued 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 0 WOF 3 r. -A."; I=n WAMS Aura Roof Vent, 14" Diameter Site Map Aura Roof Vent Home »Model Spec Page Choose Your Aura Roof Vent Model Pick Aura Vent Model —> then Pick Collar Height —> - - --- --- M ---- AV-14C6 Aura Roof Vent Specs DIMENSIONS AV -14-06 Aura Roof Vent, 14" Diameter, 6" Collar and Square Flange Inside Square Outside Height of Height of Total Weight �itJlilhU Head Collar Height (lbs) (A) (B) (C) (D) (E) (F) - W collar) 14 19 18 6 6 12 � 5.5 Min. Pitch Max. Pitch Net FreeVent Area Net Free Vent Application Capacity Capacity (inch) Area (feet) per sq. ft. N/A 6/12 144 1.00 600 CFM Performance Testing using wind only 4 mph 5.2 mph 7.4 mph 9.8 mph 11 mph 178 200 280 315 360 i DIMENSIONS AV -14-06 Aura Roof Vent, 14" Diameter, 6" Collar and Square Flange Inside Square Outside Height of Height of Total Weight Dia. Base Dia. Head Collar Height (lbs) (A) (B) (C) (D) (E) (F) - W collar) 14 19 18 6 6 12 � 5.5 Min. Pitch Max. Pitch Net FreeVent Area Net Free Vent Application Capacity Capacity (inch) Area (feet) per sq. ft. N/A 6/12 144 1.00 600 CFM Performance Testing using wind only 4 mph 5.2 mph 7.4 mph 9.8 mph 11 mph 178 200 280 315 360 http://roofvents.com/AV-14-6.html Page 1 of 1 Aura Roof Vent Info Links PDF Diagram Tech Spec Sheet Install Instructions CAD Drawings Spec Sheet Price: $55.00 (Mill Finish) Color (Painted add $14): Mill Finish f Options: EJCurb Mount Flange (+$48.00) E) Roof Curb (+$92.00) ADD TO CART AA12V 2011 9�•Q�2B 6/24/2011 M' The Strong-BoItTM 2 wedge anchor is the next -generation solution for cracked and uncracked concrete. Following rigorous testing according to ICC -ES acceptance criteria, the Strong -Bolt^ 2 anchor received classification as a Category 1 anchor, the highest attainable anchor category for performance in cracked concrete under static and seismic loading. Available in stainless steel, it is code -listed by ICC -ES under the 2009 IBC requirements for post -installed anchors in cracked and uncracked concrete. FEATURES: • Category 1 anchor classification: The Strong-BoItTM' 2 anchor received classification as a Category 1 anchor, which is established by performance in reliability tests in accordance with AC193 and ACI355.2 test criteria. Category 1 is the highest attainable anchor category for reliability. • Tri -segmented clip: Each segment adjusts independently, increasing follow-up expansion should the hole increase in size as a result of a crack ' • Dual embossments on each clip:segment: Enables clip to undercut into the concrete thereby increasing follow-up expansion should a crack occur • The only 3/n anchor solution approved for 31/4" concrete thickness: The Strong -Bolt 2 anchor can be installed in cracked concrete with a minimum thickness of 3'/n', including concrete -over -metal decking • High-strength alloy clip on carbon -steel anchors: This special alloy clip offers improved performance • Standard (ANSI) fractional anchor: Fits most fixtures and installs with common drill bit sizes and tools • Easy post -installation identification: The head is stamped with Simpson Strong -Tie "x" symbol and a.letter for length identification • Type 316 stainless-steel clip on stainless steel anchors: In addition to superior corrosion resistance, a stainless-steel clip offers "memory" that contributes to the anchor's performance if the hole increases in size because of a crack MATERIAL: Carbon -steel stud with special alloy clip; stainless-steel stud with stainless-steel clip (3/e° diameter only) FINISH: Zinc -plated (carbon steel) CODES: ICC -ES ESR -3037 (carbon and stainless steel); City of Los Angeles — Pending; UL — Pending; FM — Pending; Florida — Pending TEST CRITERIA: The Strong -Bolt 2 wedge anchor has been tested in accordance with ICC-ES's Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC 193) and ACI 355.2 for the following: • Static tension and shear loading in cracked and uncracked concrete • Seismic and wind loading in cracked and uncracked concrete • Performance in cracked concrete • Performance in lightweight concrete over metal deck NOTE PRODUCT AVAILABILITY AS FOLLOWS: STB2 /"- diameter in carbon steel, stainless steel: first quarter 2011 STB2 Y°- and /%diameter in carbon steel: second quarter 2011 Strong -Bolt" 2 Wedge Anchor StinTie A - NCH=_ SYSTEMS Head Stamp The head is stamped with the Simpson Strong -Tie "ND -Equal" symbol and the length identification letter. Installation Sequence $-.0 °.o oM. yF,1 0 -01 a- a ''N 00 ,,P • fR 'S •0 ,Up p o X, .1 Z,; o �fa 3 31/ o 4/ 7 7/ Length Identification Head Marks on Strong-BoItTm2 Wedge Anchors (corresponds to length of anchor— inches) ` Mark ', ,.. 'Units A $-.0 °.o oM. yF,1 0 -01 a- a ''N 0° ,,P • fR 'S •0 ,Up p o X, .1 Z,; Length Identification Head Marks on Strong-BoItTm2 Wedge Anchors (corresponds to length of anchor— inches) ` Mark ', ,.. 'Units A $-.0 D{ E yF,1 'G :-,HJI`';J K •.L M ''N 0° ,,P Q` fR 'S ;,T} Ua V 'W` X, .1 Z,; ;k- ;,Fr �k in. 3 31/ 4 4/ 7 7/ 8 8/ 9 9'/ 10 1111 13 14 15 16 17 18 Up To But Not Including in. h��M 3 / 4 4 / 5 gEk�m 7 / 8 8 / 9 9/110 11 12 13 14 15 16 1 17 1 18 19 17 i% Strong -Bolt” 2 Anchor Product Data Siie (in.) ,7 Carbon Steel,;. 316 Stainless Y .Dnll Bd °Thread ;. r Duamity � Steel , Dla Length 'ModelNo 1�,Box x hCarton Model)No ;y (m) a, %x2% STB2-37234 STB2-372346SS % 15/e 50 250 %x3 STB2-37300 STB2-373006SS % 1% 50 250 %x 3'/z ST82-37312 ST82-373126SS % 21/16 50 250 3/6x3% STB2-37334 STB2-373346SS % 25/e 50 250 %x5 STB2-37500 STB2-375006SS % 3 M 50 200 %x7 STB2-37700 STB2-377006SS % 5%s 50 200 '/z x3z/a ,:'STB2 50334Pq , a,Y x .i•,'/z� k�r2'/e ` '�s'�;25� n,125.>,isr '/2x41/; -_STB2-50414,:;`. 30 1/z 2e/e 25 wj1Ul)" 7/zx 5'/z" ' STB2 50512:; (122.0) ;3'�e ..'" 25 `:100 <, 1/2x"7 !'STB2 50700,'; ua hNa 1/2' �' .56tie ., i'z•` 25 ',100 1/z x"8IA, ' STB2 50812;'; ° ,/4 ` :6 • " ' 25 50:i'- 0 '1/2X10 1/2 X 1 Q , STB250100:• d.+,:�',,, , '/z ':a' 6.. 25 50,;`; % x 41/2 STB2-62412 (51) % 27/16 20 80 %x5 STB2-62500 (51) % 21 As 20 80 %x6 STB2-62600 2'A % 3'Vis 20 80 6/e x 7 STB2-62700 21/z % 4's/ie 20 80 6/e x 8 % STB2-62812 (57) % 6 20 40 6/e x 10 STB2.62100 Minimum Overall Anchor Length % 6 10 20 Strong -Bolt 2 Installation Information' Material Specifications �S „oaS�rO engs�r�'Me,. Carbon Steel Zi' Plated' s,Component Materials Anchor, . Nut Wa§her Clip Body Symbol`, `;llmts Type 316 Carbon Carbon Type 316 Carbon Steel Steel Steel Carbon Steel % ASTM•A 563, ASTM F844 ASTM A 568 Drill Bit Diameter Grade A in. % 1. Zinc meets ASTM B 633, Class SC 1 (Fe / Zn 5), Type III. Stainless Steel 1'r Componerd Materials `,ve Anchor 3 z .Nut Washer Clip ` Body; Symbol`, `;llmts Type 316 Type 316 Type 316 Type 316 Stainless Steel Stainless Steel Stainless Steel Stainless Steel For SI: 1 inch = 25.4 mm, 1 ft-Ibf =1.356 N -m, 1 psi = 6.89 Pa, 1 int = 645 mm2,1 Ibf/in = 0.175 Wmm. 1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2. The clearance must comply with applicable code requirements for the connected element. 3. For the 2006 IBC, ds replaces d3. 4. For the 2003 IBC, fu1 replaces f6m. 18 5. Drilled hole depth to be greater than or equal to nominal embedment depth. x; Nominal Anchor Diameter,(in) r'=. CarbonSteel Stainless Steel Characteristic Symbol`, `;llmts .'Installation Irdormatronla_ ,, d `. �} P' r,., , .. , :• �: Nominal Diameter da in. % 1/z % % Drill Bit Diameter d in. % 1/2 % % Baseplate Clearance Hole Diameter2 dc in. (mm) 'As (11.1) a/1e (14,3) 11/16 (17.5) '/1s (11.1) Installation Torque T;nst ft-Ibf 30 60 90 30 (N -m) (40.7) (81.3) (122.0) (40.7) Nominal Embedment Depths hnom in. 2 2% 2% 3% 3% 5'A 2 2% (mm) (51) (73) (70) (98) (86) (130) (51) (73) Effective Embedment Depth her in. 1 % 2'A 21/4 3% 23/4 41/2 1 % 21/z (mm) (41) (64) (57) (86) (70) (114) (41) (64) Minimum Overall Anchor Length eanM in. 23/4 3% 33/4 51/2 41/2 6 23/4 31/2 (mm) (70) (89) (95) (140) (114) (152) (70) (89) Critical Edge Distance cap in. 6'/z 6 61/2 61/2 71/2 71/2 9 61/z 8'/z (mm) (165) 1 (152) (165) (165) (191) (191) (229) (165) 1 (216) in. 6 7 4 4 61%2 6 cmn (mm) 1 (152) (178) (102) (102) 1 (165) (152) Minimum Edge Distance forst (mm) — — — — — (254) in. 3 7 4 4 5 3 Smin (mm) (76) (178) 1 (102) (102) (127) (76) Minimum Spacing force in. — — — — — 10 (mm) — — — — — (254) Minimum Concrete Thickness hmi„ in. 3'/a 41/ 4 % 5'/2 6 5'/2 7'/6 3'/4 41/z (mm) (83) (114) (114) (140) (152). (140) (200) (83) (114) .y. to y ud z f Fhc •rr..Y ,?rnr ."'Ai,.'rki!,.v< MILe1:1. 'D i4 -547"'a.um. 1.y6 -' ddition• - AalsDala, ,.a.a.. '..'��. , v¢, .�. D�' Yfv,, .y.•':•�,„r ac;: .u� .�: Yield Strength fyd psi 92,000 85,000 80,000 (MPa) (634) (586) (552) Tensile Strength f„m 1(793;0 1(689;0 (MPa) Minimum Tensile and Shear Stress Area Ase mm2 0(33) 0.1) 0(33) ( ) (33) (68) . (107) (107) (33) Axial Stiffness in Service Load Range – IbAn 34,820 63,570 91,370 29,150 Cracked and Uncracked Concrete P (N/mm) (6,098) (11,133) (16,001) (5,105) For SI: 1 inch = 25.4 mm, 1 ft-Ibf =1.356 N -m, 1 psi = 6.89 Pa, 1 int = 645 mm2,1 Ibf/in = 0.175 Wmm. 1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2. The clearance must comply with applicable code requirements for the connected element. 3. For the 2006 IBC, ds replaces d3. 4. For the 2003 IBC, fu1 replaces f6m. 18 5. Drilled hole depth to be greater than or equal to nominal embedment depth. Strong -Bolt" 2 Wedge Anchor Tension Strength Design Data r� SauaMos� s' * 'See page 5 for an explanation {' of the load table icons a2.r" °� r ';; & f Nominal Anchor Diameter (m') �� '` " r R ; �'� Carbon Steel " " r'� Stainless Steel ' �Charactensttc �� 60l �� Units' Anchor Category 1,2 or 3 Nominal Embedment Depth hnom in. 2 2'/6 2 s/4 3 % 3 s/e 5 % 2 2 �/e (mm) (51) (73) (70) (98) (86) (130) (51) (73) Stt eI Strength in Tension (AC1;318 Seehon 0 51) . Steel Strength in Tension Nsa Ib 5,600 12,100 19,070 5,140 (kN) (24.9) (53.8) (84.8) (22.9) Strength Reduction Factor - Steel msa 0.75 0.75 Failure 2 Coitcrete'Breakout`Strength:in Tension (ACI 318Seclion D:5 Effective Embedment Depth het in. 1 % 2r/2 2% 3% 2% 41/2 1 % 21/2 (mm) (41) (64) (57) (86) (70) (114) (41) (64) Critical Edge Distance cac in. 61/2 6 61/2 71/2 71/2 9 61/2 81/2 (mm) (165) (152) (165) (191) (191) (229) (165) (216) Effectiveness Factor - Uncracked k uncr - 24 24 24 24 Concrete Effectiveness Factor -Cracked kcr - 17 17 17 17 Concrete Modification Factor Wc,W - 1.00 1.00 1 1.00 1.00 Strength Reduction Factor -Concrete rete - 0.65 0.65 Breakout Failure -�, �� ,, ,Pull' -Out Strength m -Tension (AC.1318 Secjion ~6,8955 Pull -Out Strength Cracked Concrete N P.cr Ib 1,3005 2,7755 WA4 3,7355 WA4 1,7206 3,1456 (f'c=2500 psi) (kN) (5.8)5 (12.3)5 (16.6)5 (30.7)5 (7.7)6 (14.0)6 Pull -Out Strength Untracked Concrete NP.uncr Ib N/A4 3,3405 3,6155 5,2555 N/A4 9,0255 WA4 4,7706 (f'c=2500 psi) M) (14.9)5 (16.1)5 (23.4)5 (40.1)5 (21.2)6 Strength Reduction Factor - Pullout rep _ 0.65 0.65 Failure' w Tensile, ren h for:Seismte,,Appllcations_ ACI Section D 3 3 3) ;y gt. Tension Strength of Single Anchor for Ib) 5 (5 WA 4 7 3,735 5 WA 4 ,8955 5 1,7206 7 706 e ,8 6 6 s Seismic Loads f 2500 psi)NReQ ( kN 805 ) (12.355 )5 655 ( ) ( ) ( ) ( ) Strength Reduction Factor - Pullout meq I - 0.65 0.65 Failure' For SI:1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D, except as modified below. 2. The tabulated value of @, applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, the appropriate value of om must be determined in accordance with ACI 318 D.4.5. Strong -Bot" 2 anchors are ductile,steel elements as defined in ACI 318 DA. 3. The tabulated value of ocb applies when both the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the M factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4 for Condition A are met, the appropriate value of 4cb must be determined in accordance with ACI 318 D.4.4(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of oeb must be determined in accordance with ACI 318 D.4.5(c). 4. WA (Not Applicable) denotes that pullout resistance does not need to be considered. 5. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f'c / 2,500 psi)05 or (f'c / 17.2 MPa)05. 6. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f'c / 2,500 psi)0J or (f'c / 17.2 MPa)03 7. The tabulated value of app or 0ev applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 92 are used and the requirements of ACI 318 D.4.4(c) for Condition Bare met It the load combinations of ACI 318 Appendix C are used, appropriate value of 0 must be determined in accordance.wth ACI 318 Section D.4.5(c). 8. For the 2003 IBC, T3 replaces TO - 9. When anchors are used in structural sand -lightweight concrete, the modification factor (A) for concrete breakout strength may be taken as 0.6. In addition, the pullout strength Np.uncr. Nper and Np,eQ shall be multiplied by 0.6 as applicable. 19 Strong -Bolt" 2 Wedge Anchor Shear. Strength -Design Data' * 'See page 5 for an explanation tur. of the load table icons � ° 9 ' >' ' Nominal Anchor Diameteu(m ) r. Characteifstfc' :. K • .Symbol, • Unds V ` •, w, n p , Carbotr Steel i Stainless Steel Anchor Category 1,2 or 3 Nominal Embedment Depth haom in. 2 (mm) (51) 2% (73) 23/4 (70) 3% (98) 3% (86) 51/e 2 (130) (51) 2% (73) Steel.StrenIJffH6;Shea .(ACI 31BSection 0.6.1)' Steel Strength in Shear y" Ib 1,800 7,235 11,035 3,085 (M (8.0) (32.2) (49.1) (13.7) Strength Reduction Factor - Steel Failurez 0. - 0.65 0.65 r ,Cgnciete'8reakoutSirength'in Shear.(ACI318 Section Outside Diameter dos 0.375 0.500 0.625 0.375 (in. mm) (9.5) (127) (15.9) (9.5) Load Bearing Length of Anchorin Shear Ce in. 1.625 1 2.500 2.250 1 3.375 2.750 4.500 1.625 1 2.500 (mm) (41) (64) (57) (86) (70) (114) (41) (64) Strength Reduction Factor - Concrete Deb - 0.70 0.70 Breakout Failure' Concrete;Pryo. ,Strength in Sheai (AC1318 Section 0:6.3) Coefficient for Pryout Strength kc - 1.0 2.0 1.0 2.0 2.0 1.0 2.0 Effective Embedment Depthhet in. 1 % 21/2 21/4 3% 23/4 4Yz 1 % 2% (mm) (41) (64) (57) (86) (70) (114) (41) (64) Strength Reduction Factor -Concrete OCP- 0.70 0.70 Pryout Failure SteelStrenWh in Sheai-for Seismic Applitations (ACI 318 Seehon f) 11.3) Shear Strength of Single Anchor forIb 1,800 6,510 9,930 3,085 Seismic Loads (f'c= 2500 psi) (M (8.0) (29.0) (44.2). (13.7) Strength Reduction Factor -Steel Failurez Osa - 0.65 0.65 For SI:1 inch = 25.4 mm,1 Ibf = 4.45 N. 1. The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D, except as modified below. 2. The tabulated value of 0sa applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition 8 are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0sa must be determined in accordance with ACI 318 D.4.5. Strong -Bolt" 2 anchors are ductile steel elements as defined in ACI 318 D.1. 3. The tabulated value of ocb applies when both the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary 20 reinforcement can be verified, the 00 factors described in ACI 318 Section D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4 for Condition A are met, the appropriate value of Deb must be determined in accordance with ACI 318 Section D.4.4(c). If the load combinations of.ACI 318 Appendix C are used, the appropriate value of Deb must be determined in accordance with ACI 318 Section D.4.5(c). 4. The tabulated value of 0cp applies when both the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0cp must be determined in accordance with ACI 318 D.4.5(c). 5. For the 2006 IBC, do replaces da. ;/ I Anchorin and fastening Systems for Concrete and Masonry Addendum I Strong -Bolt" 2 Wedge Anchor Tension,and Shear Strength Design Data for the Soffit of Concrete Over Profile Steel Deck, Floor and Roof Assemblies 1,2.5.9 SStramtgTie 'See page 5 for an explanation of the load table icons For SI:1 inch = 25.4 mm,1 Ibf = 4.45 N. 1. The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D, except as.modfied below. 2. Profile steel deck must comply with the configuration in the figure below, and have a minimum base -steel thickness of 0.035 inch (0.889 mm) [20 gauge]. Steel must comply with ASTM A 653/A 653M SS Grade 33 with minimum yield strength of 38,000 psi (262 Mpa). Concrete compressive strength shall be 3,000 psi minimum. 3. For anchors installed in the soffit of sand -lightweight or normal -weight concrete over metal deck floor and roof assemblies, calculation of the concrete breakout strength may be omitted. 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete for anchors installed in the soffit of sand -lightweight or normal -weight concrete over metal deck floor and rood assemblies Np,deckcr shall be substituted Min.1W Min. h'typ. T o 4' }t Max. 3' JM1n.4W I h for Np cf. Where analysis indicates no cracking at service loads, the normal pullout strength in uncrar ked concrete Ne deckuncr shall be substituted for Np uncr• 5. In accordance with ACI 318 Section D.6.1.2(c), the shear strength for anchors installed in the soffit of sand -lightweight or normal -weight concrete over metal deck floor and rood assemblies Vn,deck shall be substituted for Vsa. 6. The minimum anchor spacing along the flute must be the greater of 3.Ohef or 1.5 times the flute width. 7. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f'r/3,000 psi)03 or( f'0120.7 MPa)as 8. The, characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f'c / 3,000 psi)03 or (fc / 20.7 MPa)03 9. Minimum distance to edge of panel is 2hef• Min. 3,000 psi n0 r or sand -lightweight concrete ' o °.•p o o• •' �o Upper °. w° • • Min. flute 20 gauge Min.4%' steel deck 12' Np Lower Max. 1' onset, typ. flute Example: Strong -Bolt" 2 Wedge Anchor Allowable Stress Design Tension Values * 'See page 5 for an explanation for Illustrative Purposes 1,243,4,5,63,e,9 of the load table icons Nominal Nominal c Effective 1'4• Nominal Anchor •Diameter, (in.) Anchor Embedment , Embedment A, Carbon Steel _ Stainless Steel . Characteristic Symbol Units Lower Flute r Upper Flute Lower Flute Upper Carbon Steel 2 1% 1,090 e/e 2% 21/2 1,465 Flute 2% 2% 1,585 1/2 3% 3% 2,305' 3% 2% 2,400 s/e 51/s 4% 3,965 Stainless Steel Nominal Embedment Depth hnom in. (mm) 2 (51) 38/e (86) 2%E (70) 21/2 3% (86) 5% (143) 2 (51) 2% (70) 2 (51) 3% (86) 2 (51) Effective Embedment Depth her in. (mm) 1 % (41) 3 (76) 21/428/4 (57) (70) 5 (127) 1 % (41) 21/4 (57) 1 % (41) 3 (76) 1 % (41) Installation TorqueT;�t ftAbf (N -m) 30 (40.7) 60 (81.3) 90 (122.0) 30 (40.7) 60 (81.3) 30 (40.7) 30 (40.7) Pullout Strength, concrete on metal Nv.deckcr Ib 1,2507 2,230' 2,0407 2,730' 2,615' 4,9907 1,6107 3,7857 1,1208 2,7958 1,4108 deck(cracked)3.4 (kN) (5.6)7 (9.9)7 (9.1)7 (12.1)7 (11.6)7 (22.2)7 (7.2)7 (16.8)7 (5.0)8 (12.4)8 (6.3)8 Pullout Strength, concrete on metal Np.deckuncr Ib 1,7651 3,1507 2,5807 3,840' 3,6851 6,5657 2,2757 4,7957 1,5808 3,9508 1,9908 deck (uncracked)3,4 (kN) (7.9)7 (14.0)7 (11.5)7 (17.1)7 (16.4)7 (29.2)7 (10.1)7 (21.3)7 (7.0)8 (17.6)8 (8.9)8 Steel Strength in Shear, concrete on stdeck Ib 1,595 3,490 2,135 4,580 2,640 7,000 4,060 5,920 2,285 3,785 3,830 metal decks (kN) (7.1) (15.5) (9.5) (20.4) (11.7) (31.1) (18.1) (26.3) (10.2) (16.8) (17.0) For SI:1 inch = 25.4 mm,1 Ibf = 4.45 N. 1. The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D, except as.modfied below. 2. Profile steel deck must comply with the configuration in the figure below, and have a minimum base -steel thickness of 0.035 inch (0.889 mm) [20 gauge]. Steel must comply with ASTM A 653/A 653M SS Grade 33 with minimum yield strength of 38,000 psi (262 Mpa). Concrete compressive strength shall be 3,000 psi minimum. 3. For anchors installed in the soffit of sand -lightweight or normal -weight concrete over metal deck floor and roof assemblies, calculation of the concrete breakout strength may be omitted. 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete for anchors installed in the soffit of sand -lightweight or normal -weight concrete over metal deck floor and rood assemblies Np,deckcr shall be substituted Min.1W Min. h'typ. T o 4' }t Max. 3' JM1n.4W I h for Np cf. Where analysis indicates no cracking at service loads, the normal pullout strength in uncrar ked concrete Ne deckuncr shall be substituted for Np uncr• 5. In accordance with ACI 318 Section D.6.1.2(c), the shear strength for anchors installed in the soffit of sand -lightweight or normal -weight concrete over metal deck floor and rood assemblies Vn,deck shall be substituted for Vsa. 6. The minimum anchor spacing along the flute must be the greater of 3.Ohef or 1.5 times the flute width. 7. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f'r/3,000 psi)03 or( f'0120.7 MPa)as 8. The, characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f'c / 3,000 psi)03 or (fc / 20.7 MPa)03 9. Minimum distance to edge of panel is 2hef• Min. 3,000 psi n0 r or sand -lightweight concrete ' o °.•p o o• •' �o Upper °. w° • • Min. flute 20 gauge Min.4%' steel deck 12' Np Lower Max. 1' onset, typ. flute Example: Strong -Bolt" 2 Wedge Anchor Allowable Stress Design Tension Values * 'See page 5 for an explanation for Illustrative Purposes 1,243,4,5,63,e,9 of the load table icons Nominal Nominal c Effective Allowable Anchor Embedment , Embedment Tension Diameter Depth, boom : . Depth, her Load, fNwfa (in.) (in:) (in.) (lbs.) Carbon Steel 2 1% 1,090 e/e 2% 21/2 1,465 2% 2% 1,585 1/2 3% 3% 2,305' 3% 2% 2,400 s/e 51/s 4% 3,965 Stainless Steel 2 1% 1,090 8/e 2% 21/2 2,080 Design Assumptions: 1. Single anchor. 2. Tension load only. 3. Concrete assumed to remain uncracked for the fife of the anchorage. 4. Load combinations taken from ACI 318 Section 9.2 (no seismic loading). 5. 30% Dead Load (D) and 70% Live Load (L); Controlling load combination is 1.2D + 1.6L. Calculation of a based on weighted average: a =1.2D + 1.61- =1.2(0.3) + 1.6(0.7) =1.48. 6. Normal weight concrete with f'c = 2,500 psi. 7. Cal =.Ca2 2 Cac 8. Concrete thickness, h 2 hmin 9. Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided.) 'Illustrative Procedure (reference Strong -Bolt" 2 Tension Strength Design Data Table): Strong -Bolt" 2,1/2' -diameter with an effective embedment depth, hef = 3 W. Step 1: Calculate steel strength in tension in accordance with ACI 318 D.5.1; fi�saNsa = 0.75 x 12,100 = 9,075 lbs. Step 2: Calculate concrete breakout strength in tension in accordance with ACI 318 D.5.2; ocbNcb = 0.65 x 7,440 = 4,836 lbs. Step 3: Calculate pullout strength in tension in accordance with ACI 318 D.5.3; 0PNp, uncr = 0.65 x 5,255 = 3,416 lbs. Step 4: The controlling value from Steps 1, 2, and 3 above in accordance with ACI 318 D.4.1.2; ^ = 3,416 lbs. Step 5: Divide the controlling value by the conversion factor a as determined in footnote 5; Tallowable ASD = ONn/a = 3,416 / 1.48 = 2,305 lbs. The edge distance, spacing and member thickness requirements in the Strong -Bolt" 2 Installation Information Table apply to a single anchor and anchor groups. W /"'17 Built-up Roofing Specifications Johns Manville 5.0 Application of Materials 5.1 The proper application of roofing materials is as important to the satisfactory performance of the roof membrane as the materials . themselves. JM suggests the following guidelines for application of all roofing materials. A. Wet or damaged materials should not be used. B. Never apply any roofing materials during rain or snow, or to wet surfaces. Moisture trapped within the roofing system as a result of this can cause severe damage to the roof membrane and insulation. C. Review the guidelines for application of roofing, roof insulations, coatings and accessories shown in the current Johns Manville Commercial/Industrial Roofing Systems Manual. D. Always start application at the low edge of the roof per the individual specification diagram. E. Good roofing procedure restricts the application of hot asphalt to a maximum of 6' (1.83 m) in front of the roll. F. When using mechanical felt laying equipment, be sure that all orifices are open. G. All roofing ply felts should be well set into the hot asphalt utilizing a squeegee or some other device. H. Take special care when applying coated felts in cold weather. Roll out and cut all mineral surface BUR felts to specified lengths and allow them to flatten. Check the temperature of the asphalt at the mop or asphalt spreader to determine that it is at the proper application temperature. Do not apply mineral -surfaced cap sheet when the air temperature is below 50°F (10°C). I. Do not mix different grades of asphalt or dilute asphalt with any material. J. Heat the asphalt according to the manufacturer's recommendations. Check the temperature of the asphalt at the kettle and at the point of application. Have accurate thermometers on all roofing kettles. Adhere to the guidelines for the heating of asphalts in this section of the manual. K. Always use the proper grade asphalt A good guideline to follow regarding the use of asphalt is "Use the softest grade of asphalt commensurate with the slope and climatic conditions." L Always install water cutoffs at the end of each day's work to prevent moisture infiltration into the completed work area. Water cut-offs should be completely removed prior to resuming work. M. Heed the cold weather application procedures in Paragraph 13.0 of this section. N.. Always install the complete roofing system at one time. Phased construction may result in slippage of felts due to'excessive amounts of asphalt between the phased plies.. Blisters due to entrapment of moisture, or poor adhesion of the membrane due to dust and foreignmaterial collecting on the exposed felts, are other hazards of phased construction. 0. It is essential itiat traffic be minimized on a freshly laid roof, while the asphalt is still fluid. Asphaltic displacement through the porous fiber glass ply felts can result from rooftop traffic during asphalt "set" time. Depending on specific job factors, this set time cante as long as 45 minutes. Asphaltic displacement can result in "phantom" leaks and blistering of the membrane. P. Always comply with published safety procedures for all products being used. See the "Introduction"'section of the current JM Comme.rcial/Industrial Roofing Systems Manual, MSDS and container labels for health and safety recommendations. 6.0 Roofing Felts 6.1 JM manufactures different fiber glass roofing felts for a variety of roofing needs: felts for flashings, vapor retarders, roof plies, base sheets and special felts for venting. 6.2 Roofing felts are furnished in rolls consisting of one or more squares. A "factory' square of roofing contains sufficient material to cover 100 ft' (9.29 m') of roof surface accounting for nominal side and end laps. 7.0 Roofing Asphalts 7.1 Roofing asphalts are available in four grades, shown in Paragraph 7.8 of this section. In general, they are grade specified by softening point The slope of the roof governs the grade to be used, in conjunction with the climatic constraints. The success or failure of a roofing system depends on the use of the proper grade of asphalt as called for in the roofing specification. 7.2 Health and Safety See Section 1 for health and safety information. 7.3 Heating Asphalts are susceptible to damage from overheating. Overheating, even for short periods, can "crack" or degrade the asphalt (a drop in softening point and slight oiliness is a symptom). Fall back in softening point can result in slippage of felts in the roofing system. As the softening point decreases, the viscosity or "holding power" of the interply asphalt decreases, resulting in slippage. If the overheating is more gradual, the asphalt may "age" prematurely, losing the beneficial light oils that help the roofing system weather and stay waterproof. Since asphalts are thermoplastic, their viscosity varies with temperature. Application temperature must be in the range which will permit an adequate film of asphalt, whether applied by mop or machine. 7.4 The JM Technical Center, in conjunction with the National Roofing Contractors Association (NBCA) and the Asphalt Roofing Manufacturing Association (ARMA), has been involved in considerable research developing guidelines for the proper heating and application of hot asphalt These guidelines use the principle of Equiviscous Temperature. 7.5 In conjunction with these guidelines, the following information is printed on the cartons of asphalt, or on the bill of lading for asphalt shipments. 1. The Softening Point as determined by ASTM D 312. 2. The Minimum Flash Point (FP) of the asphalt as determined by ASTM D 92. 3. The Equiviscous Temperature (EVT). As currently defined by ASTM, this is the temperature at which the asphalt viscosity is 125 centistokes. Asphalt applied within ±25°F (±14°C) of the EVT at the point of applicatibn,-will provide a nominal 23-25 pounds of asphalt per 100 ft' (1.12 -1.22 kg/ml). u Johns Manville 4. The Finished Blowing Temperature (FBT). This is the temperature at which the blowing of the asphalt is completed. 7.6 Work done by NBCA has shown that different EVT values should be used for mop -applied asphalt and machine -applied asphalt Mop - applied asphalt should be applied at an EVT based on 125 centipoise, while machine -applied asphalt should be applied using an EVT based on 75 centipoise. ASTM is currently evaluating incorporating this information into its specifications. Some asphalt suppliers are now including both EVT values on their product If only the 125 centipoise (centistokes) value is provided, then for machine application, the asphalt should be applied at a 25'F (14°C) higher temperature than the 125 centipoise values. 7.7 JM requires adherence to the following guidelines when the above information is furnished: 1. Use the proper softening point asphalt as specified for the roof slope and material. 2. For optimum application, the asphalt should be at the Equiviscous Temperature, ±25'F (±14'C), at the point of application. 3. Never heat the asphalt to or above the Flash Point (FP). Heating in excess of the Flash Point can cause the asphalt to ignite, causing a fire. 4. Heating above the Finished Blowing Temperature (FBT) should be strictly regulated, never for longer than 4 hours, to preclude excessive asphalt degradation. 7.8 The characteristics per ASTM D 312 of the various grades of asphalt are as follows: " Cleveland Open Cup Method. Penetration (dmm) Softening 77'F Flash Point ASTM Point C.O.C.;" Product Type Min. Max. Min. 140'F(600C) 1 1350F 151'F 475°F (dead level) (57'C) (66'C) (246'C) 170'F(77'C) II 158°F 176'F 475'F (flat) (700C) (80°C) (246°C) 190 -F188 -C) III 185'F 205°F 475'F (steep) (85°C) (96°C) (2460C) 220oF(104*C) IV 210'F 2250F 475'F (special steep) (99°C) (107'C) (2460C) " Cleveland Open Cup Method. Penetration (dmm) ' Trumbull is a registeredlredemerk of Owens Corning. Built -Up Roofing Specifications 7.9 If Equiviscous Temperature is not available, nominal heating temperature guidelines of the asphalt are as follows: Recommended Temneratures Asphalt Type 32'F 77'F 140'F(600C) 115'F Ductility (000 (250C) 170°F(77'C) (46'C) Q 60 Sec. 5 Sec. 190'F(88'C) 5 Sec. 770F 2009. 100g. 2200F(1040C) 50g. (25'C) Product Min. Max. Min. Max. Min. Max. 5 cm/Min. 140'F(600C) 3 — 18 60 90 180 10.0 170°F (77'C) 6 — 18 40 — 100 3.0 190'F (88°C) 6 — 15 35 — 90 2.5 220'F (1040C) 6 — 12 25 — 75 1.5 ' Trumbull is a registeredlredemerk of Owens Corning. Built -Up Roofing Specifications 7.9 If Equiviscous Temperature is not available, nominal heating temperature guidelines of the asphalt are as follows: Recommended Temneratures Asphalt Type Heating Application for BUR 140'F(600C) 425°F 335°F to 405'F (218'C) (168'C to 207°C) 170°F(77'C) 450'F 350'Fto 415'F (2320C) (177°C to 213°C) 190'F(88'C) 500'F 365°F to 4350F (2600C) (1850C to 2240C) 2200F(1040C) 5001F 400'Fto 4750F (260°C) (2040C to 2460C) 7.10 Use of insulated buckets and insulated circulating lines for cold weather application can help maintain a proper EVT when temperatures are low and the distance from the asphalt source to the point of application is great 7.11 When asphalts are applied within the EVT temperature ranges, the proper amount of asphalt will be placed between the plies. The recommended quantity of asphalt has been indicated on each specification in the current Johns Manville Commercial/Industrial Roofing Systems Manual. Regardless of the exact quantity of asphalt applied, it is important that the asphalt be continuous, so felt does not touch felt, and that there be full adhesion between all plies of the system. JM considers a ±25% deviation from the asphalt quantity listed to be acceptable. 7.12 Asphalt can come from a variety of crude sources. Many of these sources produce high quality mopping grade asphalts and many do not Various physical properties of asphalts can affect the performance of the roofing system. For this reason, JM qualifies asphalt sources throughout the country and requires that only these asphalts be used to ensure good performance and compatibility with the roofing products being used. JM requires the use of Trumbull®" or another JM -approved asphalt within systems which require a JM Peak Advantage Guarantee. These approved asphalts are periodically tested to assure con- formance to both ASTM and JM asphalt specifications. For the names of approved asphalt suppliers in your area, contact a JM sales representative. 8.0 Modified Asphalt 8.1 PermaMop is a modified asphalt with a softening point of between 210-225°F (99-107'C). While the softening point is comparable to an ASTM 0 312, Type IV asphalt, its other physical properties are more comparable to a lower melt point standard asphalt. As a result, PermaMop offers many of the adhesion and weathering advantages of a low melt point asphalt without the slope restrictions of a softer standard asphalt. 3-21' 117ki Johns Manville 8.2 There is currently no ASTM standard which governs the physical property characteristics of this type of asphalt. The following chart lists some of the physical properties of PermaMop and other asphalts: 8.3 Safety All safety guidelines applicable to standard asphalt should also be applied to the use of PermaMop modified asphalt. See Section 1 for more information. 8.4 Equiviscous Temperature The Equiviscous Temperature of PermaMop asphalt is between 355-420'F (179-216'C). Care should betaken to ensure that the PermaMop is applied at the Equiviscous Temperature. 9.0 Cements, Coatings and Primer 9.1 JM's cold asphaltic cements and coatings are asbestos free and are designed especially for use in asphaltic built-up roofing systems. They are used for priming various surfaces to improve bonding of membranes and flashings, as coatings for smooth -surface fiber glass roofs, for roof repair, for adhering flashings, or for sealing metal and other materials. JM also has BUR Adhesive which is designed to bond layers of fiber glass felts together to form a roof membrane without the use of hot asphalt 9.2 Handling and Application Cutback materials contain flammable solvents. Do not expose them to flame or high temperatures. Take all routine fire and safety precautions. Do not heat these materials in closed containers or in open containers above their flash point. Do not heat these materials under any circumstances with an open flame. Do not apply any solvent -containing material in a confined space. Do not combine or dilute any of these materials. Built -Up Roofing Specifications 9.3 Coverage and Selection of Roof Coatings and Surfacings 9.3:1 The type and quantity of roof surfacing is dictated by the following: the specification selected, incline of the roof structure, and Underwriters Laboratories Classification required. 9.3.2 The following is a list of the surfacings available and typical application rates per 100 ft: Surfacing: TopGard Type A 13A - 2 gal (0.7 - 0.8 Vmt) TopGard Type B 2 - 3 gal (0.8 -1.2 I/m2) TopGard 4000 1 -114 gal (0.4 - 0.6 Vmt) (over smooth sheets) TopGard 4000 114 - 2 gal (0.6 - 0.8 Vm') (over mineral sheets) TopGard 5000 1 - 136 gal (0.4 - 0.6 Vm') (over smooth sheets) TopGard 5000 114 - 2 gal (0.6 - 0.8 Vm') (over mineral sheets) TopGard Base Coat 1 -114 gal (0.4 - 0.6 Vm') (over smooth sheets) TopGard Base Coat 114 - 2 gal (0.6-0.8Vm2) (over mineral sheets) Fibrated Aluminum'Roof Coating* 2 gal (0.8 VM') ' For immediate application, apply over TopGard B which has been allowed to dry for at least 72 hours. Otherwise, apply over asphalt surfacing which has weathered over one summei. Application in 2 coats will result in improved coverage and appearance. 9.3.3 Refer to individual product information sheets for more detailed application instructions. 9.3.4 When final surfacing is not. possible following application of the membrane, JM -recommends, as good practice, that a glaze coat of hot asphalt (10-15 Ib/100 fe [0.49-0.73 kg/m?]) be mop or squeegee applied: To accommodate job conditions, the membrane may be left uncoated for a period of up to six months: Low spots and valleys should, however, be glazed to protect these areas of the roof. Following such delay, an appropriate repair must be made to all damaged. areas and the entire roof surface cleaned and primed prior to final surfacing. 9.4 TopGard Type A, B, Base Coat, 4000 or 5000 Store and apply TopGard Type A, B, Base. Coat, 4000 or 5000 at temperatures above 40'F (41C). Do not use if it has frozen. Do not apply when rain or freezing temperatures are expected within 24 hours. Apply TopGard Type A,or B, only to surfaces that are clean, dry, and free of dust and dirt. If the surface is not clean, dry, and free of dust or dirt; it must b, primed with.Concrete Primer prior to the application of the coating. Allow TopGard.Type B to dry for at least 72 hours before installing any other coating over it See the appropriate product data sheet for more complete application directions. 9.5 Fibrated Aluminum Roof Coating Asphalt surfacings> especially low softening point asphalts, continue to flex and flow after they are applied, therefore, it is not recommended that Fibrated-Aluminum Roof Coating be applied over Type I and Type II asphalts. Higher softening point asphalts should weather at least one summer prior to the application:of Fibrated Aluminum Roof Coating. If the Fibrated Aluminum`Roof Coating must be applied right away, coat the "roof with TopGard Type B which has been allowed to dry for at least 72 hours, and then apply the Fibrated Aluminum Roof Coating. Fibrated Aluminum Roof Coating must be thoroughly mixed to a smooth consistency and uniform silver color prior to using. No roof coating will resist standing water. Light-colored coatings such as Fibrated Aluminum Roof Coating are particularly susceptible to erosion and discoloration by ponded water. Valleys and low spots should be poured with asphalt and surfaced with gravel or a reflective aggregate such as marble chips. r G m i L C G L CL G d a 6 a E m m m m sCL 4 1 Property d m 2 2 C m= 2 a m a m Softening Point (1) 210 225 135 151 158 176 185 205 210 225 (°C) 99 107 57 fib 70 80 85 96 99 107 Hash Point 119 525 625 475 - 475 - 475 - 475 - ('C) 274 329 246 - 246 - 246 - 246 - Penetration, (dmm) (® 771 [25°Cll 15 35 18 60 18 40 15 35 12 25 Ductility M 771 [25°0 cm 6 - 10 - 3.0 - 2.5 - 1.5 - Equiviscous Temperature (EV1) (1) 355 420 350 (avg.) 385 (avg.) 410 (avg.) 440 (avg.) °C 196 0 977 8.3 Safety All safety guidelines applicable to standard asphalt should also be applied to the use of PermaMop modified asphalt. See Section 1 for more information. 8.4 Equiviscous Temperature The Equiviscous Temperature of PermaMop asphalt is between 355-420'F (179-216'C). Care should betaken to ensure that the PermaMop is applied at the Equiviscous Temperature. 9.0 Cements, Coatings and Primer 9.1 JM's cold asphaltic cements and coatings are asbestos free and are designed especially for use in asphaltic built-up roofing systems. They are used for priming various surfaces to improve bonding of membranes and flashings, as coatings for smooth -surface fiber glass roofs, for roof repair, for adhering flashings, or for sealing metal and other materials. JM also has BUR Adhesive which is designed to bond layers of fiber glass felts together to form a roof membrane without the use of hot asphalt 9.2 Handling and Application Cutback materials contain flammable solvents. Do not expose them to flame or high temperatures. Take all routine fire and safety precautions. Do not heat these materials in closed containers or in open containers above their flash point. Do not heat these materials under any circumstances with an open flame. Do not apply any solvent -containing material in a confined space. Do not combine or dilute any of these materials. Built -Up Roofing Specifications 9.3 Coverage and Selection of Roof Coatings and Surfacings 9.3:1 The type and quantity of roof surfacing is dictated by the following: the specification selected, incline of the roof structure, and Underwriters Laboratories Classification required. 9.3.2 The following is a list of the surfacings available and typical application rates per 100 ft: Surfacing: TopGard Type A 13A - 2 gal (0.7 - 0.8 Vmt) TopGard Type B 2 - 3 gal (0.8 -1.2 I/m2) TopGard 4000 1 -114 gal (0.4 - 0.6 Vmt) (over smooth sheets) TopGard 4000 114 - 2 gal (0.6 - 0.8 Vm') (over mineral sheets) TopGard 5000 1 - 136 gal (0.4 - 0.6 Vm') (over smooth sheets) TopGard 5000 114 - 2 gal (0.6 - 0.8 Vm') (over mineral sheets) TopGard Base Coat 1 -114 gal (0.4 - 0.6 Vm') (over smooth sheets) TopGard Base Coat 114 - 2 gal (0.6-0.8Vm2) (over mineral sheets) Fibrated Aluminum'Roof Coating* 2 gal (0.8 VM') ' For immediate application, apply over TopGard B which has been allowed to dry for at least 72 hours. Otherwise, apply over asphalt surfacing which has weathered over one summei. Application in 2 coats will result in improved coverage and appearance. 9.3.3 Refer to individual product information sheets for more detailed application instructions. 9.3.4 When final surfacing is not. possible following application of the membrane, JM -recommends, as good practice, that a glaze coat of hot asphalt (10-15 Ib/100 fe [0.49-0.73 kg/m?]) be mop or squeegee applied: To accommodate job conditions, the membrane may be left uncoated for a period of up to six months: Low spots and valleys should, however, be glazed to protect these areas of the roof. Following such delay, an appropriate repair must be made to all damaged. areas and the entire roof surface cleaned and primed prior to final surfacing. 9.4 TopGard Type A, B, Base Coat, 4000 or 5000 Store and apply TopGard Type A, B, Base. Coat, 4000 or 5000 at temperatures above 40'F (41C). Do not use if it has frozen. Do not apply when rain or freezing temperatures are expected within 24 hours. Apply TopGard Type A,or B, only to surfaces that are clean, dry, and free of dust and dirt. If the surface is not clean, dry, and free of dust or dirt; it must b, primed with.Concrete Primer prior to the application of the coating. Allow TopGard.Type B to dry for at least 72 hours before installing any other coating over it See the appropriate product data sheet for more complete application directions. 9.5 Fibrated Aluminum Roof Coating Asphalt surfacings> especially low softening point asphalts, continue to flex and flow after they are applied, therefore, it is not recommended that Fibrated-Aluminum Roof Coating be applied over Type I and Type II asphalts. Higher softening point asphalts should weather at least one summer prior to the application:of Fibrated Aluminum Roof Coating. If the Fibrated Aluminum`Roof Coating must be applied right away, coat the "roof with TopGard Type B which has been allowed to dry for at least 72 hours, and then apply the Fibrated Aluminum Roof Coating. Fibrated Aluminum Roof Coating must be thoroughly mixed to a smooth consistency and uniform silver color prior to using. No roof coating will resist standing water. Light-colored coatings such as Fibrated Aluminum Roof Coating are particularly susceptible to erosion and discoloration by ponded water. Valleys and low spots should be poured with asphalt and surfaced with gravel or a reflective aggregate such as marble chips. Johns Manville Coatings and surfacings will require periodic re -coating. The frequency of re -coating will depend on the quantity and quality of application and numerous climatic and environmental factors. 9.6 BUR Adhesive JM's BUR Adhesive is a one -part cold application adhesive specially formulated to set up quickly and when cured, forms a durable, elastomeric and watertight film. It is used to adhere roofing plies and for aggregate surfacings or as a direct substitute for asphalt in all JM Cold BUR -specifications. However, we recommend that only fully coated, non -porous felts, such as PermaPly 28, GlasBase Plus or GlasTite Flexible be used as ply and base sheets in cold -process systems. Ventsulation Felt is also acceptable as a base felt. DO NOT USE GlasPly IV or GlasPly Premier in these systems. For best results, make certain the surface to which the adhesive will be applied is clean, dry and free of loose material. All masonry surfaces must be primed with JM Concrete Primer. The primer must be allowed to dry thoroughly before application of the adhesive.. 10.0 Gravel and Slag Surfacings 10.1 Gravel or slag must be dry before using. Wet gravel or slag will cause foaming of the asphalt and prevent proper adhesion of the surfacing. In cold weather, if difficulty is experienced in obtaining proper embedment in the asphalt, the gravel or slag should be heated prior to application. 10.2 JM will approve the use of clean slag or gravel meeting ASTM D 1863, which applies to aggregates specified both for use in road construction and bituminous roofing. Aggregates meeting ASTM D 1863 are generally available commercially throughout the country. 10.3 Other surfacing material used in place of gravel or slag should be fairly cubical in shape, non -water -absorbent, hard and opaque, and of such size and nature as to result in firm.embedment in the asphalt. 10.4 Do not use transparent or translucent stones, such as dolomite or crushed masonry. 10.5 Flood the surface with the appropriate hot asphalt for the roof slope, at an approximate rate of 60 Ib/100 ft' (2:9 kg/m'): While the, asphalt is still hot, embed the surfacing. After the interply adhesive has cured, apply JM TopGard Type B at the rate of 6 gal/100 ft' (2.5 liters/ml). 10.6 Gravel should be spread at the rate of 400 Ib/100 ft'.(19.5 kg/ m'). Because of its lower weight in relation to volume, slag should be applied at the rate of 300 Ib/100 ft' (14.6 kg/m'): In any case, sufficient amounts of gravel or slag should be applied to result in full and complete coverage of the roof surface with approximately 50 percent of the aggregate solidly adhered in the asphalt. 11.0 -BUR p Slope Requir me e; s 11.1 Built-up roofing membranes utilizing asphalt can be applied on inclines up to 6" per ft (500 mm/m) when proper precautions are taken. On non-nailable decks wood nailers must be used. Nailers act as insulation stops for the roof insulation and as a facility to nail the fiber glass built-up roofing felts. Cold applied BUR is limited to inclines of 3" per ft (250 mm/m)-or less. _ Built -Up Roofing Specifications 11.2 Spacing of Nailers On decks where the incline is such that nailing of roofing felts is required (2" [51 mm] and over for smooth -surfaced roofs and 1" [25 mm] and over for gavel and mineral cap sheet surfaced roofs), wood nailing strips, Mi" [89 mm] minimum actual width) should be provided at the ridge and at the following approximate, intermediate points: Nailer Spacing and Type of Asphalt/Cap Sheet Roofs: Incline (inches/Foot) Nailer Spacing'(D)* Type of Asphalt 0"-1h" (0-41 min/m) Not required Type Ilt W-1" (41-83 mm/m) Not required Type III 1'-2"(83-167 mm/m) 20' (6.1m) face to face Type III 2'-3'(167-250 mm/m) 10' (3.1m) face to face Type III 3"-6" (250-500 mm/m) 4' (1.2 m) face to face Type IV Nailer Spacing and Type of Asphalt/Smooth-surfaced Roofs: Incline'(Inches/Foot) Nailer Spacing (D)* Type of Asphalt 0"-%s° (0-41 mm/m) Not required Type Ilt W-1" (41-83 mm/m) Not required Type Ilt 1"-2" (83-167 mm/m) Not required Type III 2"-3' (167-250 mm/m) 20' (6.1m) face to face Type III 3"-4"(250-333 mm/m) 10' (3.1m) face to face Type IV 4"-6" (333-500 mm/m) 4' (1.2 m) face to face Type IV Nailer Spacing and Type of Asphalt/Gravel-Surfaced Roofs: Incline (inches/Foot) Nailer Spacing (D)* Type of Asphalt 0'7W (0-41 mm/m) Not required Type Ilt W-1' (41-83 mm/m) Not required Type III 1"-2" (83-167 mm/m) 20' (6.1m) face to face Type III 2"-3" (167-250.mm/m) 10' (3.1m) face to face Type III * Allow sufficient clearance between nailers for insulation units. t Consult a JM Technical Services Specialist regarding projects in hot climates as Type II Asphalt may not be permitted in some areas. 11.3 Nailing strips should be the same thickness as the insulation, and at least 336" (89 mm) wide. They should be securely attached to the deck with mechanical fasteners to resist a pullout force of 200 Ib (890 N). Nailers "should run at right angles to the incline of the roof slope. 11.4 Nailable and Lightweight Concrete Decks On decks where the incline is over 1" (25 mm) for gravel -surfaced or cap sheet systems and 2" (51 mm) for smooth -surfaced systems, the felts must be installed parallel to the incline. Ply felts and cap sheets are to be baeknailed W (19 mm) from the leading edge at intervals equivalent to the nailer spacing shown in the table above. 11.5 Felt Application. Felts used in smooth -surfaced roofs must be installed parallel to the roof incline, on slopes greater than 2" per ft 1167 mm/m). This requirement applies to gravel and mineral -surfaced roofs at slopes greater than 1' per ft (83 mm/m). Nails must have a 1" (25 mm) minimum diameter cap. Where capped nails are not used, fasteners must be driven through caps having a minimum diameter of 1" (25 mm). 3� 4 Johns Manville 11.6 Fastener Spacing For 3, 4 and 5 -ply roofs, locate a nail at each nailer, spaced W (19 mm) from the leading edge of each felt 'as itis installed: Termination of a continuous cap sheet MUST occur at a nailer. At points of termination, place 5 nails across the 36° (914 mm) width of the endlap of the cap sheet and into the nailer. The first nail`is to be spaced Y4"(19 mm) from the leading edge of the cap sheet, with the remaining 4 nails spaced approximately 8'/° (216 mm) o.c., with the nails staggered across the width of the nailer to reduce the chance of the cap sheet tearing along the nail line. Nailing Pattern and Nailer Spacing shown with 3 -Ply System. Nailing Pattern and Nailer Spacing shown with 4 -Ply System. }EL24 k Built -Up Roofing Specifications Nailing Pattern and Nailer Spacing shownwith Cap Sheet Roofs. 12.0 Phase Construction 12.1 One of the greatest hazards of roof construction is the application of a roofing system in "phases." Phasing is a construction sequence in which a partially completed roof system is left exposed to the.weather for a period of time, even overnight The remainder of the roofing system is installed at a later time. This can lead to entrapped moisture; which can cause premature failure of the membrane. 12.2 Good roofing practice dictates that no more roofing materials should be applied at any one time than can be completed in one day. This means thatthe finished membrane MUST be installed all in the same day. Water cutoffs must be installed at all exposed edges of a day's completed work and completely removed prior to commencing the next day's work. 12.3 Aggregate surfacing may be postponed for up to six months over fiberglass asphalt roofs, provided valleys and'' low spots are glazed with 10;15 Ib/100 ft= (0.49-0.73 kg%ml)'of the interply asphalt. The roof surface must be free of dirt, debris and moisture prior to the application of asphalt flood coat and aggregate surfacing to assure proper'adhesion.'Surfaces that are excessively dirty should first be washed and cleaned with water, allowed to dry thoroughly, and then primed.with JM Concrete Primer. 117" Johns Mamrille 13.0 Cold Weather Application 13.1 Roof applications utilizing asphalt below 45°F (7°C) require special measures to ensure proper performance of the roofing. system. JM strongly recommends that the following guidelines be followed when applying built-up roofing systems in cold weather. A. Use extra care to ensure that any moisture is removed from the deck surface. The presence of moisture may cause poor adhesion or skips in the mopping asphalt, which in turn can entrap moisture within the roofing system. B. Store materials in a heated warehouse or closed and heated trailer immediately prior to installing. C. Do not overheat the asphalt. Insulated asphalt lines and insulated rooftop equipment should be used. Set up job site equipment to minimize the distance between asphalt heating source and application point. D. Do not mop more than 4' (1.22 m) ahead of the roll. Embed the rolls into the hot asphalt immediately. E. Squeegee all fiber glass ply felts to ensure adhesion. F. Install only as much roofing material as can be completed and covered in one day. G. The use of temporary roofs should be strongly considered if construction schedules require roof applications in cold or rainy weather. 13.2 BUR Adhesive: The adhesive can be installed in temperatures between 40°F and 100°F (4°C and 38°C). However, when the temperature is below 50°F (10°C), the adhesive must be stored in a warm area (approximately 70°F [21°C]) for 24 hours before being . used, to facilitate spreading. Note: Temperature affects the cure rate of the adhesive. Even in cooler weather, the product will develop bond strengths comparable to fully adhered single ply systems in a relatively short time. The membrane ultimately will develop adhesive bonds that exceed those of systems using asphalt as the adhesive. 14.0 Temporary Roof Coverings 14.1 At times, an owner or general contractor may require the building be closed when the weather is not conducive to good roof construction, or the roof area may have to be used as a work platform during construction. In the past, this situation has led to phase construction which has resulted in premature roof failure. When a completed roof system cannot be installed in one operation, it is recommend that the following procedures be observed: A. Nailable Decks: 1. Apply one layer of approved JM base felt, lapping the felt 2° (51 mm), and nailing 9° (229 mm) o.c. along the lap and 1Y (305 mm) a.c. through the center of the sheet. (Sheathing paper should first be installed on wood board decks. Sheathing paper is not required on plywood decks.) 2. Mop one ply of approved JM ply felt in ASTM D 312, Type III asphalt and apply a glaze coat of 10 - 15 Ib/100 ft' (0.49 - 0.73 kg/m') of the same grade asphalt. Built -Up Roofing Specifications 3. When the permanent roof is to be installed, inspect the roof and remove all damaged and blistered areas. Apply a layer of approved JM base felt nailed through the temporary roof and into the deck as the first layer of the roofing system. As an alternate, a layer of approved JM roof insulation may be mechanically fastened (with appropriate fasteners) through the temporary roof into the deck. 4. Proceed with installing the appropriate permanent roof specification. B. Steel Decks: 1. Apply a minimum layer of approved JM insulation, in adequate thickness to the steel deck using the appropriate mechanical fasteners. 2. Install two plies of fiber glass felt, both set in hot Type III asphalt to the insulation. 3. Finish with a 10 - 15 Ib/100 ft' (0.49 - 0.73 kg/m') glaze coat of hot, Type III asphalt. 4. When the permanent roof is to be applied, inspect the roof area. If the insulation has not been damaged and is dry, remove any blistered or damaged felt. Solid mop a layer of insulation board to the temporary roof with hot, Type III asphalt. Then apply the permanent roof system. In some regions of the country, a JM base felt may be machine spot mopped or mechanically attached with appropriate insulation screws and plates directly to the sound temporary roof, followed by an asphaltic roofing membrane. Consult a JM Technical Services Specialist for acceptability. 5. If the temporary membrane and/or roof insulation has been excessively damaged, remove all unusable material and replace. C. Non-Nailable Decks Other Than Steel: 1. Prepare the deck as would be done for a permanent roof. 2. Solid mop two plies of approved JM fiber glass ply felt in hot ASTM D 312,Type III asphalt. 3. Finish with a 10 - 15 Ib/100 ft' (0.49 - 0.73 kg/m') glaze coat of ASTM D 312, Type III roofing asphalt. 4. When the permanent roof is to be installed, inspect and repair all defects in the temporary roof. Clean the surface of the temporary roof and prime with JM Concrete Primer if the surface is unusually worn, and proceed with the installation of the permanent roof. 5. As an alternate to step 2 above, spot mop an approved JM base sheet using a mechanical spot mop machine. Next, solid mop one ply of an approved JM ply felt in hot ASTM D 312, Type III asphalt. When the permanent roof is to be installed, remove the entire temporary roof, prime the deck as required in the "Roof Deck" section of this manual, and proceed with the installation of the permanent roof. l 3-25, u Johns Manville 14.2 The decision as to whether or not a temporary roof is to be left in place, is a judgment factor that must be made by the building owner or his representative. Although a JM representative may make suggestions in this area, JM will not be responsible for any problems that may develop with the roofing system due to the fact that the temporary roof is left in place. 15.0 Protected Roofing Membrane Systems (PRMA) 15.1 General Information: All general information contained in this Section and the current JM CommerciaUlndustrial Roofing Systems Manual shall be considered part of these specifications. 15.2 The following JM Specifications are eligible for modification and use with Protected Roofing Membrane Systems: 4GIS, 3GIS, 5GNS, 4GNS, 3GNS, 5GLG, 4GLG. When these specifications are modified, the last digit of the specification number should be changed to a "P" to designate "Protected" (e.g., 4GIP). 15.3 Flashings: All flashings must conform to the requirements stated in this Section and the current JM Commercial/Industrial Roofing Systems Manual. The flashing material must extend above the top of the extruded polystyrene insulation a minimum of 8° (203 mm). The standard flashing details for built-up roofing systems can be found in Section 3. 15.4 Drainage: Design and installation of the deck and/or roof substrate must result in the roof draining freely, to outlets numerous enough, and so located, as to remove water promptly and completely. Areas where water ponds for more than 24 hours.are unacceptable and will not be eligible for a JM Peak Advantage Guarantee. 15.5 When designing a PRMA roofing system, the designer must make sure that positive drainage exists on the roof. Even though some extruded polystyrene roof insulation products are designed with integral drainage channels, they will retard the flow of water due to the contact between the membrane and the insulation. JM recommends a minimum of A' per foot (20 mm/m) slope be obtained on the finished roof membrane. This will greatly reduce the amount of water that will be retained against the membrane after a rain. 15.6 Decks (PRMA) Precast slabs and prestressed "T" or "TT" decks require a minimum of one layer of approved JM roof insulation as a leveling course, prior to the installation of the roof membrane. For lightweight insulating concrete, gypsum decks, etc., consult a JM Technical Services Specialist for specifications and guarantee information. For information on roof deck requirements not mentioned, refer to the "Roof Decks" section of the current JM Commercial/Industrial Roofing Systems Manual, or contact a JM Technical Services Specialist. 3-26 { Built -Up Roofing Specifications 15.7 Asphalt Recommendations (PRMA) Asphalts: The use of ASTM D 312, Type III asphalt is recommended to prevent adhesion of the extruded polystyrene insulation to the asphalt top pour. If a softer asphalt, such as a Type I or Type II is used, a separator sheet MUST be used. The minimum separator sheet is a 4 mil (0.1 mm) polyethylene sheet If a Type I or II asphalt is used without a separator sheet, the extruded polystyrene roof insulation can become adhered to the roof membrane. During periods of heavy rain, the buoyancy of the extruded polystyrene can cause strong upward forces to be exerted on the membrane. The buoyancy forces may be so severe as to tear the membrane. 15.8 Ballast Requirements (for use with extruded polystyrene roof insulation): The ballast should be similar to ASTM D 448, Gradation #57. The following gradation is typical: Passing 36'(13 mm).............................................................................10-60% Passing3/a° (19 mm).................................................................................100% 15.9 Ballast is applied at a rate of approximately 10 - 12 Ib/100 ft' (48.8 - 58.6 kg/(nl) in the field of the roof over a layer of filter fabric. Twenty (20) Ib/100 ft' (97.6 kg/ml) of ballast is required over a 4' 0.22 m) wide area at the roof perimeter and at all penetrations. The following filter fabrics have been found to be acceptable: A. Confil 689H — 3.0 oz/yd (93.5 g/m) black polyester from International Paper Company B. Rufon P313 — 3.0 oz/yd (93.5 g/m) black polypropylene from Phillips Fiber Corporation 15.10 JM makes no claims as to the quality or performance of these products when exposed on the roof. See the product warranty supplied by the manufacturer. 15.11 When pavers are used as ballast, the pavers must be placed on supports or pedestals. These supports or pedestals can either be commercially available products or 6' (152 mm) square pieces of JM DynaTred Plus (to give a minimum 16° [13 mm] air space). These supports should be located at the intersection of the corners of the paver blocks. All four comers of adjacent pavers should rest on the same 6' (152 mm) square piece of JM DynaTred Plus or pedestal. The W(13 mm) air space between the pavers and insulation will allow moisture vapor to vent to the atmosphere. If the moisture is not allowed to vent to the atmosphere, the top surface of the insulation will begin to absorb water and the thermal performance will be reduced. ROOF AREAS THAT HAVE PAVERS IN DIRECT CONTACT WITH THE INSULATION ARE EXCLUDED FROM COVERAGE IN A JM PEAK ADVANTAGE GUARANTEE, INCLUDING THE THERMAL OVERLAY PORTION OF THE GUARANTEE. 15.12 The use of pavers in high traffic areas, to and around equipment and other maintenance areas, is strongly recommended. 15.13 It is the owner's and/or specfier's responsibility to determine if the building structure can support the required amount of ballast and still meet the code design requirements for anticipated dead and live loads (including snow, wind, etc.). Johns Manville 15.14 Installing Ballasted, Unadhered PRMA Roof Insulation Over Built -Up Roof Membranes The following are general recommendations for installing ballasted PRMA roof insulation over built-up roof membranes. Materials per 100 ft2 (9.29 m2) of membrane area Separator Sheet, if required: ...................... 108 ft2 (10.03 m2) Insulation: .................... Extruded polystyrene roof insulation 100 112 (9.29 m2) per layer Fabric: ...................... 12' wide, 105 ft2 (3.66 m wide, 9.75 m2) 10' wide, 106 ft2 (3.05 m wide, 9.84 m2) 8' wide, 107 ft2 (2.44 m wide, 9.94 m2) Ballast: ......................... W (19 mm) stone or crushed rock, 1,000 -1,200 lb/100 ft2 (48.8 - 58.6 kq/m2)* "Additional ballast is required at the perimeter and at penetrations. 15.15 Separator Sheet: (If required) Over Type I or Type If asphalt, use a 4 mil 10.1 mm) thick (minimum) polyethylene separator sheet installed directly over the asphalt with 2° (51 mm) minimum laps at all seams. 15.16 Insulation: Place extruded polystyrene insulation directly on the membrane (or separator sheet if used) with channel side down. The insulation boards should be tightly butted together. The maximum allowable gap between boards is %° (9.5 mm). The boards shall be installed to within and no closer than VC (19 mm) of all projections and cant strips. 15.17 For multilayer installations, install subsequent layers of insulation, unattached over the first layer. Stagger all joints in relation to the underlying layer. The bottom layer in multilayer applications must be at least 2° (51 mm) thick and as thick or thicker than the top layer. 15.18 Warning: Extruded polystyrene insulation is combustible and may constitute a fire hazard if improperly used or installed. It should be adequately protected: Use only as directed by the specific instructions for this product. This material should NEVER be exposed to an open flame or other source of ignition. All roof deck systems over which the PRMA system is installed should provide an adequate fire barrier for the extruded polystyrene insulation. For proper protection of plastic foam in storage, consult the National Fire Protection Association (NFPA) standards or the authority having jurisdiction. 15.19 Fabric: Loose lay an approved fabric over the extruded polystyrene roof insulation, with all joints lapped a minimum of 12° (305 mm). There should not be any end laps within 6' (1.83 m) of the perimeter. The fabric should extend 2° - 3° (51 - 76 mm) above the stone at the perimeter and at all penetrations. Wetting the fabric is helpful in holding it in place on the insulation until the ballast is installed. Built -Up Roofing Specifications 15.20 Ballast: Apply the correct size ballast at the rate of 1,000 - 1,200 Ib/100 ft2 (10 - 12 Ib/100 ft2 [48.8 - 58.6 kg/m2]), over the fabric, as the fabric is being laid out in the field of the roof. For a width of 4' (1.22 m) at the roof perimeter or penetrations, install ballast at the rate of 20 Ib/100 ft2 (97.6 kg/m2) or pavers at the rate of 22 Ib/lin ft (32.7 kg/ lin. m). If pavers are used, the fabric is not required. Pavers must be placed on pedestals. Pedestals can be either commercially available products or 6° (152 mm) squares of DynaTred Plus. Ballast should be washed %° (19 mm) gravel or crushed stone 3/° (19 mm), with fines (smaller than 36' 113 mm]) accounting for not less than 10% or more than 60%. This gradation is similar to ASTM D 448, gradation #57. 16.0 Coal Tar General Information 16.1 JM acknowledges that ASTM D 450, Type I Coal Tar Pitch is used in certain gravel -surfaced built-up roofing system specfications. However, coal tar pitch is not to be used within JM roofing systems. Danger. Coal tar is considered a hazard by inhalation, ingestion and skin contact The International Agency for Research on Cancer ([ARC) has classified coal tar as an agent which is carcinogenic to humans (Group 1). JM does not make or sell a coal tar pitch waterproofing agent and does not recommend its use. Alternative materials, such as asphalt, should. be utilized. 3-27 C us „t, Mode! T K3 -Pro I TAKAGI Tankless Water Heaters 13-3/4" (350mm) 10" (254mm) 1-3/4" (45mm) 1-3/4" (45mm) 4-1/2" (114.2mm) I 04" (0101.6mm) E E 1-1/2" (37.8mm) O N I I f ;_ T E E ` 0 I N N � I I I o O OIO O o 000000 Li 1" (26.3mm) 1-7/8" (47mm) 2-3/4" (72mm) COL 3-3/4" (96.5mm) 120 3-1/4" (84mm) COLD 1-318" (36mm) 120V 5-3/8" (136.1mm) GA 5-1/4" (132.9mm) HOT 4-7/8" (124.3mm) GAS 6-1/2" (164.4mm) HO 9-1/2" (241.3mm) T -K3 -Pro: (Hot/Cola/Gas) HT W D WT Volt Amp Flue. Intake Connections 20.5" 13.8" 8.5" 40 lbs. 120 0.77 4"0.D.* 3.0" o.D. (opt.) 3/4" NPT Input Input Max BTU/h Min BTU/h Energy Factor Min Press Max. Press NG 199,000 11,000 0.827 5.0"WC. 10.5"WC. LP 199,000 11,000 0.833 8.0"WC. 14.0"WC. GPM Water PSI Coil Cap 0.5-7.0— 15 - 150 PSI— =0.2 Gallons Clearances Top Bottom Front Back Sides Indoor 12" 12" 4" 1" 2" Outdoor . 36" 12" 24" 1" 2" • Category III Required }"Current numbers based on factorytesting, 0.4 GPM Required for Continuous Fire After initial Ignition. 'Pressure Only Relief Valve Requires (Min. 200,000 BTUs. 150 PSI). Min 40 PSI or above recommended for maximum flow. Takagi USA reserves the right to change or discontinue the design, drawing and/or specification of its products without notice at anytime. Specification Water heater(s) shall be Model T -K3 -Pro as manufactured by Takagi Industrial Company, Inc -The water heater(s) shall be a copper coil integral fin and tube .construction with quick release brass or bronze waterways. Heater(s) will be factory assembled and tested. The heater shall be vented with 4'Stainless steel Category III vent pipe a distance not to exceed 50' (equivalent) feet terminating vertically or horizontially as prescribed. Intake air with optional direct vent kit may be of such material as PVC not to exceed a total of 50' (equivalent). The heater(s) shall be controlled by onboard solid state printed circuit board monitoring incoming and outgoing temperatures with factory installed thermistors, sensing and controlling flow rate to set point temperature with control both air and gas mixture inputs to maintain thermal combustion efficiency. Unit also consists of ground fault interrupter, inline fusing, spark ignition and sensor system, aluminized stainless steel burners, air -fuel ratio rod, Hi limit switch, modulating and proportional gas valves, freeze protection sensor and heating block and overhead cut-off fuses. The water heater(s) shall be CSA listed, exceeds the energy efficiency requiremerits of ASHRAE 90:1 b=1992 and listed by SCAQMD rule 1146.2 Low NOx. A� s� 02(00-3 2'Dor 06-021-2010 f1 12 3 rPA 51 '!r�^ ENERGY STAfl Model T U -Pro TAKAGI Tankless Water Heaters Description/Application The T -K3 -Pro is a fully modulating, gas fired, tankless on -demand water heaters specifically designed for light commercial applications. It can be either installed outdoors, indoors or direct vented. It can supply to domestic hot water systems or to heating applications (local codes dictate proper compliance). Features HRS35 copper alloy and a thicker heat exchanger drum for added durability. Up to 4 units can be easy linked without a multi -unit controller in sytems for larger applications. Please check local codes prior to installations. Fuel: NG or LP Safety Features • Built in Freeze Protection • Manual Reset Hi Limit (Set at 194'F) • Overheat Cut Off Fuse • Inlet, Outlet & Mixing Thermistors for Constant Temperature Monitoring • Air Fuel Ratio Rod • GFI Power Supply Connection • Flame Sensor Venting and Combustion • 4' Category III Stainless Steel • Vertical or Horizontal Installation • 50' Max Length, 5 elbows max (90' elbows = 5' equivalent length) • Power Vent • Electronic Ignition • 3° Combustion Air Intake (with optional kit) • 55 d6 Noise Level at Max Output Accessories TK-TV10 Direct Vent Conversion Kit (optional) . TM-RE30 Temperature Remote Control (optional) - 400' Max Distance From Water Heater - Non -Polarized 18 Gauge Control Wiring TM-TV13 Wall Ventilation Termination (direct vent) TK-RB01 Recess Box (optional) TK-PC01 Pipe Cover (optional) TK-TV04 Vent Cap (optional) TK-BF01 Backflow Preventor (optional) TK-KPWL4 & TK-KPWH4 T -Vent Terminations (optional) I -K -:i -Fro Flow hate vs. temperature Klse E 6.0-- 5.0-- 3.0-- 0 .o -- 5.03.0 —0 LL 2.0 1.0 -- a Ca 0 4 W N a. 0 20 40 80 80 100 120 140 Temperature Rise ('F) —Set temperature of 140'F or Lower ---Set temperature of 158'For higher Above shown rate is based on single unit only T K3 -Pro Pressure Loss Flow Rate (gpm) Set temperature of 140' or lower ---Set temperature of 158' or higher 50 40 30 m a� LL 20 N' 10 Temperature Settings Dip Switch: 104'F 113'F 122'F (default) 131'F 140'F 158'F 176'F 185'F TM-RE30 Remote Controller Default Mode: 99'F 100'F 102'F 104'F 106'F 108'F 110'F 111'F 113'F 115'F 117-F 122'F (default) 131'F 140'F 158'F 167'F High Temp Mode: 99'F 100'F 102'F 104'F 106'F 108'F 110'F 111'F 113'F 122'F (default) 131'F 140'F 149'F 158-F 167-F H (176'F or 185'F depends on dispswitch setting) Takagi Industrial Co. USA, Inc. 5 Whatney Irvine, CA 92618 888.882.5244 www.takagi.com Met SCAQMD rule 1146.2 (certified by BR Lab) 12-023-2009 ti me'' r7 1 i CITY OF LA QUINTA SUB -CONTRACTOR IST JOB ADDRESS " ��This fordi'shill be 69sted.on the job hh a'6_0 PERMIT NUMBER %<�fJ OWNER ��ir�iP �r� BUILDER �JX t� If times in a consbicuous . Only persons appearing on this list or their employees are authorized to work g)ection Card at a on this job. Any changes to this list must be approved by the. Building Division prior to commencement of work. _• Failure to comply will _result in a stoppage of work and/or the voidance of building permit. For each applicable -trade, information requested below must be completed by applicant "On File" is not an acceptable response. tmoe I classification Contractor State Contractor's License- �' . jNalceis C ensatlon tnsi . a Busloess I3cense ' Company Name Classification License Numb Exp Date Carver Name Polley Number Exp. Date License Number Exp. Data (e.g. A, B, C f3)' (xxxxxx) (xx/xx/xz) (e.g. State Fund, CalComp) (Format Varies► Ixx/xx/xx) (xxxx) (xx/xx/xx) EARTHWORK (C-12) ;' s a CONCRETE IC -B! t S,P/'�f/rle�? 1� ` :pa _ �/2y FRAMING (C-51 r }3 3 " STRUCT. STEEL (C-51)' '. MASONRY (C 29) BING IC -361 C ' CP 7 §�� /� ��yG7. ,'PLASTER IC -361 WA (CZp ` [DR S' 3 y7/2 �'7'/ / 3U'/ 1— 7CP' P%1 PC'�TRICAL (C-10)- / OeLS ING(C391 T METAL (C43). FLOORING IC=15) GLAZING.IC-17) INSULATION -(C-2) SEWAGE OISP. (C-42) PAINTING (C-33) CERAMICTILE (C-54) CABINETS (C-81 FENCING (C-13) LANDSCAPING (C-27) POOL IC -53) CITY OF=LA QUINTA SUB -CONTRACTOR JUST , JOB ADDRESS'5/- /OZ�)PERMIT NUMBER ___// OWNER /�j'-G BUILDER This form shall be posted on the job with the BuiPig nspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this list most be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance of buildino'nermit. For each annlir-ahlP trarip ail infnrm�*;-.. . — a I _ _ Trade ./. Classifrcation Contractor „-,,,F„�L U „Y aNN„t,a„i. vn me is riot an acce iaDie response. $tate,.Contractor's. License Wprkers Co ensation Insurance Ci .:Business License Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Enp. DateCarrier Name (x"x/xx/xx) (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) EARTHWORK (C-12) �i� S CP �O•. CONCRETE (C-8) FRAMING (.0-5) ` 574 ��''.r!e�/rt erg Ile, 7`(/O/Zf7l(/G77 G1-76? 40 ��5 1J l CP C v'. p s'L�,'L�-4'iiZ0Os/A' #l� , i STROCT..STEEL (C-51) :MASONRY (C-29) PLUMBING`.(C-36) 20 9777 : / 3o •% LATH; PLASTER (C-35) DRYWALL (C-9) HVAC IC -20Y 7.C- ELECTRICAL. (C-10) ,S�N ? C� .1176 P��G P. f/�! 4410 �O C ' %� 7 8 ` y / . �Swl 21 7 •X/1 S-9� ' J �8z S ” 3= 36, `ROOFING (C-39) :SHEET METAL (C-431 -FLOORING, 645) - GLAZING (C=17) ..INSULATION (.0-2) SEWAGE DISP..(C-42) PAINTING (C-33) CERAMIC TILE (C-54) CABINETS (C=6) FENCING (C-13) LANDSCAPING (C-27) POOL (C-53) Simplified Prescriptive Certificate of Compliance: 2008 Residential HVAC Alterations CF-IR-ALT-HVAC Climate Zones 10 - 15 ' .. , Site Address: Enforcement Agency: Date: Permit #: 51100 CALLE OBISPO #2 La Quinta, CA 92253 City of La Quinta Jan 24, 2013 Duct insulation Conditioned Floor Equipment Typel List Minimum Efficiency2 requirement Area Thermostat ❑ Package Unit ® Furnace ® AFUE 78% ❑ COP 13 R 6 (� 10-13) Served by system ® Setback ®Indoor Coil ® SEER 13.0 [3HSPF ®R 8 (CZ 14-15) 3200 sf If not already present, must W Condensing Unit ❑ EER ❑ Resistance be installed) ® Other > 40' Ducts 1. Equipment Type: Choose the equipment being installed; if more than one system, use another CF-IR-ALT-HVAC for each system. 2. Minimum Equipment Efficiencies: 13 SEER, 78% AFUE, 7.7HSPF for typical residential systems. HERS VERIFICATION SUMMARY Listed below are FOUR HVAC alteration Options. The installer decides what work is being done and picks one of the appropriate Options. Each Option lists the HERS measures that must be conducted. A copy of the forms shall be left on site for final inspection and a copy given to the homeowner.. At final, the inspector verifies that the work listed on this form was in fact the work completed by the installer. The inspector also verifies that each appropriate CF-6R and registered CF-411 forms (no'hand filled CF-4Rs allowed) are filled out and signed.Beginning October 1, 2010, a registered copy of the CF-1111 and CF-6111 shall also be on site for final inspection. ❑ 1. HVAC Changeout Required Forms: • All HVAC Equipment CF-6R forms: MECH-04, MECH-2I-HERS and (for split systems) MECH-25-HERS replaced CF-4R forms: MECH-21 and (for split systems) MECH-25 • Condenser Coil and /or • Indoor Coil and /or CF-6R forms: MECH-04, MECH-2I-HERS and (for split systems) MECH-25-HERS • Furnace CF-4R forms: MECH-21 and (for split systems) MECH-25 For Split Systems: Duct lea kage:<.15 percent; RC, CCA <_ 300 CFM/ton (Minimum Air Flow Requirement), TMAH For Packaged Units: Duct leakage: <15 percent Exempted from duct leakage testing, if:. ❑ 1. Duct system was documented.to have been previously sealed and confirmed through HERS verification, or ❑ 2. Duct systems with less than'40 linear feet in unconditioned space, or ❑ 3. Existing duct systems are constructed, insulated or sealed with asbestos ❑ 4. Theostem,*will not be Ducted (ie.-,Ductless Minl Spilt System) (Also Exempt4.from Refri.gerantrCharge) ..r. r. . ® 2. Ne"VAC System Required,'Form's. .a€ °lh 1 T ,; Vlv�' • Cut in}orjChangeout'with new ducts (all new r:w �f, , CF 6R�forms MECH-04 MECH 20 HERS ,and (for,spllt systems) MECH 22 HERS and MECH 25HER5. :� q ducting`d all new . CF 4Rforms MECH 20 and (for split systems) MECH and MECH `25 lir e ui merit q P ... )�.:fnaz�x - .22, ��. .�r�r:° r € For Split Systems .Duct-leakage < 6'percent,;RC,-CCAS> 350 CFM/ton; FWD; TMAH, STMS;'and either=HSPP or'PSPP. FGF Paskagie 13.3. New.,Ducts'viiith/or without- Required Forms: Replacemerit k. . Includes replacing or installing aWnew ducting and/or outdoor condensing unit CF-611 forms: MECH-04, MECH-20-HERS, and (for split systems) MECH-25-HERS and/or indoor coil and/or furnace. No or some CF-411 forms: MECH-20 and (for split systems) MECH-25 equipment changed. For Split Systems: Duct leakage < 6 percent; RC, CCA >_ 300 CFM/ton, TMAH For Packaged Units: Duct leakage < 6 percent ❑ 4. New Ducting over 40 feet Required Forms: . Includes adding or replacing more than 40 CF-6R forms: MECH-04, MECH-2I-HERS linear feet of duct in unconditioned space. CF-4R forms: MECH-21 For split system or packaged units: Duct leakage < 15 percent ❑ EXCEPTION: Existing duct systems constructed, insulated or sealed with asbestos. Contractor (Documentation Author's /Responsible Designer's Declaration Statement) • I certify that this Certificate of Compliance documentation Is accurate and complete. • I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the design Identified on this Certificate of Compliance. • I certify that the energy features and performance specifications for the design Identified on this Certificate of Compliance conform to the requirements of Title 24, Parts 1 and 6 of the California Code of Regulations. • The design features Identified on this Certificate of Compliance are consistent with the Information documented on other applicable compliance forms, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with the permit application. Name: DANIEL TORRES Signature: DANIEL TORRES Company: SPEEDY AIR CONDITIONING Date: Jan 24, 2013 Address: 54-685 AVENIDA HERRERA License: 834471 City/State/Zip: LA QUINTA / CA / 92253 Phone: (760) 567-0133 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-411-MECH-21 Duct Leakage Test - Existing Duct System (Page 1 of 2) Site Address: 51100 CALLE OBISPO #2, La Quinta CA 92253 (System Enforcement Agency: Permit Number: 1) City of La Quinta 11-400 Enter the Duct System Name or Identification/Tag: System 1 Enter the Duct System Location or Area Served: Whole House Note: Submit one Installation Certificate for each duct system that must demonstrate compliance in the dwelling. This installation certificate is required for compliance for alterations and additions in existing dwellings to space conditioning systems and duct systems. Note: For existing dwellings, a completely new or replacement duct system can also include existing parts of the original duct system (e.g., register boots, air handler, coil, plenums, etc.) if those parts are accessible and they can be sealed. For a completely new or replacement duct system installed in an existing dwelling, use the Installation Certificate titled "Duct Leakage Test - Completely New or Replacement Duct System." Duct Leakage Diagnostic Test - existing duct system Select one compliance method from the following four choices. ® 1. Measured leakage less than 15% of fan flow ❑ 2. Measured leakage to outside less than 10% of Fan Flow ❑ 3. Reduce leakage by 60% and conduct smoke and fix all leaks ❑ 4. Fix all accessible leaks using smoke and HERS rater verify Note: (One of Options 1_, 2, or 3 musfbe attempted,before,utilizing Option;4:.) A Determine nominal Fan Flow using one of4the'following three calculation methods ' i4> , j F .J ,> ' � t v °-',. {r ✓ ®Cooling system method Size of condenser. in Tonsx 400:=� 2000rCFM� ^� �7f ✓ IR ❑ Heating,system 21 7 Output Capacity method x in iThousands of Btu/hr CFM 'SFr i i' - '. s , �� . , ✓ ❑Measured. system airflow using RA3 3 airflow test procedures,- CFM, -., Option :;used.;tl en. � : + c w t >; , ,z . 2000 1 Allowed leakage = Fan Flow -x 0.15 =' 300 CFM Actual Leakage.= 103 CFMf- y Pass if Leakage Actual is less than Allowed M Pass Fail Option 2 used then: 2 Allowed leakage = Fan Flow '.L x 0.10 = _ CFM Actual Leakage to outside = CFM Pass if Leakage Actual is less than Allowed Pass Fail Option 3 used then: Initial leakage prior to start of work = _ CFM Final leakage after sealing all accessible leaks using smoke test = _ CFM 3 Initial leakage _ - Final leakage _ = Leakage reduction CFM ((Leakage reduction_/ Initial leakage x 100% _ % Reduction Pass if % Reduction >= 60% c3 Pass n Fail Option 4 used then: 4 All accessible leaks repaired using smoke test. HERS rater must verify (No sampling). Pass if all accessible leaks have been repaired using smoke r3 Pass E3 Fail CERTIFICATE OF FIELD.VERIFICATION<& DIAGNOSTIC TESTING CF-411-MECH721 Duct Leakage Test - Existing Duct System (Page 2 of 2) Site Address: 51100 CALLE OBISPO #2, La Quinta CA 92253 (System `Enforcement Agency: 'City Permit Number: 1) of La Quinta 11-400 ® Outside air (OA) ducts 'for.G during duct leakage Aesting. C ventilation is''r"equired 'to meet be configured to the closed po ® All supply and�return<regi - applies�ot,duct leakage.. cc leaks) described above Or, ®New duct ,installations a `; r F #se's`...3" ® Mastic and. draw.:bands m leaks at all new duct connei Fan Integrated (CFI) ventilation systems, shall not be sealed/taped off ducts that utilize controlled motorized dampers, that open only when OA AE Standard..62.2; and close when OA ventilation is not required, may during duct leakage testing. 3 lance DECLi4RATI6N STATEMENT • I certify under penalty of perjuiy' under the laws of the State of California, the information provided on this form is true and correct. • I am the certified HERS rater. the verification services Identified and:reported on this certificate (responsible rater). e The Installed feature, material, component, or rnanufactured device, requlring'HERS-verification that is identified on this certificate (the Installation) complies with the applicable requirements In Reference Residential Appendices RA2 and RA3 and the requirements specified on the Certificate(s) of Compliance (CF -111) approved by the local enforcement agency. e The Information reported on applicable sections of the Installation. Certificate(s). (CF -611), signed and submitted by the person(s) responsible for the installation conforms to the requirements specified on the Certlficate(s) of Compliance (CF -111) approved by the enforcement agency. Builder or Installer information as shown on.-the.Installation Certificate (CF -611) Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) SPEEDY AIR CONDITIONING Responsible Person's Name: CSLB License: DANIEL TORRES 1834471 HERS Provider Data Registry Information Sample Group # (if applicable): N/A ®tested/verified dwelling ❑ not-tested/verified dwelling in a HERS sample group HERS Rater Information CaICERTS Certificate # CCl-1798726198 HERS Rater Company Name: All About Air Responsible Rater's Name: Responsible Rater's Signature: Roman Diaz Roman Diaz Responsible Rater's Certification Number w/ this HERS Provider: Date Signed: 1/24/2013 CC2004535 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-4R-MECH-25 Refrigerant Charge Verification - Standard Measurement Procedure (Page 1 of 5) Site Address: Enforcement Agency: Permit Number: 51100 CALLE OBISPO #2, La Quinta CA 92253 City of La Quinta 11-400 Note: If installation of a Charge Indicator Display (CID) is utilized as an alternative to refrigerant charge verification for compliance, a MECH-24 Certificate (instead of this MECH-25 Certificate) should be used to demonstrate compliance with the refrigerant charge verification requirement. TMAH and STMS are not required for compliance, when a CID is utilized for compliance. As many as 4 systems in the dwelling can be documented for compliance using this form. Attach an additional form(s) for any additional systems in the dwelling as applicable. Temperature Measurement Access Holes (TMAH) and Saturation Temperature Measurement Sensors (STMS) Procedures for installing TMAH are specified in Reference Residential Appendix RA3.2. If refrigerant charge verification is required for compliance, TMAH are also required for compliance. STMS are only required for completely new or replacement space -conditioning systems that utilize prescriptive compliance method. TMAH - Access Holes in Supply and Return Plenums of Air Handler System Name or Identification/Tag System 1 System Location or Area Served Whole House 1 ® Yes ❑ No 5/16 inch (8 mm) access hole upstream of evaporative coil in the return plenum and labeled according to Figure in Section RA3.2.2.2.2. 2 ® Yes ❑ No �` . 5/16 inch (8 mm) access hole downstream of evaporative coil in the supply plenum and labeled according to Figure in Section RA3.2.2.2.2. Yes to 1 and 2 is a pass. Enter Pass or Faill ✓ ® Pass ✓ ❑ Fail STMS - Sensgr.,on,thg.Evaporator-Coil ; ; . �. ,U."W4 +-- :,.r.=,wa�..ftifi. _..ice System Name or Idehtification/Tag".)¢ ,#O,�1,.{ 3 ❑ Yes$❑ .�','Y No, s.� +` The sensor is factory installed; or field installed§accord!pg to manufacturer's specifications, or is,mstalled by methods/speeifications`approved by the Executive. Director..°Ln`µ::r t..;. 4 `�F ❑Xes f ❑ No, The sensor wire::is terminated with a "standardmmi plug suitable for connection to of digital tYiermometer Th`e sensor�rnmiiplug istaccessible to the; installing technician x and.the HERS"rater•witlout ch'anging;.the airflow through the.conderser coil 5 ❑ Yes. ❑ No When atfached to a digital thermometer, the sensor provides an indication of the saturation temperature of the coil. Yes to 3, 4, and 5 is a pass. Enter N/A if STMS are not applicable. Otherwise enter Pass orT6il ,y ® N/A ✓ ❑ Pass ✓ ❑ Fail STMS - Sensor on the Condenser Coil System Name or Identification/Tag System i The sensor is factory installed, or field installed according to manufacturer's 6 ❑ Yes ❑ No specifications, or is installed by methods/specifications approved by the Executive Director. The sensor wire is terminated with a standard mini plug suitable for connection to a 7 ❑ Yes ❑ No digital thermometer. The sensor mini plug is accessible to the installing technician and the HERS rater without changing the airflow through the condenser coil 8 ❑ Yes ❑ No When attached to a digital thermometer, the sensor provides an indication of the saturation temperature of the coil. Yes to 6, 7, and 8 is a pass. Enter N/A if STMS are not ✓ ® N/A ✓ ❑ Pass ✓ ❑ Fail applicable. Otherwise enter Pass or Fail k fi CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-4R-MECH-25 Refrigerant Charge Verification Standard Measurement Procedure _ (Page 2 of 5) Site Address: Enforcement' Agency: Permit Number: 51100 CALLE OBISPO #2, La Quinta CA 92253 City of La Quinta 11-400 Standard Charge Measurement Procedure (for use if outdoor air dry-bulb is above 55°F) Procedures for determining Refrigerant Charge using the Standard Charge Measurement Procedure are available in Reference Residential Appendix RA3.2. As many as 4 systems in the dwelling can be documented for compliance using this form. Attach an additional form(s) for any additional systems in the dwelling as applicable. • The system should be Installed and charged in accordance with the manufacturer's specifications before starting this procedure. • The system must meet minimum airflow requirements as prerequisite for a valid refrigerant charge test. • If outdoor air dry-bulb is 551F or below, the Installer must use the Alternate Charge Measurement Procedure. Space Conditioning Systems System Name or Identification/Tag System 1 (must be re -calibrated monthly) .jiFK.3.:i.,...... Y p "c' Date of'Therm>yoacouple Calibration 7 � ij15/2013 W�q System Location or Area Served Whole House 91 '�.'aw f � ;„,� .k £° � `P" f .• .: ': JIM D .' 4`, ♦ , ��'? 1.� Outdoor Unit Serial # WOG7039284. at � �' . Outdoor Unit Make COLEMAN Outdoor Unit Model ACSS060FlA Nominal Cooling Capacity Btu/hr: .. 60000 Date of Verification " 1/24/2013 candration•or diagnostic instruments Date of Refri erant Gau a Calibration g ga 1/15/2013 (must be re -calibrated monthly) .jiFK.3.:i.,...... Y p "c' Date of'Therm>yoacouple Calibration 7 � ij15/2013 W�q * `S Fo Mu'§N rhe calibrated monthly) 91 '�.'aw f � ;„,� .k £° � `P" f .• .: ': JIM D .' 4`, ♦ , ��'? 1.� �2� measureahzi_emperatures%e7.),�.k,Y'- .� f.. System Name,or Identification/Tag ��. Ah�7'.. MOVE': � R, Sys 'Sa �� . t �2� k' 5� at � �' . temperature (TSuPPI,y; -db) :: {.... ��. Ah�7'.. MOVE': � R, Sys 'Sa �� supply,(- evaporator leaving),a gf,d 'bulpsmAM k' 5� , � � �' . temperature (TSuPPI,y; -db) :: {.... Return;(evapbicatoraentering) air dry," -'b -'Ib temperature"(Treturn,;dti�; 70 :_ Retum'(evaporator entering) air wet bulb temperature 56 (Tretum wb) ... .1 A....„. ... Evaporator saturation temperature 39 (Tevaporator, sat) Condensor saturation temperature 72 (Tcondensor, sat) Suction line temperature (Tsuction) 52 Liquid Line Temperature (Tliquid) 63 Condenser (entering) air dry-bulb 72 temperature (T condenser, db) INSTALLATION CERTIFICATE CF-4R-MECH-25 Refrigerant Charge Verification -. Standard .Measurement Procedure (Page 3 of 5) Site Address: Enforcement `Agency: [Permit Number: 51100 CALLE OBISPO #2, La Quinta CA 92253 City,of La Quints 11-400 Minimum Airflow Requirement Temperature Split Method Calculations for determining Minimum Airflow Requirement for Refrigerant Charge Verification. The temperature split method is specified in Reference Residential Appendix RA3.2. System Name or Identification/Tag System 1 Calculate: Actual Temperature Split = Treturn, 18.00 db - Tsupply, db Target Temperature Split from Table RA3.2-3 19.5 using Treturn, wb and Treturn, db Calculate difference: Actual Temperature Split - -1.5 Target Temperature Split = Passes if difference is between -4°F and +40F or, upon remeasurement, if between -4°F and • PASS -100°F Enter Pass or Fail Note: Temperature Split Method:`Calculation is not necessary if actual Cooling Coil Airflow is verified using one of the airflow measurement procedures; specified -in Reference Residential Appendix RA3.3. If actual cooling coil airflow is measured, the value must•be equal,to or greater than the Calculated Minimum Airflow Requirement in the table below. :'. Calculated Minimum Airflow Requirement (CFM) = Nominal Cooling Capacity (ton) X 300 (cfm/ton) :. '' S.: 1 5 i by^ 'i `1•Tj ' System ,Name} oroj ent fication/Tag , ... .... - Ld.^.�. i� Calculated Minimum AirflowRegwrement(,CFM) Measured�rflow+using RA3�3rocedures(CFIN)' ' Q'Isk I •'Fct� � '.�;�a-. AVis: rt M,§- RS 3 tl t-, .2� �!i?fi;isx..: :9 �r�.9.+. Passes if measured;air dw is greater.than or`RSI. equal to the ca lculated�minimum airFlo�w requirement°44s �� ` , Enter pass or Fail Superheat Charge Method talcul`ations.for Refrigerant Charge Verification. This procedure is required to be used for fixed orifice metering device':"systems System Name or Identification/Tag Calculate: Actual Superheat = Tsuction - Tevaporator, sat Target Superheat from Table RA3.2-2 using Treturn, wb and Tcondenser, db Calculate difference: Actual Superheat - Target Superheat = System passes if difference is between -6°F and +6°F Enter Pass or Fail INSTALLATION CERTIFICATE 'CF-4R-MECH-25 Refrigerant Charge Verification -. Standard Measurement Procedure. (Page 4 of 5) Site Address: Enforcement Agency:Permit Number: 51100 CALLE OBISPO #2, La Quinta CA 92253 City of La Quinta 1111-400 Subcooling Charge Method Calculations for Refrigerant Charge,Verification..This procedure is required to be used for thermostatic expansion valve,(TXV) and electronic expansion valve (EXV) systems. System Name or Identification/Tag System 1 Calculate: Actual Subcooling = g.0 Tcondenser, sat - Tliquid Target Subcooling specified by manufacturer 10 Calculate difference: -1 Actual Subcooling - Target Subcooling = System passes if difference is between -4°F and +4°F PASS Enter Pass or Fail `,. x. rht Metering Device Calculations for Refrigerant Charge Verification. This procedure is required to be used for thermostatic expansion valve (TXV) and electronic expansion valve (EXV) systems. System Name or Identification/Tag . System 1 Calculate: Actual Superheat es.......' Tsuction - Tevaporator, 13.0 sat•: f t Enter aIIowa ble.superheat range manufacturers`specif ications. (or use=range ,.: `sii 4-25 between 3°F and 26°F if manufacturer. specification is not, available) a System':passesifactual;#superheat is'withinth'ew allowable superheat range M PASS EnterPass `,. x. rht uwcr orFail ,,I INSTALLATION CERTIFICATE CF-4R-MECH-25 Refrigerant Charge Verification -.Standard Measurement Procedure (Page 5 of 5) Site Address: Enforcement Agency: Permit Number: 51100 CALLE OBISPO #2, La Quinta CA 92253 City of La Quinta 11-400 Standard Charge Measurement Summary: System shall pass both refrigerant charge criteria, metering device criteria (if applicable), and minimum cooling coil airflow criteria based on measurements taken concurrently during system operation. If corrective actions were taken, all applicable verification criteria must be re -measured and/or recalculated. System Name or Identification/Tag System 1 1834471 HERS Provider Data Registry Information Sample Group # (if applicable): N/A System meets all refrigerant charge and airflow ❑ not-tested/verified dwelling in la HERS sample group requirements. PASS All About Air Responsible Rater's Name: Responsible Rater's Signature: Enter Pass or Fail Roman Diaz Responsible Rater's Certification Number w/ this HERS Provider: Date Signed: 1/24/2013 CC2004535 DECLARATION STATEMENTw• • I certify under penalty of perjury, under the laws of the State of California, the Information provided on this form is true and correct. • I am the certified HERS rater who performed the verification services Identified and reported on this certificate (responsible rater). • The Installed feature, material, component, or manufactured device requiring HERS verification that Is Identified on this certificate (the installation) complies with the applicable requirements In Reference Residential Appendices RA2 and RA3 and the requirements specified on the Certificate(s) of Compliance (CF -111) approved by the local enforcement agency. • The information reported on applicable sections of the Installation Certificate(s) (CF -611), signed and submitted by the person(s) responsible for the installation conforms to the requirements specified on the Certificate(s) of Compliance (CF -1R) approved by the enforcement agency. Builder or Installer Information as shown on the Installation Certificate (CF -6R) Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) SPEEDY AIR CONDITIONING Responsible Person's Name: CSLB License: DANIEL TORRES 1834471 HERS Provider Data Registry Information Sample Group # (if applicable): N/A ® tested/verified dwelling ❑ not-tested/verified dwelling in la HERS sample group HERS Rater Information CaICERTS Certificate # CC1-1798726198 HERS Rater Company Name: All About Air Responsible Rater's Name: Responsible Rater's Signature: Roman Diaz Roman Diaz Responsible Rater's Certification Number w/ this HERS Provider: Date Signed: 1/24/2013 CC2004535 BUILDING ENERGY ANALYSIS REPORT PROJECT: Daniel Torres 51-100 Calle Obispo La Quinta, CA 92253 Project Designer: Speedy A/C 51-100 Calle Obispo La Quinta, Ca 92253 (760) 567-0133 Report Prepared by: Jon Scott Scott Design and Title 24, Inc, 77-085 Michigan Drive. it � Palm Desert, Ca 92211 "61 1:7 (760) 200-4780 F. ; CITY OF LA QUINTA BUILDING & SAFETY DEPT APPROVED FOR CONSTRUCTION DA rEIS l if 8y Job Number: Date: n JUL 0.1 ?011 6/24/2011 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report.— Ti hisp gam 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. EnemvPro 5.1 by EnergySoft User Number. 6712 . RunCode: 2011-06-24T15:09:05 ID: • • PERFORMANCE, CERTIFICATE ---,,,;R6 iOObti Ii(Part. 1. of 5 _.. _ CF -1 R Project Name Daniel Torres Building Type `' m Single -Family ❑Addition Alonej .❑ Multi Family 0- Existing+Addition/Alteration 16124/2011 Date Project Address 51-100 Calle Obispo L6 Quinta California Energy.Climate Zone .CA Clnr►ate.Zdne 15 Total Cond. Floor Area 3,038 ,. Addition 2,000 # of Stories 1 FIELD INSPECTION ENERGYJCHECKLST ❑ Yes ❑ No HERS Measures--'If'Yes, A CF4R must be provided'per. Part 2 of 5 of this form. ❑ Yes [:]No Special Features.-- If Yes, see Part 2 of 5 of this form for details. INSULATION 'Construction Type Area- Special Cavity ft? ; Features' see, Part',2 of 5 _ .Status Roof Wood Framed Attic R-38 1,038, Radiant Barrer Altered Wall Wood Framed R-11. 540 Existing Slab Unheated Slab -on -Grade None 1,038 Penin = 170' Existing Roof Wood Framed Attic R-38 2,000 Radiant Barrier New Wall Wood Framed R-21 983 New. Door Opaque Door None 35. New Slab Unheated Slab -on -Grade None 2,000 Perim = 234' New FENESTRATION U- Exterior Orientation Area(ft) Factor _. , SHGC _Over) 'an _SJdefins - _Shades ., Status Left (N) 80.0 0:660 . ' 0.62 none none Bug Screen New Rear (E) 103.0 0.666 0.62 none none Bug. Screen New Right (S) 48.0 0.660 0.62 ' none . none Bug Screen New Front (Kq 105.0 0.660 0.62 none none Bug Screen New HVAC SYSTEMS Ot . Heating Min. Eff. Co.olin , <Mi.n._Eff Thermostat Status-. 1 Central Furnace 80% AFUE Split'Air Conditioner 14.0 SEER Setback i Altered 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER, Setback New HVAC DISTRIBUTION Location Heating, - _ Duct Cooling. , Duct Location. _. R-VMU6 Status HVAC Altered Ducted Ducted Attic,' Ceiling Ins;, vented 8.0 New HVAC Ducted Ducted Attic, Ceiling Ins,* vented 8.0 ; New .WATER HEATING Ot . Type Gallons Min..Eff Distribution. Status 1 Small Gas 60 0.56 Kitchen Pipe Ins Altered 1 Small Gas 60 0.56 Kitchen Pipe Ins New EnergyPro 5.1 by EnergySoft User Number. 6712 'RunCode: 201..1-06=24715:09:05. ID: Page 3 of 11. C • PERFORMANCE CERTIFICATE Fiesi,dential. Part. 2 of 5) CF -1 R Project NameBujlding Daniel Tomes Type m'`Single.Family ❑Addition Alone ❑ Multi gamily m:Exi§tting+ Audition/Alteration Date 6/24/2011 SPECIAL' FEATURES INSPECTION.`CHECKLIST The enforcement agency_should'pay special attention to the items specified iri thischecicljst These items require special written justification and docurnentation,.arid special verification to be used;,with the'pteiformance approach. The enforcement agency determines the adequacy of the justification,'and may reject a building ordesign that otherwise complies based on the adequacy of t. the special justification and documentation'submitted . f The HVAC System HVAC Altered must serveon/y Sleeping Areas: The -non closable area; between zones cannot exceed 40 sf and each zone must . . have a separate thermostat. In addition the airflow requirements and&n,-' att.draw requirements in: Res�denti6iA ehdix RA -6 must-be.met The. HVAC System HVAC, must serve only Living Areas: The non=closable, area. between- zones cannot exceed 40 sf and'each zone must have a separate thermostat. In addition'the air flow requirements and fan watt draw re uirements in iR'6' dential A gendix RA=3.3 must be met. The Roof R-38 Roof Attic includes credit for a,Radiant`Barrier that is Continuous meeting eligibility and installation criteria as -specified in Residential Appendix RA4.2.2. • t HERS REQUIRED VERIFICATION. Items in this section require field testing and/or veeificatiomby a certified HERS Rater.. The inspector must receive a completed CF -4R form for .each of themeasures;listed°below forfinal to be. iven.. ;. The HVAC System HVAC Altered incorporates HERS verified Duct•Leakagei'HERSifield verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The HVAC System�HVAC incorporates HERS verified Duct Leakage; HERS field verification"and diagnostic testing is required to verify that duct leakage meets, the specified criteria. ✓ �_ r EnemyPro.5.1 by Enem ySoft User Number. -,.6712. , . . RunCodec 2011 06-24T15:09r05 ID: Pa Y Ah • • PERFORMANCE CERTIFICATEResidential _ ... (Part. 3. of 5) CF -1 R Project NameBuilding Type m.Single Family O Addition Alone Date Daniel Torres ❑.Multi Family m Existing+Addition/Alteration 6/24/2011 ANNUAL ENERGY. USE SUMMARY.=. _ Standard ` Proposed ' Margin TDV kBtu/ft2- r Space Heating 6.97 3.23 3.74 Space Cooling 74.30 68.53 5.77 Fans 15.001'.: 15.74 -0.74 Domestic Hot Water 15.60 16.74 -1.15 Pumps 0.'00 0.00 0.00 Totals 111.87 104.25` 7.62 Percent Better Than_Standaed: _ -. 6.8_ BUILDIN&`C'b PLIES -HERS UERIFICAT16N REQUIRED . . Fenestration Building Front Orientation: (K9 280 deg ` Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 388 105 Fuel Available at Site: Natural. Gas (N) 622 80 Raised. Floor Area: 0 (E) 388 103 Slab on Grade Area: 3,038 (S) 496 48 Average Ceiling Height: 8.0 Roof 3,038 0 Fenestration Average U -Factor: 0.66 TOTAL: 336 Average SHGC: 0.62 Fenestration/CFA Ratio: 111 % . REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts'll theAdministrative 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, 62412011 Address 77-085 Michigan Drive Name Jon Scott City/State/ZipCity/State/Zip Palm Desert, Ca 92211 Phone (760)•200-4780 Signed Date The individual with overall design responsibility hereby certif'ies'thatthe proposed building design represented in this set of construction -documents is consistent with the other compliance forms and worksheets; wifhthe; specifications, and with any other calculations submitted with this permit application, and recognizesthat compliance using duct design, duct sealing, verification of. refrigerant charge; insulation installation:quality;'Ahd building envelope sealing require installer testing and,certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Speedy. A/C .Address 51-100 Calle Obispo Name Daniel Torres A City/State/Zip La Quinta, Ca 92253 Phone (760) 567 0133 Signed License # Date Enemyft 5.1 by EneMySoft User Number. - '6712 Runcode: 2011-06-247.15:09:05. _ ID: - _ Pa e.5 of 11 • i CERTIFICATE OF COMPLIANC-E:-:,7Residential:,�:.-. • . (Part 4'of 5) CF -1 R Project Name Daniel Torres Building Type . m Single Family ❑ Addition Alone ❑ Multi Family 10 Existing+ Addition/Alteration Date 6/24/2011 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavity Exterior Frame Interior Frame Azm Tilt. Status 4' , Location/Comments Roof 1,038 0.026 R-38 0 22. Altered 4.2.1-A9 E=4.2.1 -A2 Existing Residence Wall 204 0.110 R-11 10 90 Existing 4.3.1-A2 Existing Residence Wall 152 0.110 R-11 10 90 Removec 4.3.1-A2 Existing Residence Wall 321 0.110 R-11 100 90 Removec 4.3.1-A2 Existing Residence Wall 336 0.110 R-11 190 90 Existing 4.3.1-A2 Existing Residence Wall 110 0.110 R-11 190 90 Removec 4.3.1-A2 Existing Residence Wall 288 0.110 R-11 _-190 280 90 Remove 4.3.1-A2 Existing Residence Slab 1,038 0.730 None 0 180 Existing 4.4.7-A1 Existing Residence Roof 2,000 0.026 R-38 0 22 New 4.2.1-A9 Addition Wall 317 0.069 R-21 10 90 New . 4.3.1-A6 Addition Door 21 1.450 None 10 90 New 4.5.1-A1 Addition Wall 285 0.069 R-21 100 90 New 4.3.1-A6 Addition Wall 98 0.069 R-21 190 90 New. 4.3.1-A6 Addition Door 14 1.450 None '190 90 New 4.5.1-A1 Addition Wall 283 0.069 R-21 280 90 New 4.3.1-A6' Addition Slab 1,380 0.730 None 0 180 New 4.4.7-A1 JAddition FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 1 Window 53.0 1.190 Default 0.83 Default 10 Removed Single Metal Clear Existing Residence 2 Window 40.0 1.190 Default 0.83: Default 100 Removed Single Metal Clear Existing Residence 3 Window 12.0 1.190 Default 0.83 Default 100 Removed Single Metal Clear Existing Residence 4 Window 15.0 1.190 Default 0.83 Default 100 Removed Single Metal Clear Existing Residence 5 Window 5.0 1.190 Default 0.83 Default 190 Removed Single Metal Clear Existing Residence 6 Window 5.0 1.190 Default 0.83 Default 190 Removed Single Metal Clear Existing Residence 7 Window 40.0 1. 1901 Default 0.83. Default 190 Removed Single Metal Clear 'Existing Residence 8 Window 25.0 1.190 1 Default 0.83 Default 280 Removed Single Metal Clear Existing Residence 9 Window 40.0 1.190 Default 0.83 Default 280 Removed Single Metal Clear Existing Residence 10 Window 35.0 1.190 Default . 0.83 Default 280 Removed Single Metal Clear Existing Residence 11 Window 6.0 0.660 NFRC 0.62 NFRC 10 New Dual Non -Metal Tint Addition 12 Window 56.0 0.660 NFRC 0.62 NFRC 10 New Dual Non -Metal Tint Addition 13 Window 18.0 0.660 NFRC 0.62 NFRC 10 New Dual Non -Metal Tint Addition 14 Window 56.0 0.660 NFRC 0.62. NFRC 100 New Dual Non -Metal Tint Addition 15 Window 12.0 0.660 NFRC 0.62 NFRC 100 New Dual Non -Metal Tint Addition 16 Window 24.0 0.660 NFRC _ 0.62 NFRC 100 New -Dual Non -Metal Tint JAddition (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 Window Exterior Shade Type SHGC H t Wd Ove hanq Left Fin Ri ht Fin Len Hat LExt RExt Dist Len H t Dist Len H t 1 Bug Screen 0:76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.761 1 15 Bug Screen 0.761" 16 IBug Screen 1 0.761. EnergyPro 5.1 by EnergySoft User Number. 6712 RunCode: 2011-06-24T15:09:05 ID: Page 6 of 11 • • • CERTIFICATE OF COMPLIANCE pResidential (Part 4 of 5 CF -1 R Project Name Daniel Torres Building Type m Single Family 0 Addition Alone O Multi Family . m Existing+ Addition/Alteration Date 1612412011 OPAQUE SURFACE DETAILS Surface Ll- Type Area Factor 'Insulation Joint Appendix Cavity Exterior Frame Interior Frame Azm 'Tilt Status 4 Location/Comments Slab 620 0.730 None ` 0 , .180 New 4.4.7-A1 Addition FENESTRATION SURFACE DETAILS ' ID Type Area LI -Factor SHGC Azm : ' Status Glazino Type Location/Comments 17 Window 11.0 0.660 NFRC 0.62 NFRC 100 New Dual Non -Metal Tint Addition 18 Window 20.0 0.660 NFRC. 0.62 NFRC 190, New Dual Non -Metal Tint Addition 19 Window 8.0 0.660 NFRC 0.62 NFRC 190 New Dual Non -Metal Tint Addition 20 Window 12.0 0.660 NFRC 0.62 NFRC 190 New Dual Non -Metal Tint Addition 21 Window 8.01 0.660 NFRC 0.62 NFRC 1,901New Dual Non -Metal Tint Addition 22 Window 20.0 0.660 NFRC 0.62 NFRC 280 New Dual Non -Metal Tint Addition 23 Window 25.0 0.660 NFRC 0.62 1 NFRC 280 New Dual Non -Metal Tint Addition 24 Window 35.0 0.660 NFRC 0.62 NFRC 280 New Dual Non -Metal Tint Addition 25 Window 25.0 0.660 NFRC 0.62 NFRC 280 New Dual Non -Metal Tint Addition (1) LI -Factor Type: 2 SHGC Type: 116-A = Default Table from Standards; NFRC = Labeled Value 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS.. ID Exterior Shade Type Window SHGC H t Wd Ove hang Left Fin Right Fin Len H t LExt REA Dist Len H t Dist Len H t 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 lBug 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 EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2011-06-24T15:09:05 ID: Pae 7 of 11 Ah • • CERTIFICATE OF- COMPLIANCE Residential _ _ (Part.5 of 5) CF -1 R Project Name Daniel Torres 86ildiri6*Type D,Single*Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 1612412011 BUILDING ZONE INFORMATION System Name Floor Area ft Zone Name 'New Ekistin - Altered Removed Volume Year Built HVAC Altered Existing Residence 1,038 8,304 1960 HVAC Addition. 2,000 16,000 Totals Z6601 1,0381 01 0 HVAC SYSTEMS S stem Name Qty. Heatinq Type Min.-Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC Altered 1 Central Furnace ` _ 80%.AF. UE Split -Air Conditioner •14.0 SEER Setback Altered pre -altered for above Central Fumace 80% AFUE Split Air Conditioner 10.0 SEER Setback HVAC 1 Central Fumace 80% AFUE Split Air Conditioner, 14.0 SEER Setback New s fi HVAC DISTRIBUTION System Name Duct Heating Cooli ng Duct Location R -Value Ducts Tested? Status HVAC Altered Ducted Ducted Attic, Ceiling Ins,. vented 8.0 m New pre -altered for above' Ducted Ducted Attic, Ceiling Ins,`vented ' 4.2 ❑ HVAC Ducted Ducted Attic, Ceiling Ins, vented 8.0 D New WATER HEATING SYSTEMS F S stem Name Qt . Type Distribution Rated Input (Btu Taa Energy "Factor or RE `,Standby Loss or Pilot Ext. Tank Insul. R- Value Status GESG60T12YXS10 1 Small Gas,-,- Kitchen Pipe Ins 45,000 0.56 n/a n/a Altered Standard Gas 50 gal or Le 1 Small Gas pre_altered for -Above 34,000 40 1 0.58 n/a n/a GESG60T12YXS10 1 Small:Gas„.w Kitchen Pipe. Ins. 45;000 '. 60 1 _. 0.56 I n/a _n/a INew. MULTI -FAMILY WATER HEAT_ ING:DETAILS HYDRONIC'HEATING SYSTEM PIPING Control Hot Water Piping Length 0 of a System Name Pipe Length Pipe Diameter Insul. Thick. Qty. HP Plenum Outside Buried ❑ EnergyPro. 5.1 by EnergySoft User Number. 6712 RunCode:2011-06-24715:09:05 ID: Page 8 of 11 4 4 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name aniel Torres Date 6/24/2011 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(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 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. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§1 50 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 facto -built fire laces 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 uippecl with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. ,p §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 ASH RAE, 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. §1500)18: 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. §1500)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 Iines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150(i)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(6)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro5.1 by EnergySoff User Number. 6712 RunCode: 2011-06-24715:09:05 ID: Page 9 of 11 MANDATORY MEASURES SUMMARY.: Residential Pa de 2 of 3 MF -1 R Project Name Date an. / Torres 1612412011 §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 heatpump or gas heater shall have a cover. §114(b)3: Pools shall have directionalinlets 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 eff icacy luminaire asspecified b _ 150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of 150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently,installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number. 6712 RunCode: 2011-06-24715:09:05 /D: Page 10 of 11 MANDATORY MEASURES --SUMMARY: Residential,:.': Pa e.3 of 3 MF -1R Project Name Date AM aniel Torres 6/24/2011 P §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 4118. EXCEPTION 2: Permanently installed low efficacy luminaires inclosets 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 ap"plicable 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 com I :with,' 150 k 11.: §150(k)l2: Luminaires recessed into insulated ceilings shall be -listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized; testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance,with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)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 io•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 nothaving 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 Excepticnl .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.hi h efficacy luminaires. §150(k)14: Internally illuminated address, signs shall comply with Section 148; OR not contain a screw base socket, and consume no more than five watts of,ower as determined accordingto§130(d). 45requirements 150(k)15: Lighting for parking lots and carports,with a total of for 8 or more vehicles per site shall comply with the applicable in Sections 130, 132, 134, and 147. -Lighting for parki6g garages for'8 or more vehicles shall comply with the applicable re uirements 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 in'w- efficacy luminaires shall be allowed provided that the are controlled b an occupant sensors certified to'com I with the applicable requirements of, 119. EnergyPm 5.1 by EnergySoft User Number. 6712 RunCode: 2011-06-24T15:09:05, ID: Page. 11 of 11 4 electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 9/22/2011 ;Electronically Signed at CalCERTS.com by DANIEL TORRES (SPEEDY AIR CONDITIONING) 9/22/2011 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Daniel Torres Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 8/15/2011 Project Address 51-100 Calle Obispo La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 3,038 Addition 2,000 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures --If Yes, A CF -413 must be provided per Part 2 of 5 of this form. EIYes ❑ No Special Features --If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ft) Features see Part 2 of 5 Status Roof Wood Framed Attic R-38 1,038 Radiant Barrier Altered Wall Wood Framed R-11 540 Existing Slab Unheated Slab -on -Grade None 1,038 Perim = 170' Existing Roof Wood Framed Attic R-38 2,000 Radiant Barrier New Wall Wood Framed R-21 983 New Door Opaque Door None 35 New Slab Unheated Slab -on -Grade None 2,000 Perim = 234' New FENESTRATION U- Exterior Orientation Area(fi). -Factor SHGC Overhang Sidefins Shades Status Left (N) 80.0 0.660 0.62 none none Bug Screen New Rear (E) _ 103.0 0.660,,.0.62 .-none . ;,K- m-nope.i+- Bug -Screener New ,� Right (S)�r 48.0 0.660 : 0.62. none's none r Bug Screen New Front (60 X105 0 0:660 0.62 none `, "none ,� . Bug Screen {• New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback Altered 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status HVAC Altered Ducted Ducted Attic, Ceiling Ins, vented 8.0 New HVAC Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Gas 60 0.56 Kitchen Pipe Ins Altered 1 Small Gas 60 0.56 Kitchen Pipe Ins New EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2011-06-24T15:09:05 ID: Page 1 of 6 Reg: 211-N0049409A-000000000-0000 Registration Date/Time: 2011/09/22 19:18:05 HERS Provider: CalCERTS, inc ' {r Electronically Filed by Tim Scott and Authenticated a;t Ca10ERTS com 9/22/2011. ;Electronically'Signed at'Ca10ERTS'.com byYDANIEL TORRBS�(SPEEDY AIR CONDITIONING) 9%22/2011 PERFORMANCE, _C.ERTIFICATE_ Residenti_ai f r(PdW2 of 5) CF -1 R Project Name Daniel_Torres_ .• Building Type ®Single Family f] .9.tldition 'Alone r ❑ Multi Family m Existing+ Addition/Alteration t Date $/15/2011 SPECIAL' FEATURES°INSPECTION�CHECKLIST The enforcement agency.should-pay special atf —tiori to the items "specified m this checklist: These iterris 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 refect a building or design that otherwise complies°based on.the adequacy of: the special 'ustification. an documentation submitted , s + ..� ..? ' _. : "_ _ •. The HVAC System HVAC Altered must;seive only Sleeping Area:: The non closable area between zones cannot exceed 40 sf and each zone must . have a se ar6ie iheimostat. In addition-, the; air.tiow"re uirementsWa"Mh watt drawn wrements in,Residenti6lA h endix RA76 must be met. The HVAC System HVAC. must serve only Living Area's: ` The'non-closable'area,between zones cannot exceed 40, sf and each zone must have a separate theririostat..In addition the air (low re ��uirements and farrwatt draw requirements in'Residentia/ A peridix.RA'-3,3 must be met. The Roof R-38 Roof Attic includes credit'for a Radiant Barrier_ that is Continuous meeting'eiigibility and installation criteria as specified in Residential Appendix RA4.2.2. •i _ . 9 ..4 : ... o Y _e Y i .NwMR ' S: MM iN ,u`si".C:1C: ,� HERSREQUIREW.DVERIFICATION ,c>fi Items m�,thz- 2-Rtio�n requ r eld to g an�d/o er fi n by c fied�HERS hRater The mspector�mustTreceive a : com leted=CF.4f3 form:for each of the measure i'RIisted�below forJIia Rome The HVAC S stem HVAC Altered mCorporates HERS'verified Duct Leaka a HERS field Genfication and diagnostic tes 9 9 _ 9 ting is required to verify that duct /eaka a meets the s ecifed criteria r ;} ' The HVAC System HVAC mcorporetes''HERS verified Duct Leakage. HERS Feld verification and "diagnostic testin g'is required to verify that duct ,. .. , leakage meets the specified cma. _ ' ;• r3 ' FE_nerwfm 5.1 by Ene Sott ..User Number: 6712. . ' RunCode: 2011' 06-24T15:O o ' : , ID' Page 2,of 6 > •' v. Reg: 211-N0099909A-000000000-0000 Registration Date/Time: 2011/09/.22 19:18:05 HERS Provider: Ca10ERTS, Inc .Electronically Filed by Tim. Scott and.,Authen.ticated at Ca10ERTS coin 97.22%2017 Electronically Signed at"Ca10ERTS com'by DANIEL �TORR ES"!SPEEDY AIR CONDITIONING) 9/22/2011 ,• Reg: 211-N0049409A-000000000=0000 'Registration Date/Time: 2011/09/22 19.':18:05 HERS Provider: CalCERTS, Inc S.- ..,a Jr '. r :(.. •....,. , YY.S"... ��. -v .,. .-. ... .. ._. a<i .- w ...�. . m h. .... .. . _. ('.a h J PERFORMANCE CERTIFICATE,��Resid"Mi-9 v _` (Pa(V� ',Of 5) CF -JR Project Name �` . . Building Typg j m Single Family ❑:.Addition Alone .41�., Date Daniel TO/IGS ❑ MuIU Family m"Existing+Addition7Alteration g/15/2011 ;.r: ,. _. _. ANNUAL ENERGY USE.SUMMARY,.._..., , '_ .,.__ ' s• at=',E: Standard r'e Proposed • Margin . r TDV z kBtu/ft - r Space Heating 6.97 3:23 3.74 Space Cooling 74.30 68.,53- 5.77 Fans 15:00 15J4 r-0'74. Domestic Hot Water . 15.60 16.74 - • -1.15. n Pumps 0.00 .0.00 0.00 Totals . 111.87 -.104.25 7:62 Percent Bettee Than Standard, _?r, . _.:. ,6.8.. BUILD'INGjCOMPLIES.r ;. H,ERS VERIFICATION RE( U112ED :.. Fenestration Building Front Orientation: A 28o'deg Ext. Walls/Roof, Wall.Area Area Number of Dwelling Units: .:•00 (wj 388 105 Fuel Available at Site: Natural Gas (N)' : ''622 80 Raised Floor Area: 0 r (E). 388 103 Slab on Grade -Area: 3,038 (S) , , ? 496 48 Average Ceiling'Helght:„ ( 8.0 Roof = .3,038 0 Fenestration Average.. U Fator 0 6s, TOTAL: 336 Avera 0'62Fe eStration/CFXRatio: 11.1 % REMARKS. j _k {.6 5 } ( . y f3i�Yt Lx dTyA • .. ... ?� ANF'L1 '...'�.-. . i. . _ .: :. :-n: R ., i.CXv.... Y...�,�i+AiSY'MEF:SFZ<.� '"1% y STATEMENTOF COMPLIANCE t Tf`is certificate ofcomplance�lfists the'building features and specifications needed to comply with Title 24 Parts l he Adm nisfraUve Regulations'and. Part 6 the Efficiency Standards of ahe�Cal)fornia Code`:of-Regulations. .' The documentation author hereby certifies that the documentation is accurate and complete. Dbcumentatidn Author, Company Scott Design and,Tit/e 24, Inc, 81152011 Address 77-085 Michigan`Orive Name' .Tim Scott .. Cit /State/Zip.Palin Desert, Ca 92211 Phone'(760) 200-47.80_: gi ned i� K Date The individual with overall design resp'onslbilsity hereby, certlfies�that the proposed building design represented in this set of construction documents isconsistent with"he other compliance forms'and worksheets, with the specifications, and . With any other calculations sut mitted�.With',this permtt application and recdgnizes'thatacompliance using duct design, duct sealing, verification of refrigerant:charge; Insulafion Installation quality; and' building' envelope sealing require ihstaller testing•and certification acid"field verification by an.approved HERS -rater. Designer or.Owrier (per Business &: Professions Code) Speedy AIC ' ' N , Company Address 51-100 Calle Obispo • Name Daniel Tories City/State2ip La Quinta,•Ca 92253 Pfione (760) 567--0133 Signed . License # Date Erie Pro 5.1 b Ene Soft User Number" 6712 .' RunCodei,201.1-06-24715:09:05 Page 3 of 6 ,• Reg: 211-N0049409A-000000000=0000 'Registration Date/Time: 2011/09/22 19.':18:05 HERS Provider: CalCERTS, Inc S.- ..,a Jr '. r :(.. •....,. , YY.S"... ��. -v .,. .-. ... .. ._. a<i .- w ...�. . m h. .... .. . _. ('.a h J PERFORMANCE CERTIFICATE,��Resid"Mi-9 v _` (Pa(V� ',Of 5) CF -JR Project Name �` . . Building Typg j m Single Family ❑:.Addition Alone .41�., Date Daniel TO/IGS ❑ MuIU Family m"Existing+Addition7Alteration g/15/2011 ;.r: ,. _. _. ANNUAL ENERGY USE.SUMMARY,.._..., , '_ .,.__ ' s• at=',E: Standard r'e Proposed • Margin . r TDV z kBtu/ft - r Space Heating 6.97 3:23 3.74 Space Cooling 74.30 68.,53- 5.77 Fans 15:00 15J4 r-0'74. Domestic Hot Water . 15.60 16.74 - • -1.15. n Pumps 0.00 .0.00 0.00 Totals . 111.87 -.104.25 7:62 Percent Bettee Than Standard, _?r, . _.:. ,6.8.. BUILD'INGjCOMPLIES.r ;. H,ERS VERIFICATION RE( U112ED :.. Fenestration Building Front Orientation: A 28o'deg Ext. Walls/Roof, Wall.Area Area Number of Dwelling Units: .:•00 (wj 388 105 Fuel Available at Site: Natural Gas (N)' : ''622 80 Raised Floor Area: 0 r (E). 388 103 Slab on Grade -Area: 3,038 (S) , , ? 496 48 Average Ceiling'Helght:„ ( 8.0 Roof = .3,038 0 Fenestration Average.. U Fator 0 6s, TOTAL: 336 Avera 0'62Fe eStration/CFXRatio: 11.1 % REMARKS. j _k {.6 5 } ( . y f3i�Yt Lx dTyA • .. ... ?� ANF'L1 '...'�.-. . i. . _ .: :. :-n: R ., i.CXv.... Y...�,�i+AiSY'MEF:SFZ<.� '"1% y STATEMENTOF COMPLIANCE t Tf`is certificate ofcomplance�lfists the'building features and specifications needed to comply with Title 24 Parts l he Adm nisfraUve Regulations'and. Part 6 the Efficiency Standards of ahe�Cal)fornia Code`:of-Regulations. .' The documentation author hereby certifies that the documentation is accurate and complete. Dbcumentatidn Author, Company Scott Design and,Tit/e 24, Inc, 81152011 Address 77-085 Michigan`Orive Name' .Tim Scott .. Cit /State/Zip.Palin Desert, Ca 92211 Phone'(760) 200-47.80_: gi ned i� K Date The individual with overall design resp'onslbilsity hereby, certlfies�that the proposed building design represented in this set of construction documents isconsistent with"he other compliance forms'and worksheets, with the specifications, and . With any other calculations sut mitted�.With',this permtt application and recdgnizes'thatacompliance using duct design, duct sealing, verification of refrigerant:charge; Insulafion Installation quality; and' building' envelope sealing require ihstaller testing•and certification acid"field verification by an.approved HERS -rater. Designer or.Owrier (per Business &: Professions Code) Speedy AIC ' ' N , Company Address 51-100 Calle Obispo • Name Daniel Tories City/State2ip La Quinta,•Ca 92253 Pfione (760) 567--0133 Signed . License # Date Erie Pro 5.1 b Ene Soft User Number" 6712 .' RunCodei,201.1-06-24715:09:05 Page Electronically Filed by Tim Scott and Authenticated at CalCERTS.com - 9/22/2011 ;Electronically Signed at CalCERTS.com by,DANIEL TORRES ,(SPEEDY AIR CONDITIONING) 9/22/2011 E' l CERTIFICATE OF COMPLIANCE .;Residential ,..,;., .t `. (PartI.4-of 5) CF -1 R Project Name , Daniel Torres Building Type m Single Family ❑ Addition Alone ❑ Multi.Family .m Existing+ Addition/Alteration Date 8115/2011 OPAQUE SURFACE_ DETAILS, * . Surface U- Insulation . Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Aim Tilt Status 4. Location/Comments Roof 1,038 0.026 R-38' .0 22 Altered:; 421-A9 E=4.2.1 -A2 Existing Residence Wall 204 0.110 R-11 10 90 Existin 4.3.1-A2 Existing Residence Wall 152 0.110 R-11 10 90 Remove 4.3.1-A2 Existing Residence Wall 321 0.110 R-11 100 90 Reinovk 4.3.1-A2 Existing Residence Wall 336 0.110 R-11 190 90 Existing 4.3.1 -AP, s Existing Residence Wall 110 0.110 R-11• 190 90 Removec 4.3.4-A2 Existing Residence Wall 288 0.110 R-11 280. 90 Removec 4.3.1=A2 Existing Residence Slab 1,038 0.730 None '.0 180 Existing 4:4.7-A1 Existing Residence Roof 2,000 0.026 R-38 0 w, .22 New 4.2.1-A9 Addition Wall 317 0.069 R-21, -10 90 New 4.3.1-A6 Addition Door 21 1.450 None 10 90 New 4.5.1-A1 Addition Wall 285 0.069 R-21 loo -90 New 4.3.1-A6 Addition Wall 98 0.069 R-21 190 90 New 4.3.1-A6 Addition Door 14 1.450 None 190 .90 New 4.5.1-A1 Addition Wall 283 0.069 R-21 280 1!90 New 4.3.1-A6 Addition Slab 1,380. 0.730 None ` ` '0 . 180 New 4.4.7-A1 •. Addition. FENESTRATN SURFAGED.ETAILS: IO ID Type Area "U Factor!< `. SHGC Azm' Status Glazing Type Location/Comments 1 Window 53;0: :1 190 Default 0.83 Default. ,10 Removed. Single Metal Clear Existing Residence 2; ,Window 40 0 '_% ;1 190 De(a'u!t ,0.,83 Default 100 Removed. Single Metal Clear Existing Residence 3I Window x; 12 0. ` a 190 De/au/t 10.83 Default .100 Removed single Metal Clear Existing'Residence 4 . Window 150 : 1 190 Default::. 0.83 Default. 100 Removed Single Metal Clear Existing Residence 5„ Window_,; 5.'0 1 190. D.efau/l ,..._. 0„83 Default__ __ _ ._190 Removed, Sing/e Metal Clear ,, Existing Residence .. 6.,.. Wind0 1 190 D;efau/t 0 83` Default"1,90 ;Removed rSingltk /ear ;�V ;Existing Residence 7 Window X40:0 1190 Defaulti�083''Default#,1,90iRemoved„ S{ng/eMetalClear,:�:`Existing;Residence 8 Window 2501Yf90 Default `0.83 Defau/t ¢„'280:'Removed� Single.rMetal,C/ear., .:'�;ari'; Ex�st�ngResidence 9 � 280 RemoVed� inglesMeta/Clear°;; 'Ewstiog Residence Window.: 40x0 1 190 D'e(au/t :x;..,0:83 Defau/tit , S 10 Window :X35 0; 1' 190, Q$fault k A:83 'Default 280 iRemoveds Smgle4Meta1 C/ears � = ExisbngSReside`nce s 11 Wi:„qndows r�;s''")6,Os� ,'•0 660; `NFRC�„�,'?i0 62 'NFRC,;;, `°� X10, °NewxlDuaKNon&W'0 12 ` Wndow, X56 0 X0,660 'NERC i X 0:67 NFRC '',x;10, "Newer `Dual Non -Metal Tints''i� 'Addition 13. 18 0.., 0 660 NFRC.".°` .....:0:62 NFRC ' � Window . 10 New Dual Non -Metal Tint ` Addition 14 Window X56 0:::::::0.`660 NFRC 0.62 NFRC 100 New Dual Non -Metal Tint Addition 75 Win'dow� * ''`12 0 0 660 'NF. RG:; 0.62 NFRC 100 New., Dual Non -Metal Tint Addition 16 : Window : 24 0 v 0 660 NFRC:. 0.62 NFRC . 400 New Dual Non -Metal Tint JAddilion (1) U -Factor Type 1 16 A 'Default Table from Standards, NFRC = Labeled Value 2 SHGC Type:. 146:&'!Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS::: -'- ID Window Ove hang Left Fin' Right, Fin Exterior Shade Type . . SHGC H t Wd Len H t LExt 4 RExt Dist Len H t Dist Len H t 1 F2 Bug Screen i 0.76 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 ' 8 , Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 ' 11 Bug Screen 0.76 12 Bug Screen 0.76 ' 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 6.76 16 JBug Screen 1 0.761 1 EnergyPro 5.1 by EnergySoft , User Number. 6712 t Run Code: 201146-24715:09:05 ID: Page 4 of 6 Reg: 211-N0049409A-000000000-0000 Registration Date/Time: 2011/09/22 19:18:05 HERS Provider: CalCERTS, Inc Electronically Filed by Tim Scott and Authenticated at-Ca10ERTS.com - 9/22/2011 .;;Electronically Signed at Ca10ERTS.'c6m by+DANIEL ,TORRES (SPEEDY AIR'CONDITIONING) 9/22/201.1 CERTIFICATE OF -COMPLIANCE �Rxesldential 4 „(Rarts4 of 5) CF -1 R Project Name Daniel Torres_ Builim4. g Type m Single Family p Addition Alone. ❑Multi Family Ca Existing+'Addition/Alteration Date g/15/2011 _OPAQUE_SURFACE DETAILS . , .. , :.. .: _.•:.. _ ... ..... ,. �. , :;... :. ,. •:..': i . . Surface =U In'sulatiori '-Joint Appendix Type' Area Factor Cavit Exterior -Frarlier Interior: Frame:':Azm'• `Tilt111'Status- ; 4 Location/Comments Slab 620 0.730 None 7 0 :080 New"-,., 4.4.7-A1 Addition i t FENESTRATION. S.URFACE;,DETAILS:., •` ID. Type Area r U Factor.:: SHGC Azrn '° Status;. GlazingType ' Location/Comments 17 Window . _ 11:0:.. ;0 660 NFRC 0.62 NFRC _ 100 •New .,, Dual Non -Metal ,Tint ":. Addition . 18 ,Window. _2010 0 660 ,NFRC. 0.62 NFRC .,190 New,, :^ 'Dual Non -Metal .Tint , Addition .1.9x,. Window ; ..8 0 ..:0.660. NFRC: 0:62 NFRC ' . 190'New, ° Dual Non=Metal Tint Addition .20N:.... Window.. 12-0 ;0 660_ NFRC.::. 0.62 NFRC . ;•; ' 190. New,; Dual'Non'Metal.Tint Addition 21,E lMndow,_ 8.0 66 NFRC „ 0 67 NFRC ;W ., �Y 190 ;New_ Dual Non Metal Tint ,,,.; Addition 22•, lNindow_ ,{;20 P. . 0 660. NFRC„,0 62 'NFRCs280 New�aDual?Non `MetalTrnt?u Addition 23 lNindow r=25`0 0.660 .NFRC;0:62 NFRC 1280,NewQ; Dual;Non,,MeialTrnt'! Addrtron;;. , Addition 24 Window ::: 35.0 0660 NFRC x'0.62_ NFRCs280 :New DualNon„Metal,TinM �std 0;62: 25 Window:.,_: 25¢0, 0'660 NFRC.i...0.62; NFRC 280; ,Newer Dual,NonMetalaTlnE ;. :.... L+°h'a�.fC4”}�w�ti�.'.'. A` `R_��1 AtErEEWsMr k�f,„s<,t�L t,`:gw.55LyiY1 •-$`T.'ix_ t .. 3i��' : ,u'�a c'.. Jffil �H:,'+H *`-�..?E:Y' u�.-„ C: FX9'it*.`�'R.�: S%iCS Lit' 'PY>: 'y3'�.f'itY, :... :x :,. �� E 0M, . . ..... .,. ..,`.a 4�te.,..�......nxse ... �4V:� .. .:..: x.. --- .... .. - .... 's•+ry'"n4. (1) U -Factor. Type xa1,16 A -Default Table from Standards, NFRC Labeled Value fir 2 SHGC.,T e. 116„ B',:` aDefault Table from Sfandards, NFRC-'Latieled Value r: EXTERIOR ,SHAD.ING.DETAIL.S , 1Nindow: : OverH'an " ' Left Fin' Right Fin ID Exterior.•Shade Type SHGC •`� ;`'.Wd ;Len.RHO'LEzt RExt Dist Len ^ H t Dist Len H t 17 Bug Screen 0.7618 Bug Screen 0.76 19Bug Screen 0.7620 BugScreen 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 Ene P.ro5.1 6 'Ene "Soft User Number. -:6712 RunCode: 201 f -06-24T15:09:05 /D:. Page 5 of 6 Reg: 211-N0049409A-000000.000-0000 Registration Date/Time: 2011/09/22 19:18:05, HERS Provider: CalCERTS, Inc El,ec;tronically Filed by Tim Scott dnd'Auth6nticated at CS1CtkTS.cqm 9/22/2011 .`Electronically Signed at.Ci10E4kT , S co 1�11 -TORRES(SPEEDY AIR .. J ..,' CONDITIONING) '9/,22/2011 C- E' 5) CF -1 R ;CERTIFICATE. OF. COMPLIANCE -'3 Projedt Name D6n:iel Torres Building Type, 10 SirfdI6',Fa�jily; 0,Add itidn'. A16h e" Exitino;Addition/ b FdTh Alteration Date 81151201.1 BUILDING ZONE INFORMATION", :-,Floor Area: System Name New Existihq_ Alte'r6d ;Removed Volume Year Built HVAC Altered ...1,038 .8,304 1960 HVAC Addition 2,600 16,000 7. Totals 0 VAC SYSTEMS -P :,`0fW Of �Thermostat Type Status Heatin` Type. Min. '�,,,C661in Tylbe, Min. 07 SEE Altered .4 ,Centra/ Furnace,80% APUE sp&'Air Cdnditi6ner 4et6ack PA ora i �Jentebl:Fumace. 80%,A#UE! Sp&ArJ3&naiil6her id."o-SEE0 S�itback eQ A—, New tp I z� IQ 411, 1,70W 6011 A913111011M W 'a-, lix:, R, P� M J�,111 WON I M. IN a mm AN N5 &W N WAR IARONKO -D dy R-' ys em2., ame'.1, 9tin' n -DOcUvotdfioR�` :15, Value e§tdd? Status S t H q A . .................... Ducted Attic; We g s, v6 New 'd - VA6; ............ Ceifih'ih 8.0 C. efflng,lns,:v�ente d 4.2 ❑ Ducted•,K�. Attle,"It' A Cidiho Ifis, vented, HVA 8.0 New buct6d 0 ,.WATER HEATING SYSTEMS-'..-':::::::* System Name Oty. Type Distribution .'Rated Input-. jank Cap. -(Oal): Energy' Factof.�' RE �Standby ,Loss or Pilot Ext. Tank Insul. R Value Status GESG60T12YXS1O 1 Small Gas Kitchen -,4$,",060, 7•,6.0 0.56:. n1a n1a Altered Standard Gas 50 gal 'or Le I Sm6/1"Gas- pre-afte:rea i6r'Abbve 1 34,0 Q . 01 9.58 1 n�a I n1a I GESG66T12YXS10 ,;.: I.- Sma, /1, Gas J*Kitcheh.Pio jlhs 17/6, n/a New MULTI -FAMILY ,WATER.HEATING":DETAILS.-,-*"'." HYDRONICAE -ATINGSY$TEM PIPING Control Hbt'WAt6r Pipirig Ldqbth,, (ft) 2 System Name Pipe Lenqth Pipe Diameter Insul. Thick. Qty. FHP": �P16�iurn Outside. H 47� - '0 0 0 -0 Page 6 ofT HERS Provider: CalCERTS, Inc 6712 RuriCbd6:,2all-,66�24TI5:09;05-.- Energ�Pro 5. 1 by EnergySoft User Numb&r. 19 -.18:05 Reg: 211-N0049409A-000000000-0000 Regis�tration Date/Time: 2011/09/22 W.U. 1G-1VO -cc: Mr. Daniel Torres, Homeowner.. C&4 4 4 Quha P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT 78-495 CALLE TAMPICO (760) 777-7012 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 To: Greg Butler, Building & Safety Director From: Les Johnson, Planning -Director Permit #: 11-400 To PD:' April 6, 2012 Due Date: April 10, 2012 Status: 1 st Building Pians Approval ; (This is an approval to issue a Building Permit) The Planning Department has reviewed the Building Plans for the following project: Description: Revised Structural Garage Address or General Location: 51-100 Calle Obispo Applicant Contact: Daniel Torres (760) 567-0133 The Planning Department finds that: 0 ...these Building Plans do not require Planning Department approval. ..these Building Plans are approved by the Planning Department. 0, .:.these Building Plans "require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Planning Department for review. Les Johnson, r -Planning received AES s .� City of La Guinta Planning Depaftent Date Q1 Of [dit'I Bui(dfng:8r:�afetya)iyistin P.O..Box 1:504, 78495.:Ca1i Tampico' .1. La.Quhlta, CA. 92253 -:(760) ;7:774012 Widing=Permit Application -and Tracong.Sheet Permit # Project Addtess: 'Owner's Name:. A P. Number. Address: Legal Description: Contractor. ' City, ST, Zip: Telephone: n 0 �3 Address: PiojecGDescription City, ST, Zip: % ✓- a Emit .�z . Telephone: State Lia #: {Mty Lie.;N: Arcb., Bog., Designer. e Address: City, ST, Zip: Telephoa %_Q :Gonstrtrdion Type: Occupancy: State Lia #: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: Sq. Ft.: #'Stories:# Units: Telephone # of Contact Person: Estirnatod Value of ProJect APPLICANT: DO_NOT, WUM BELOW THIS. LIME #1 Submittal Plan Sets :: Req'd ' Rec'd TRACENG: PERbUr FEES - Pian Check`sabmitted Item Amount Str4tlRrel Cala Reviewed, ready for correction's 'Plant Deposit. . Truss Cates. -.Called Contact Person �. �. Pian Check Balance. Title 24 Cales. Plans plelced,np Construction Flood plain pian Plans resubmitteC . e7� t echaMeat Grading plan Z" Review, ready for correctionetiwue Electrical Subcontattor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. t H.O.A. APp�'m Plans resubmitted Grading 17V HOUSE:-. ''•Review, ready for eorrections/issae Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit.issue School Fees Total Permit Fees Bin. # .. . . CIr of da Quln. ta _ Bu1ldUtg 8t Safety.. Division • P.O. Box 1504, 78-495 Calfe Tampico - Lit.Qdnta CA 92253 - (760) 777-7012 Building Pen!nit -Application-Ji nd TrgddngShee.t . Pernik # � 0 " Project Address: vzjno c'' eV, J Owner's Name:. A. P. N.umber.. Address: lop 641� Legal Description: Contractor.(: 'City, ST,'Zip: Telephon . Address: , 2/�� Project Description: City, ST, Zip: Telephone .Q 7-01, _moi . State Lic. #: �' % City Lic. # Arch4 Engr., Designer 2 2 Address: Iv City, ST. Zip: Telephone: Construction Type:. Occupancy: State Lic. #: -. Project type (circle one): New Add'a Alter Repair Demo Name of Contact Person: Sq. Ft.: #Stories: #Units: Telephone # of Contact Person: Estimated Value of Project: APPLICANT:. DO NQT. WRITE BELOW THIS UNE M Submittal Req'd Recd TRACMNG PERMIT FEES . Plan Sets Plan Check submitted a Item Amoaut Structural Cafes. Reviewed, ready for correctlons J\ Plan Check Deposit. . Truss Cafes. Called Contact Person Plan Check Balance. Title24 Cates. Plans picked up• a1,t.I V.�Q� Constmcdon Flood plain pian Pians resubmitted.. Mechaideal Grading plan 2a6 Review, ready for correetionstissue Electrical Subeontactor List Called Contact Person Plumbing Grant Deed Plans picked.up SMI. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review,' ready for.eorreetions/Issae Developer Impact Fee Planning Approval. Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit Issue School Fees Total Permit Fees .B,A Boulder West Components a 45491 Golf Center Parkway, Indio, CA 92203 f Telephone: (760) 347-3332 Fax: (760) 347-0202 • i t Y CITY OF LA QU INTA BUILDING & SAFETY DEPT. - APPROVED. FOR CONSTRUCTION ' Y 2�µ BY DATE ' _.. 4• -�'- tW" 1� J .c ... iia 1^ BMC SELECT Torres Residence Addition �s 04-18-2011 APR 19 2011 N Mj�. ►a ttY `yLi�/-d. 7 . 4 rlid .B,A Boulder West Components a 45491 Golf Center Parkway, Indio, CA 92203 f Telephone: (760) 347-3332 Fax: (760) 347-0202 • i t Y CITY OF LA QU INTA BUILDING & SAFETY DEPT. - APPROVED. FOR CONSTRUCTION ' Y 2�µ BY DATE ' _.. 4• -�'- tW" 1� J .c ... iia 1^ BMC SELECT Torres Residence Addition �s 04-18-2011 APR 19 2011 N Mj�. ►a ttY `yLi�/-d. .B,A Boulder West Components a 45491 Golf Center Parkway, Indio, CA 92203 f Telephone: (760) 347-3332 Fax: (760) 347-0202 • i t Y CITY OF LA QU INTA BUILDING & SAFETY DEPT. - APPROVED. FOR CONSTRUCTION ' Y 2�µ BY DATE ' _.. 4• -�'- tW" 1� J .c ... iia 1^ BMC SELECT Torres Residence Addition �s 04-18-2011 APR 19 2011 N SHEET ;/a I, I " FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION OF ALL TRUSSES 6 i D. B.A. :. Boulders West Components Sole# 45-491 Golf Center Parkway, Indio, CA iNTEGRAtb CONSTR 11CTION SERVICES (760) 347-3332 Fax: (760) 347-0202 CUSTOMER: SELECT BUILD .1013 NAME: TORRES RESIDENCE ADDITION OP77ONS: _ PLAMJ: El 1, V., ✓OB#: SCALE: DRAWN BY: P. Narvaez DATE: 04/18/2011 I SYMBOLS °�0j =wei"`,woa Eio» omEe9Kw.�,N LEGE• ND: t I..N • HI'EEM jEil��imu�wFAM � to EiCSID�mY x o� N07ES: vn,vER`n::RT/EOEx Io xeenlxo seeE n�ury w.r wlrrlwr 88'.11 :Ct . - -.m _ _ -. D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, IN®IO, CA. 92203 0.760-347-3332 F. 760-347-0202 CONS .........:.............. .PAGE TIMBER PRODUCTS' INSPECTION (LETTER)........................:.........1 ...................:.............13 TPI GTI STAMP —SEE PAGE 1 .......................:...........2 ..14 EXPLANATION OF ENGINEERED DRAWING..................................3 ................................ 15 DETAIL FOR COIVIPIION AND END JACKS — 16 PSF............:.....................4 ..................................16 DETAIL FOR COMMON AND END JACKS — 20 PSF .......:........................5 SUPPORT OF B C ('PRESSURE BLOCK) STANDARD OPEN END JACK ...........................6 INTERIOR BEARING OFFSET DETAIL..................................7 ............................19 BEARING BLOCK DETAIL 3 '/Z" BEARING..................................8 ..................................20 BEARING BLOCK DETAIL 5 %" BEARING..................................9 ..21 UPLIFT TOE—NAIL, DETAIL. a ................................10 Y_IImrDHT- mnr_MHTT_ nrTUIT.................. 6 ................ II WEB BRACING RECOMIVIENDATIONS ..................................r, T—BRACE AND L—BRACE ...................:.............13 •. VALLEY TRUSS DETAII, ..14 VALLEY TRUSS DETAIL (CONT'D.) ................................ 15 PURLIN GABLE DETAIL ..................................16 PDRLIN GABLE DETAIL (CONT'D ) .... ......................:...17 PURLIN GABLE DETAIL (CONT'D) ..............................18 PURLIN GABLE DETAIL (CONT'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 TRDSS .................................23 STD. REPAIR — REIVIOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - ' NOTCH 2X6 TOP CHORD ON GABLE TRUSS ..................................25 STD. REPAIR — NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD It£PAlit.T$IL — 25°/® ....................:................2T FALSE BOTTOM CHORD FILLER DETAIL .................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PLEASE CONTACT SetectBuild FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 �� t Job _ssype Qty y 11russ DISPLAY ROOF1 COMMON 1 1 00 e e 200 Mirek Industries, Inc. Mon Mar 17 14: 2003 Page 1 A2 0 0 54.5 10.2-3 15-0.0 19-9-13 24-7-11 30-0-0 32-0-0 2.0.0 5-4-5 4-9.13 4.9-73 4-9-13 4-9-13 5-4-5 2-0.0 4x4 = 6 . C 6.00 12 10 II 10 II . 5 7 3x4 3x4 % • 6 4 (� 1x4 110 V 9 3 e 10 n rr 2 c 11)0 �j 14 13 12 3x6 — 3x6 = - 3X8 = 3x6 — 3x8 = , A 10.2-3 19-9-13 30-0-0 B 10-2-3 9-7-11 10 -2-3 Plate Offsets (X,Y): [2:0-3-0,0.1-41, [10:0-3-0,0-1-4) SPACING 2-0-0 J E V I CS1 I V DEFL in (loc) I/dell P PLATES GRIP ' LOADING (psf) 1 Plates Increase1.15 ��// TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCLL 20.0 TCDL 10.0 Lumbar Increase 1 .1 5 K BC 0.83 Vert(TU -0.39 Horz(TL) 0.07 12-14 >907 10 n/a BCLL 0.0 Rep Stress Incr YES L WB 0.36 0.1 st LC LL Min I/deft = 240 Weight: 158 Ib BCDL 10.0 Code BOCA/ANSI95 BRACING LUMBER TOP CHORD Sheathed or oc purlins. TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or B-6-11 oc bracing. direr WEBS 2 X 4 SYP No.3 R S REACTIONS (Ib/size) 2-1317/0-3-8, 10-1317/0-3-8 Max Horz 2=-175(load case 5) T Max Uplift2=-341(load 4), 10=-341(load case 5) �case / Load Case Only t/ c FORCES (lb) - First TOP CHORD 1-2-26, 2-3--2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11 —26 u BOT CHORD 2-14=1794, 13-14-1140, 12-13-1140, 10-12=1794 6-14=742, 6-12-742, 9-12=-288 WEBS 5-14--294, 7-12=-294, 3-14=-288, `J�( � t+ OTES Unbalanced roof live loads have been considered for this design. ASCE 7-98 0and d;Lumbeory 11; rDOL=x1.33 zone! cantilever err left and right e0xposed ; end vertical left and right a poseancy closed;MWFRS gableer enlnd: 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. MI TC, BC, and Web fiaximurn Combined Stress Indies A Cumulative Dirnensiats B Panel Length (feet- inches - sixteenths) N' Deflections (inches) and Span to Deflection Ratio XLOAD CASE(S) Standard O Input Span to Deflection Ratio C Slope D Plate Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) T Mazimurn Uplift and•?or Horizontal Reaction if Applicable H Plate Offsets I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet- inches - sixteenths) V rvtember Axial Forces for Load Case 1 K Duration of Load for Plate and Lumber'Design W Notes L Code X Additional Loadcil-oad Cases Page # 3 This is to verify that Boulder West Components of Indio, CA is a subscriber in the TimberYroducts 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 parry 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 ANSI/TPI 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 (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Western Division J Page # 1 105 SE 124th Avenue ^ Vancouver, Washington 98684 0 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 ^ 1641 Sigman Road - Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 It 14 DETAIL FOR COMMON AND END JACKS i MIUSAC - E -16PSF 4/18/2007 i PAGE 1 MAX LOADING (psf) (SPACING 2-0-0;BRACING TCLL 16.0 I Plates Increase 1.25 TCDL 14.0 I Lumber Increase 1.25 i TOP CHORD BCLL 0.0 ! Rep Stress Incr . YES BOT CHORD MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF -L No.2 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 Sheathed. Rigid ceiling directly applied. MiTek Industries, Inc. Western Division LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22". LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131'X3.0" MIN) NAILS @ 3" O.C. 2 ROWS -2-0-0 — — -- --.^� --- 8"0 0 NOTE: TOP CHORD PITCH: 4/12--8/12 BOTTOM CHORD PITCH: 0/12--4/12 -� PITCH DIFFERENCE BETWEEN TOP AND 2x4.'.- BOTTOM x4 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 r @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. • /, j CONN. W/3 16d COMMOJJ WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 2 { - a 2x4 3x4 CONN. W2 16d COMMON WIRE (0:162"DIA. X 3.5" LGT) TOE NAILS B-0-0 8-0-0 I 6-0-0 -- EXT. 2-0-0 I . I 4-0-0 —P-- 2-0-0 EXT. La. _ .._ ._ c► 1 2-0-0 1 EXT. i 1m.. _....... -..... _.� EXT. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3:5" LGT) TOE NAILS i I 2/ —'-- - 1=j BOTTOM CHORD LENGTH MAY BE 2'-0" t - 3X4 = OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.162"DIA X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR ° 2-0-0 B-0-0PRESSUREBLOCKING INFO. - NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. A. P(r M Page # 4 AUG I 4 2099 0046433 EXP. 3-31-11 CIV1!. ��P OF CALWOR� ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU 7473 BEFORE USE. � 7777 Greenback Lane --Cb i I Design valid for use on with Mlek connectors. This design is based on upon parameters shown, and is for on individual building component. I Suite 109 9 IY r fY P n P? I Caws Heights, CA, 9561 I I Applicability of design paramenlers and proper incorporation of component is responsibility of building designer' not truss designer. Bracing shown . j is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding GA fabrication. quality control, storage. delivery. erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component iT�k� Safety Information available from Truss Plate Institute. 583 D'Onolrio Drive. � Ave. Madison. W153719. i DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -20PSF 8/31/2005 PAGE 1 }:r"}_ •mak. �#� kn, I, MAX LOADING (psf) SPACING 2-0.0 BRACING MiTek Industries, Inc. TOLL 20.0. Plates Increase 1.15 Western Division TCDL 1s.o Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. Ar.nl inn __ Y MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 LENGTH OF EXTENSION AS DESIGN 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 @ W O.C. 2 ROWS -2-0-0 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12--4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 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 • 2 CONN. W12 16d COMMON WIRE (e.162"DIA X 3.5" LGT) TOE NAILS 8-0-0 B -0-O EXT. z-ao 4-0-0 y-0 0 EXT. EXT. 2 EXT. 2.0-0 2.0-0 CONN. W13 16d COMMON WIRE (0.162"DIA X 3.5" LGT) TOE NAILS 11njBOTTOM CHORD LENGTH MAY BE Z-0" 3X'4 — OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(0A62"DIA X 3.61 LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 1 2 0 0 PRESSURE BLOCK NG INFO. B-0-0 Q NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 5. IF4 ® WARNING • Verify dcslgn parameters and READ NOTES ON TIQS AND INCLUDED IMMEK REFERENCE PAGE MU -74 73 BEFORE USE. 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 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 responslbMty of the erector. Addillonal permanent bracing of the overall structure Is the responsibility of the bullding designer. For general guidance,regarding fabrication, quality conlrol storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Bunding Component Solety Information avollable from Truss Plate Institute, 583 D'Onotrio Drive, Madison, VA 53719. C046433 EXP`3-31-11 ` OF CAUf01 AUG 14 2009 7777 Greenback Lane a.640 Sulfa 109 Citrus Heights, CA, 9561 MiTek® SUPPORT OF B.C. OF STANDARD OPEN END, M11/SAC - 73/30/2004 PAGE 1 JACK USING PRESSURE BLOCKS - • CAI Sl GIP C7 CAL GIRT Western Division y Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot chord ' Carrier truss ofjack 2- (.131"X3.0" MIN) _� i e ( `NAILS (typ) ("-- 2x4 block - ` I jack —.between jacks, G i truss nailed to carrier Qc (typ) w/6 Wt(.131"X3.0" MIN) nails spaced at 3" D.C. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 6.0-0 24' TYP . 1"X3.0" MIN) NAILS (typ) CHORD OF OPEN END JACK ° BC ' w/ 6-(.131"X3.0" MIN) NAILS @ 3" D.C. o ® IVARMN6 Vorlfy dosign pa mctem and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE FAGE AAi;7473 BnFORE USE. Design valid for use only with Mflek 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 responslbiiyly of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Addilional temporary bracing to Insure slablBty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsiblBly of the building designer. For general guidance regarding labricollon, quaBly control storage, delivery• erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and SCSit Building Component 'Safety Information available Irom Truss Plate Inslllule. 583 D'Onotrio Drive. Madison, WI 53719. - C04W3 EXP 3-31-11 'SF'C AUG 14 2009 7777 Greenback Lane ®m® Sidle 109 Citrus Heights, CA. 9561 iiiiTW INTERIOR BEARING OFFSET DETAIL II/VI/SAC - 6 [3/30/2004 PAGE 1 • D 0 Id Y f.� Hd NOTE: ANTERIOR 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 TRIPLE WEB JOINT I Western Division iT 1401 AUG 1 4 1009 o � d Page # 7 0 TAp,111 NO - Ver((y design parmneters and BEAD NOTES ON TRIS AND UJCLDDED M77EK AEFMMNCE PAGE MI -7473 BEFORB USE. sun Greenback Lane suns los 0d for use only wllh rvllTek eonnedors. ibis design Is based only upon porameters shown. and Is for an Individual building component. Cllrus Heights, CA, 9561 ly of design paramenia"" and proper IncorporoiIon of component h responslbi9ly of buU, i g designer- not Irvss designer. Bracing shown,l suPPpori of IndMduol web members only. Addllionbl temporary bracing to Insure s1oblAly during construclIon k the responslbAllly of the ddlllonalpemanent bracing of fhe overaA sirudure is the responslb@ly of the building de3{gner. For general guidance regardingn, quailly conlrotstorage, deMery,eredlon and brocing. consull ANSI/TFII QualIty Cdleria, DSB-fig and BCSii BuBding Componrntrmation available from Truss Kole Inslltule, 583 D'OnolAo Drive, Madison, WI 53719. V BEARING BLOCK DETAIL 3 1/2" BEARING IMI/SAC - 3A 3/25/20.04 PAGE 1 ®® O Western DivisionOL AM; v 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. 0-3-8 ACTUAL BEARING SIZE; How:: c 3" o.C. r HF i 2126 1472 ,, i F. TOTAL NAILS) sPF •2231 1452 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES CASE 4" MINIMUM PILOWA Lni I BEARING BLOCK & wOCD BEARING ALLOWABLE LOACS H:rrTor: C:H^v RG 577.E LUMBERREACTION BEARING BLOCK i — AN r.,. GRADE 1b (- ) ALLOi0Lz,BLE LOADS ALLOWABLE LOAD iib) OT4'- ZQUIVAL NT BEARING LENGS^ T . ,_ IF+f t:A_•,1.1 'taG Fi17'TER?� (NOTEII L—_L..- (NOTE 4,5) -- I NOTE 4) -t-- .. - _..i---- NOTE 4 --L--Z----L_._._....._.. - - ----- BOTTOM CHORD. 2966 929 ' 3895 ) 0-4-9 SYP 1 :x9 BoTTJM CHORE DF–.. ;, 855 _– 4136 ---- I 04'6 .. . --........... Rows 31,O.C. L. TOT NAI TOTAL. -----3281 HF --i-- i 2126 ! 736 - ------ 2862 =– 0-4-11 SPF 2231 726 i 2957 0-4-10 SYP 2966 ! 1393 i 1282 4359 4563 0-5-2 I 0 4-13 3281 :.. 507170•!— Rc„s 3” O.C. Hr 2126 1104 I 3230 i 0-5-5 -- TOTAL :..AYES) i I' ` • 'r ` 2231— 1089 3320 0-5-3 2966 I 1858--- 4824 0-5-11 8 BOTTOM CHORDt DF ---I 3281 i 1710 i 4991 0-5-5 How:: c 3" o.C. r HF i 2126 1472 ,, i F. TOTAL NAILS) sPF •2231 1452 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES CASE 4" MINIMUM HEEL HEIGHT \BRG BLOCK TO BE SP.ME 27 7/2" 5LOu1C SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. =_ .. •,.,,,.� APPLY TO ONE FACE OF TRUSS. 3598 3683 I i 12" BLOCK i CASE 2 0-5-14 0-5-12 -. -. �*� C046433 k EXP. 3-31-11 C OF AUG 14 2009 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE 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 3'-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 - Ve design pamm.etem and READ NOTES ON THIS AND INCLUDED .v1TER REFERENCE PAGE- 1/11.7473 BEFORE USE. 7777 Greenback Lane [ Suite 109 Design valid for use only wilh MiTek connectors. This design is based only upon parometers shown, and is for on individual building component. -Citrus Heights, CA. 9565 Applicability of design paromeniers and proper incorporation of component is responsibility of building designer - not Irvss designer. Bracing shown =.� .,_i is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the av" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricolion, qualify control, sforoge, delivery. erection and bracing, consult ANSI/TPII Quality Crlleda, DSS -89 and BCSII Building Component M /Tek Safety Information available Irom Truss Plate Institute. 583 D'Onofrio Drive. Modison, WI 53719. !Y, BEARING BLOCK DETAIL 5 1/2" BEARING MII/SAC - 4A 3/25/2004 PAGE 1 O-_-_---- —_-- ............... Western Division REFER TO INDIVIDUAL TRUSS DESIGN j 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. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS :'.O':'TOi?CHORC SIZE LUMBER BEARING BLOCK GRADE II:� ri,'i7'E-N (NOTE 1) OBOTTOM SYD _.A BOTTOM C'r.ORD DF R01.1S @ 3" 0. C. -'- -- (6 TOTAL NAILS) HF SP = ALLOWABLE BEARING BLOCK BEARING BLOCK 4 WOOD BGFiiNG kLLOWk5LE LOADS REACTION (ib) ALLOWABLE LOADS OBOTTOM — --- -'— - iib? TOTAL EVU-I'JALENT BEARING LE; G -E _.—_---- AL UWr3LE LOAD (NOTE 4,5)_ 4)— I 0-6-13 CHORD 4661 .............(N -OTE 929 5590 ; 0-6.9 51.56 855 6011 0-6-6 3341 i 736 4077 0-6-11 3506 i 726 4232 _..--� - ' ........._......... 0-6-10... . 4" MINIMUM HEEL HEIGHT ; • 22 1/2" ST.00TC' L-0- - . _------moi CASE 1 BRG BLOCK TO BE SAME ! SIZE, GRADE, a SPECIES AS EXISTING BOTTOM CHORD. i 12- BLOCK ' APPLY TO ONE FACE OF TRUSS. -►- G m �.. _ C04W3 --- --- - —' EXP 3-31-11 L1_0JF C/VQI. CALIPI?f�400� NOTES: AUG 14 Zoo`° 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE 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. Pa a#9 WARMNG •Verify deslgu parameters w,d READ NOTES ON'IfIIS AND INCLUDED MITEK REFERENCE PAGE U-7473 BEFORE USE. 7777 Greenback Lane M® Suite 109 Design valid for use only with M1ek conneclors. This design is based only upon poromelers shown, and is for on individual building component. Citrus Heights, CA. 9561 u„irr,s 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 lemporory bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall sirvcture is the responsibility of the building designer. For general guidance regarding iT�k® fobricotion, quality control, storage. delivery. erection and bracing, consul) ANSI/TPII Quality Criteria, DS8-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. SB3 O'Onofrio Drive. Madison, WI 53719. SYP 4661 1393 6054 -- —---..._....... — OBOTTOM 5156 ;' 1282 6438 I 0-6-13 CHORD _ DF 3341 1104 4445 0-7-5 3 ROWS @ 3" O.C. HF i 12 TOTAL ; IAI LS)- ----- .._..._ _--<------ 3506 ' 1089 4595_— .. SP: SYP i 4661 _.__. ------------ 1858 ---- L ----------'-- —1 6519 ._...---�_.-..._...___......_.�_.._. 0-7-11 ... __— .._.. 2:•:S BOTTOM CHORD ?--- _..._..._-;_--�----�- DF 5156 ---'--1710 6866 � 0-7-5.-- 4 R(YgS ? 3" O.C. --- ' HF 3341 1472 i 4813 0-7-14 tI6 TOTAL NAILS) 3506 i 1452 j 4958 i 0-7-12 . SPF FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT ; • 22 1/2" ST.00TC' L-0- - . _------moi CASE 1 BRG BLOCK TO BE SAME ! SIZE, GRADE, a SPECIES AS EXISTING BOTTOM CHORD. i 12- BLOCK ' APPLY TO ONE FACE OF TRUSS. -►- G m �.. _ C04W3 --- --- - —' EXP 3-31-11 L1_0JF C/VQI. CALIPI?f�400� NOTES: AUG 14 Zoo`° 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE 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. Pa a#9 WARMNG •Verify deslgu parameters w,d READ NOTES ON'IfIIS AND INCLUDED MITEK REFERENCE PAGE U-7473 BEFORE USE. 7777 Greenback Lane M® Suite 109 Design valid for use only with M1ek conneclors. This design is based only upon poromelers shown, and is for on individual building component. Citrus Heights, CA. 9561 u„irr,s 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 lemporory bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall sirvcture is the responsibility of the building designer. For general guidance regarding iT�k® fobricotion, quality control, storage. delivery. erection and bracing, consul) ANSI/TPII Quality Criteria, DS8-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. SB3 O'Onofrio Drive. Madison, WI 53719. UPLIFT TOE -NAIL DETAIL • :7 SIDE VIEW NEAR SIDE FAR SIDE MII/SAC - 24 11/18/2004 I PAGE 1 MiTek Industries, Inc. 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 I OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW TOi OF NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 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 TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. •" USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page #10 ® WARMNO . Varth design parameters and READ NOTES ON TRIS AND INCLUDED WTrF_K REFERENCE PAGE Mff•7473 BEFORE USE. Design void far use only with MiTek connectors. This deslgn.b based only upon parameters shown, and Is for an Individual bullding component. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral supporl of individual web members only. Additional lemporary bracing to Insure stability during construction Is the responslbiifily 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, consull ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrto Drive, Madison. WI 53719. r4 C046433 EXP. 3-31-11 OF CP.L��OR AUG 1 4 2009 7777 Greenback Lane -0 Suite 109 mmuff Citrus Heights, CA, 9561 _ MOW TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM. SYP OF HF SPF SPF -S C7 .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 q .162 723 57.0 39.1 36.8 25.1 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 ri (9 .120 45.9 36.2 24.8 23.4 15.9 O .128 49.0 38.6 26.5 25.0 17.0 J o .131 50.1 39.5 27.1 25.6 17.4 rn .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: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. •" USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page #10 ® WARMNO . Varth design parameters and READ NOTES ON TRIS AND INCLUDED WTrF_K REFERENCE PAGE Mff•7473 BEFORE USE. Design void far use only with MiTek connectors. This deslgn.b based only upon parameters shown, and Is for an Individual bullding component. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral supporl of individual web members only. Additional lemporary bracing to Insure stability during construction Is the responslbiifily 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, consull ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrto Drive, Madison. WI 53719. r4 C046433 EXP. 3-31-11 OF CP.L��OR AUG 1 4 2009 7777 Greenback Lane -0 Suite 109 mmuff Citrus Heights, CA, 9561 _ MOW LATERALTOE-NAIL DETAIL MII/SAC -25 11/18/2004 PAGE 1 ®® MiTek Industries, Inc. RO 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 :01 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 C 0046433 EXP. 3-31-11 QVIL �P ��OF CAt_tFOR� AU Zo�� SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS NEAR SIDE - -I FAR SIDE NEAR SIDE SIDE VIEW (23) 2 NAILS NEAR SIDE - 1 FAR SIDE 45 DEGREE ANGLE i BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE 7 �I NEAR SIDE 15.00° SIDE VIEW (2x6) 3 NAILS NEAR SIDE NEAR SIDE /\ NEAR SIDE Page # 11 ® WARNING - Verify desfgn parameters and READ NOTES ON TRTS.AND INCLUDED MITEK REFERENCE PAGE IM -7473 BEFORE USE. I m7 Greenback Lane. ��® 09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite Het Applicability of design romenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 .rr PP Y 9 Pa PrP P Po Po Y 9 9 9 9 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 iTek® Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. I SYP DF HF SPF SPF -S O .131 8B.1 80.6 69.9' 68.4 59.7 Z 0 .135 93.5 85.6 74.2 72.6 63.4 J ;n .162 118.3 108.3 93.9 91.9 80.2 vi -- 84.1 76.9 66.7 65.3 57.0 0.128 Z 0. 131 88.1 80.6 69.9 68.4 59.7 N 148 105.6 97.6 1 84.7 82.8 1 72.3 to C� I 120 73.9 67.6 58.7 57.4 50.1 Z O - .128 84.1 76.9 66.7 65.3 57.0 J o .131 88.1 80.6 69.9 68.4 59.7 `n .148 1D6.6 97.6 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 C 0046433 EXP. 3-31-11 QVIL �P ��OF CAt_tFOR� AU Zo�� SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS NEAR SIDE - -I FAR SIDE NEAR SIDE SIDE VIEW (23) 2 NAILS NEAR SIDE - 1 FAR SIDE 45 DEGREE ANGLE i BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE 7 �I NEAR SIDE 15.00° SIDE VIEW (2x6) 3 NAILS NEAR SIDE NEAR SIDE /\ NEAR SIDE Page # 11 ® WARNING - Verify desfgn parameters and READ NOTES ON TRTS.AND INCLUDED MITEK REFERENCE PAGE IM -7473 BEFORE USE. I m7 Greenback Lane. ��® 09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite Het Applicability of design romenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 .rr PP Y 9 Pa PrP P Po Po Y 9 9 9 9 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 iTek® Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. MARCH 12, 2009 OD baa 0 00 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 TYPE ' 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE 14TOTHE BAYSIZE 24"O.C. 48"0.C. 72" O.C. 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 IT PTIERSEOTS WEB MEMBERS 1666 AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRIES WITH 2-8d - 10' 0° 1610 1 886 B 2629 . FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT GUIDES TOBGOOD PRACTICE FOR HANDLING, NSTALLNG CONNECTEDMPORARY BRACING OF METAL PLATE EBRACINGOOF ETAL PLATE CONNECTED C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR EYP) WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. %' -.:bci dudryz= and x-Jp6rsLo)g 12'-0" 1342 1572 1572 2358 '4?' 3143 3143] 4715 4715 7074 1347 1347 2021 � 14'-0" 1150 -.�. r 't; ' _ _ - ;;�:•-.:�. _ 1006 1179 1179 1768 2358 2358 3536 _ ..4715:. 894 1048 1048 1572 %F::j;q?• _-':.� .�i:�_ c`r.-� � ;;.�_ �>��1 ;'-.-';:,�: 3143` _��. 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"0 ' C * 4'O.C. ONLY, MITEK STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C Alm D BRACING MATERIAL. DLAGO144 BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MY BE REPLACED WITH WOOD LOOKING. SEE'STAGILIZER' TRUSS 6RAGNG INSTALLATION GUIDE MID PRODUCT SPECIFIC -.TION. 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) Pa e#12 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE 14TOTHE ' ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED 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 IT PTIERSEOTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRIES WITH 2-8d (0.131'x257 FOR 1x4 BRACES, 2-lod (0.131'x 31 FOR 2C3 and 2x4 BRACES, AND 3-10d (0.131'x3) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X25') NAILS FOR 1.4 LATERAL BRACES, 2-10d (0.131'x3') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3.1 Od (0.131'x3y FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, OONST (SPF, DF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTNUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT GUIDES TOBGOOD PRACTICE FOR HANDLING, NSTALLNG CONNECTEDMPORARY BRACING OF METAL PLATE EBRACINGOOF ETAL PLATE CONNECTED C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR EYP) WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. %' -.:bci dudryz= and x-Jp6rsLo)g D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. S, TABULATED VALUES ARE BASED ON A DOL. -1.15 FOR STABILIZERS: FOR A. SPACING OF 24"0 ' C * 4'O.C. ONLY, MITEK STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C Alm D BRACING MATERIAL. DLAGO144 BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MY BE REPLACED WITH WOOD LOOKING. SEE'STAGILIZER' TRUSS 6RAGNG INSTALLATION GUIDE MID PRODUCT SPECIFIC -.TION. 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) Pa e#12 T-BRAC E AND L-BRAC E Nailing Pattem L -Brace size Nail Size Nall Spacing 1x4 or 6 10d (0.146X3") 8" D.C. 2x4, 6, or 16d(0.162X3 1/2") B" D.C. Note: Nail along entire length of L -Brace orT-Brace (On Two -Plies Nall to Both Plies) • WEB Nails j t -A - SPACING k J�� k jc .a V� C046433 EXP. 3-31-1 1 CiVI1. \oF CALIIAAUG 14 2009 IVIII/SAC - 23 18/27/2004 1 PAGE 1 MITek Industries, Inc. Western Division L -Brace or T -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 — 2 - 2x3 or. 2x4. 1x4 2x4 2x6 1x8 2x6 2x8 2x8 *** DIRECT SUBSTITUTION NOT APUCABLE. Section Detail Nails j Nails` /.. Web ---f Web L -Brace T -Brace L -BRACE or T -BRACE 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 2xB 2x8 2x8 Nails ` � 10d (0.148X3') @ 9" o.c. Web d/ I -Brace Naliszt)on Detail 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. Page # 13 ® WARMNe • YeK(S design parameters and READ NOTES ON= AND INCLUDED W7DIt REFARDNcB PADS IM 7473 BWORR IISE. Design vafld for use only with MITek conneclars. This design Is based only upon parameters shown, and Is for on Individual building component. Applicability of design Poramenters and proper Incorporation of component Is responsibility of building designer- not Inns designer, Brodng shown Is for lateral support of Individual web members only. Addillonal lamparary bracing to Insure sla6t@ly during construction Is the responsibility of the erector. Additional. permanent brocing of the overal structure Is the responslbl0ty at the bupoing designer, for general guldonce regarding lobrieallon, qualiy dontral, storage, delvery, erection and bracing, consult ANSI/TPII quality Crlleflo, DSB-BI and BCSII Building Component Safety Intonnoflan avalabie from Trus Plate Institute, 5!333 D'Onotrlo Drive, Madison, WI 53717, 7777Greenback Lane sun.log Citrus HBtghl., CA, 9661201! MiTeka. . • VALLEY TRUSS DETAIL MIM/SAC - 19 4/26/2004 PAGE 1 OF 2 ®® O 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 MTek 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) TOE -NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) TOE NAILS VALLEY TRUSS RESTS ON 2x6 M 10 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0". MIN) NAILS INTO EACH TRUSS BELOW \ a_ ATTACH VALLEY TO BEVELED 2x4 W/ 31"X3.0" MIN) TOE N \ TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12 PITCH) ( 2 ) (.131"X3.0" MIN) TOE NAILS Page # 1 NOTES: �A C046433 -A EXP 3-31-11 'S'l CALCW I� �1- �\ F �FOR � 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. ® t4ARMNG - Verify design pararneters and READ NOTES DN THIS AND INCLUDED hDTEK REFERENCE PAGE hM.7473 BEFORE USE. 7777, Greenback Lane sem® Design va➢d for use only with MTek conneclors. This design is based only upon parameters shown, and is for an individual building component. suite 109 A ➢cabifil' of design aramenlers and proper Incorporation of component Is res onsibilil of building designer- - not truss designer. Bracing shown Citrus Heights, CA. 9581 PP Y 9 P P P rP P P Y 9 9 9 g __ Is for lateral support of Individual web members only. Addillonal temporary bracing to insure slobi➢ly during construction is the responsib➢➢ly of the erector. Additional permanent bracing of the overall slruciure Is the responsibirily of the building designer. For general guidance regarding fabrication. qua➢ly control, storage, delivery. erection and bracing. consul) ANSI/TPII Quality Crileria, DSB-89 and BCSII Building Component Soloty Information available from Truss Pble Institute. 583 D'Onolrio Drive. Madison, WI 53719. �Tek , q 1i I BASET 1 VALLEY TRUSS TYPICAL TYPICAL I (24" O.C. LL VALLEY TRUSS TYPICAL s 1?A1nr. I . 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) TOE -NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) TOE NAILS VALLEY TRUSS RESTS ON 2x6 M 10 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0". MIN) NAILS INTO EACH TRUSS BELOW \ a_ ATTACH VALLEY TO BEVELED 2x4 W/ 31"X3.0" MIN) TOE N \ TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12 PITCH) ( 2 ) (.131"X3.0" MIN) TOE NAILS Page # 1 NOTES: �A C046433 -A EXP 3-31-11 'S'l CALCW I� �1- �\ F �FOR � 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. ® t4ARMNG - Verify design pararneters and READ NOTES DN THIS AND INCLUDED hDTEK REFERENCE PAGE hM.7473 BEFORE USE. 7777, Greenback Lane sem® Design va➢d for use only with MTek conneclors. This design is based only upon parameters shown, and is for an individual building component. suite 109 A ➢cabifil' of design aramenlers and proper Incorporation of component Is res onsibilil of building designer- - not truss designer. Bracing shown Citrus Heights, CA. 9581 PP Y 9 P P P rP P P Y 9 9 9 g __ Is for lateral support of Individual web members only. Addillonal temporary bracing to insure slobi➢ly during construction is the responsib➢➢ly of the erector. Additional permanent bracing of the overall slruciure Is the responsibirily of the building designer. For general guidance regarding fabrication. qua➢ly control, storage, delivery. erection and bracing. consul) ANSI/TPII Quality Crileria, DSB-89 and BCSII Building Component Soloty Information available from Truss Pble Institute. 583 D'Onolrio Drive. Madison, WI 53719. �Tek VALLEY TRUSS DETAIL. MII/SAC '- 19 4i26i2004 PAGE 2.OF 2 • -• i mi I eK InaustrleS, Inc. Western Division BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY;TRUSS BASE TRUSS W/ W/ USP RT7 OR 1 (2) 16d TOE NAILS EQUIVALENT r t t DETAIL D (NO SHEATHING) DETAIL E (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. E�331 SO�CAU � Page .# 15 1 4.2009 ® wARNING•Vorijy designparameters and READ NOTES ON VUS'. INCLUDED xn7KREFFJtENCE PAGE ILII -7473 BEFORE USE. 7777 Greenback Lane .o® 09 Design valid for use only with Wei: connectors. This design Is based only upon parameters shown, and is loran Individual building componenl. Sure He A ficabill of design aramenlers and proper Incorporation of component Is res onslb101 of building designer -not Inizs designer. Bracln shown Citrus Heights, CA, 9561 PP Y l3 P P P aP mP P Y g g 8 g Is for lateral support of individual web members only. Addlllonol temporary bracing to Insure slabIlly during construction Is the responsibllAly of the erector. Additional permanent bracing of the overall structure Is,lhe responslbl4ly of the building designer. For general guidance regarding landcalion, quality control storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB.B9 and BCSII Building Component MOW' ��4 safety information avalable from Truss Plate Inslilute, 583 D'Dnoldo Drive, Morrison, WI 53719. �9 (� PURLIN GABLE DETAIL, IVIII/SAC - 12 7/15/2005 PAGE 1 OF 4 • THE PURLIN' GABLE TO BE LAID ON TOP OF THE C�P�\� HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL #2 SEE DETAIL #1 JACKS IBII1 eK Inuu5Lr1e5, rnu. Western Division I STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE ' LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. Z-0. 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 SEE SHEET 2 OF 2 FOR ALL DETAILS Page # 16 o ® WARMNG - 4erffy dcsfyn Parameters and READ NOTES ON TRIS AND INCLUDED BDTEK REFERENCE PAGE W17.7473 BEFORE USE. 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 poramenters and proper incorporation of component Is responslblilly 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 b the responsibUlify of the erector. Addlllonol permanent bracing of the overall structure Is the responsibf0ly of the building designer. For general guidance regarding , fobricallon, quality control, storage, defivery, erection and bracing, consult ANSI/fPll Quality Crlterla, DS9•89 and BCSII Building Component Safety Information available fromTruss Plate Inslllute, 593 D'OnoMo Drive, Madison, WI 53719. C04J-�11 EXP 3 `J12 CN OF CALIF AUG 14 20n9 7777 Greenback Lane �® Suite 109 . Citrus Heights, CA, 9581 MOW C/) U) Z O O U 2 = = Ll Ll - SEE SHEET 2 OF 2 FOR ALL DETAILS Page # 16 o ® WARMNG - 4erffy dcsfyn Parameters and READ NOTES ON TRIS AND INCLUDED BDTEK REFERENCE PAGE W17.7473 BEFORE USE. 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 poramenters and proper incorporation of component Is responslblilly 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 b the responsibUlify of the erector. Addlllonol permanent bracing of the overall structure Is the responsibf0ly of the building designer. For general guidance regarding , fobricallon, quality control, storage, defivery, erection and bracing, consult ANSI/fPll Quality Crlterla, DS9•89 and BCSII Building Component Safety Information available fromTruss Plate Inslllute, 593 D'OnoMo Drive, Madison, WI 53719. C04J-�11 EXP 3 `J12 CN OF CALIF AUG 14 20n9 7777 Greenback Lane �® Suite 109 . Citrus Heights, CA, 9581 MOW PURLIN GABLE DETAIL (VIII/SAC - 12 7/15/2005 PAGE 2 OF 4 0 16d NAILS 6" O.C. � 0�0 �`OOQOG� I 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 ING \ 'PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSSTORCHORD " D ETAI L #4 Z/ * II DETAIL #1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER - Page # 17 r C046433 EXP 3-31-11 Cfult SOF CAL1�rOR� AUG In ® WARNING - VcHft design parameters and READ NOTES ON THU AND INCLUDED MITEK REFERENCE PAGE MI -7473 BEFORE USE. 7777 Greenback Lane re Sulfa 109 Desiggn valid lot use only with MBek eonneclors. Thls deslgrrl1 Is based only uF15111"'.01110 me ers shown and Is for an Individual budding compbnen . Citrus Heights, GA, 9561 Apphcablfdy o design paramenlers and properincor{ioral�on o� compono�blGly of bu7ldingg designer - not truss designer. Brocing s�wn Is for loleral sVVRRpport of individual web members only. Addl Iona temporary bro4ing to nsure slabltlly durtngfcomlrucllon a the rezponslblNly of the erector. Additional perRmnanent bracingg of the overotl structure Is the respofrsibllly of the bullding ddesigner. or general gulclance regardln . - ■ labrtcallon, quatlly conlio6 storage, de0very, erection and txa ng. consutl ANS Ouallty Criteria, DSB•89 and BCSII Building Component f��A,p Safety Information available from Truss Plate Inslflule, 563 D'Onotrlo Drive, Madison, WI 53719. k 111111 eK Inausiftes, Inc. Western Division - ivision16d 1 6dSINKER 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 JQg�� eGP FACE OF THIS TRUSS AND BEARS ON T DETAIL I 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 ING \ 'PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSSTORCHORD " D ETAI L #4 Z/ * II DETAIL #1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER - Page # 17 r C046433 EXP 3-31-11 Cfult SOF CAL1�rOR� AUG In ® WARNING - VcHft design parameters and READ NOTES ON THU AND INCLUDED MITEK REFERENCE PAGE MI -7473 BEFORE USE. 7777 Greenback Lane re Sulfa 109 Desiggn valid lot use only with MBek eonneclors. Thls deslgrrl1 Is based only uF15111"'.01110 me ers shown and Is for an Individual budding compbnen . Citrus Heights, GA, 9561 Apphcablfdy o design paramenlers and properincor{ioral�on o� compono�blGly of bu7ldingg designer - not truss designer. Brocing s�wn Is for loleral sVVRRpport of individual web members only. Addl Iona temporary bro4ing to nsure slabltlly durtngfcomlrucllon a the rezponslblNly of the erector. Additional perRmnanent bracingg of the overotl structure Is the respofrsibllly of the bullding ddesigner. or general gulclance regardln . - ■ labrtcallon, quatlly conlio6 storage, de0very, erection and txa ng. consutl ANS Ouallty Criteria, DSB•89 and BCSII Building Component f��A,p Safety Information available from Truss Plate Inslflule, 563 D'Onotrlo Drive, Madison, WI 53719. k PURLIN GABLE DETAIL MII/SAC a 12 7/15/2005 PAGE 3 OF 4 r J 0 JA B1 MITek Industries, Inc: Western Division PURLIN GABLE ER OR 16d BOX :;ING BY OTHERS uL-1-Al-L4. — b-UFFLe DETAIL ##2 'SUPPL. Page # -1 ® WARNING • Vertfy desfgn par met— and READ NOTES ON TAUS AND INCLUDED Td=AETMWNCE PAGE AW -7473 BEFORE USE. Desiggn valid for Vse only with MITek connectors. This design Is based only upoparame�ers shown, a d b for an Individual building compone Appfrcabl9ly of design parvmer]lers and proper corporation of componenl�s respons billly of bulidrngg designer -not truss designer. BraciDg Is for ia1erarrs RRport of indlvidup web memkers only. Addllliona I mporary btocing to Iniure slablQty duringFconstrvcllon Is the responslblWly erector. Ad�illonal pe vnen bradng ol''rrsre overvll structure b the respol�slb101y of the building esigner. or generol gut nce regard ng fabricotion, qua0ly conlrot storage, dem cry, erection and bracing, consul) ANSy/fPll Qualify C lerta, OSB -B9 and BC511 Buftdtng Componer Solefy InformaBon avvlloble from Truss Ploie Institute. 563 D'Onotrlo Drive, Madison, WI53719. . ;d BOX OTHERS -'S ll• C046433 EXP: 3-31-1 1' 0,Cl�l1;O�� AUG 14 ?png 7777 Greenback Lane Suite 1O9 Citrus Heights, CA, 9581 owl MOW 0 • PURLIN GABLE DETAIL MIM/SAC - 12 7/15/2005 PAGE 4 OF 4 ®� O 16d SINKER OR 16d BOX TYPICAL V 1 'r • PURLIN GAB!`: ' S LAST H MITek Industries, Inc. Western Division r. RIDGE BLOCKING FIRST COMMON t 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX DETAIL;##3 SUPPL. 0;0,-12 TIGHTLY SET JOIN) I}� or I i \ PURLIN GABLE --7— HIP 2HIP SET TRU S 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 ® WARNWO. Verify design paramefcm and READ NOTES ON TFnS AND iMLUDED MTTEK REFERENCE PAGE MU -7473 BEFORE USE, 7777 Greenback Lane Suite 109 Desiggn voGd for use only wllh N�'T co meclors.Thls deslgrr�f is based only upon parcme N shown a d b fo on IndNidual building componen . Citrus Heights, CA, 95 P�pliaabilty of design pparamenlers and proper fncorporallon of rnmponent ¢ respons�blllty of bujklrngg designer - not truss designer. Brocing sown s or loteraffsuRport of Individu I web me tiers only. Addillona temporary btoc1g to Insvr FFlab ly Burin eonstrucllon h he responsib Illy of the erector. AddlPonol perfnanent brocingg..o�ihe overall siru lure IF the respof�slb101yy of the bulitlln �eslgner.or ge erol pul�ance regarding labrtcallon, qua�ty control, storage, deBvery, erection an� bracing, consul) ANS f/TPII Quality Criteria, DSB-89 and BCSIS Building Component safely Information avollable from Truss Plale Institute, 583 D'Onofdo Drive, Madison, WI 53719. r CINU33 EXP�3-31-1'al'�� '9Ik. AUG 14 20Y9 MOW 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 s (TYP) I ••. b I 1 /• S/ I I SIMPSON A34 — OR EQUIVALENT LEDGER-- 2X4 EDGER ;2X4 No. 2 OR BTR GABLE END + 45' STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 S D 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. ��NGTH = T-0" 6'-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. ALTERNATE BRACING DETAIL R S. M C046433 EXP 3-31-11 CIVIL �� Ox CAI KA/ NOTES AUG .14 20"9 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 TOE NAIL'S 4)THE 10d NAILS SPECIFIED FOR LEDGER ANDSTRONGBACK ARE 10d BOX NAILS. (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL I&APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLE$S,OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = TL -0'" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 20 ® WARMNG • Verify design pa —t.rs and READ NOTES ON T$TS ANDrTNCT.ODED AOTEK REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane so® Design valid for use only with MTek connectors. This design ls,baced only ?6 shown shown, and is for an Individual building componenl. Suite 109 Appficablllly of design paromenters and proper Inc 12.1' compone."p responstbl.'y of building designer- not Truss designer. Bracing shown Citrus Heights, CA, 9561 Is for lateral support of Individual web members only. Addllloncl lemporcry bracing to Insure stability during construction Is the responslblllily of the . erector. Additional permanent bracing of The overall ilru_clure is The rpiponslblrlly of the building designer. For general guidance regarding fabrication, quafily control storage, delivery. erection and bddng,.c'onsull ANSI/TPII Quality. Criteria, DSB-69 and BCSII Building Component A'1��® Safety Information available Irom Truss Plate Institute. 583 D'Onolrlo:Drive, Madison, WI 53719. i9 B STANDARD GABLE END DETAIL Mil/SAC - 20 4/27/2004 PAGE 1 OF 2 s; *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEEPAGE 2/2 FOR —ALTERNATE BRACING DETAIL 'lam T+3" T — 1 X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) Q i 24" MAX 0 1A1 24" O.C. I 1 1/2" 31172' 1- NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL ;ON SBR SPAN TO MATCH COMMOP TRUSS �I VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C, LOADINgpsq 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 3x5 = 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END /® WALL �IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-011 2 - 16 - OVER 8'-611 4 - 16' LUMBER ° TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHTg • SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRPIJ5, C046433 12 INCH O.C. 6-7-0 13-2-0 1-0-0 EXP 3-31-11 16 INCH O.C. q=f3_0 24 INCH O.C. 4-8-0 _t�--0'�Tf C1V(1 NOTES 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. qq 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT AUG �i �oQ� 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 GREATER TO 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 2X THE OVERHANG LENGTH. Page . # 21 Continued on page 2 ® sVARNING.Verffy designpvramet-m and READ NOTES ON THISAND INCLUDED M7TEKREFRRENCE PAGE AM -7473 BEFORE USE. Suite Greenback Lane __® Sidle 109He Design vabd for use only with M1ek connectors. This design is based only upon parameters shown. and h for an individual building component. Citrus Heights, CA, 9561 Appricabllily of design paromenlers and proper Incorporation of component Is responslbifily of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members any. Additional temporary bracing to Insure stability during construction k the responsibllGly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding lobricatlon, quofily control. storage, delivery. erection and bracing, consul) ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component M iTek�' Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Y 7 C REPLACE A MISSING STUD ON A GABLE TRUSS I MII/SAC-- 27 I 11/18/2004 (PAGE 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(.113" 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 ® 1vARNING - DerkN d"fgn poramc— and READ NOTES ON 2AIS AND TNCLUDED MITER REFERENCE PAGE IM -7473 AEFORE USE.' Design valid for use only with Mffek connectors. This design Is based any upon parameters shown, and is for Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblMly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quoBy control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information avoliobte from Truss Plote Institute, 5133 D'Onoldo Drive, Madison, WI 53719. , COMMON R S. TjNcr\ Ci C046i433 EXP. 3-31-11CIVIL F CA AUG 14 2009 7777 Greenback Lane --0 Suite 109 Citrus Heights, CA, 9561 MiTek.® Rt PAIR'A BROKEN STUD ON A GABLE TRUSS M11/SAC - 28 11/18/2004 PAGE 1 4 ml IeK Inausuies, Inc. �® © Western Division ram AMI� IL MM 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. 11 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TOAVOID 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 • ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF.10d NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE 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 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 A TVARAWG . VerVy design parameters and READ NOTES ON TJUS AND TNCLUDBD ld7TEE REFERENCE PAGE AUT -7473 BEFORE USE. Design vc0d for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. ApplicabNly of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Addlllonal temporary bracing to insure slabNiy 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, storage, delivery, erection and bracing, consull ANSI/TPII quality Cdtefta, DSB-89 and BCSII Building Component Safety Information available [ram Truss Plate Institute. 583 D'Onofrto Drive, Madison, WI 53719. 24" MAX COMMON C046433 EXP 3-31-11 � Cf�lit ��u. `OF CZL _V AUG 14 2099 7777 Greenback Lane mm® li. C 109 llrus Halghls. CA, 9561 - M iTek REPAIR TO REMOVE CENTER VIII/SAC - 29 11/18/2004 PAGE 1 STUD ON A GABLE TRUSS Y � 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 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. K E MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. PORTANT This repair to be used only with trusses (spans less than 50') spaced 24" D.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) /AV, DURATION FACTOR: 1.15 Y � SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 - 12/12 CQ'�6433, BEARING: CONTINUOUS EXP. 3-31 -1 1 STUD SPACING :24" O.C. (MAX) CNt1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 2 q 0F CALtFC�� Pa e � 9 `t ° AUG 1 4 20og ° ® TVARIaNG • Verr jy destgn parnmeta a and READ NOTES ON TATS AND INCLUDED MTIEKREFF.RENCF. PAGE MU -7473 BEFORE USE. 7777 Greenback Lane o Suits 09 Design valid for use only with Mffek connectors. This design is based on upon parameters shown, and Is for on Individual building component. 9 N P P ApplicabiBly of design paromenieri and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561 _ He ff Is for lateral support of InclMduai web members only. Additional temporary brocing to Insure slablBly during construction Is the responsiblikly of the erector. Additional permanent bracing of the overall structure Is the responslblilly of the building designer. For general guidance regarding storage, delivery, erection and brocIng, consull ANSI/TPII Quality Criteria, DSB•B9 and BCSII Building Component ) MOW) fabrication. quality control Safety Information available IromTruss Plate Institute, 5B.3 D'Onolrio Drive, Madison, WI 53719. fir! REPAIR TO NOTCH 2X6 TOP CHORD ON A GABLE TRUSS fi>ryll/SAC - 30 11/18/2004 PAGE 1 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 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. 3 1/2" 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. w MPORTANT his 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 e ® [VARMNO • Verify design paramctcrs and READ NOTES ON TATS AND INCLUDED MT= REFERENCE PADS Mn -7473 BEFORE USE. Design vand for use only with Mitek conneclors. This design Is based only upon parameters shown, and Is for an Individual building component. Appicablilly 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 responsibllilly 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, consul] ANSI/TPl1 Quality Crileda, DSB-89 and BCSI1-Building Component Safety Information available from Truss Plate Institute, SB3 D'Onofdo Drive. Madison, WI 53719. O 0046433 EXP. 3-31-11 j �� CF CAL% Ci�lit„ 'z\ AUG 14 2N9 7777 Greenback Lane o—® Suite 109 {CC�flfl Citrus Heights, CA, 9561 Mi iwk' u -REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MITeK InGustries, 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, *MAXIMUM STUD SPACING = 24" O.C. 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 10d (3" X 0.131 ") NAILS SPACED 6" O.C. 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 JWhis repair to be used only with trusses (spans less than 50) spaced 4" 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. 24" MAX 2' MAX.1/ COMMON ,4. TRUSS CRITERIA l LOADING: 40-10-0-10 (MAX) E DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM < TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX)7O C04G43,, EXP. 3-31-11 REFER TO INDIVIDUAL TRUSS DESIGN `%.4 CIVIL FOR PLATE SIZES AND LUMBER GRADES OF GALIC-GR� Page # 26 AUG -14 2000 ® tVARNING • Vartfy destgn paramctars and READ NOTES ON TJUS AND INCLUDED WMIC REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane -0 Design valid for use only wlih Mff ek connectors. This design Is based only upon parameters shown, and Is loran Inc lvldual buoc ing component. Suite 109 Applicability of design romenlers and proper Incorporation of component Is res onsib@I of building designer - not truss designer. Bracing shown Citrus Helghls, CA, 9581 PP Y B �° P P rP P P Y B 9 B R Is for loleral support of ndMdualweb members only. Additional temporary bracing to Insure slablilty during construction Is the responslbll0ly of the erector. Addllbnal pennanenl bracing of the overall struclure Is the responsibility of the building designer. For general guidance regarding aa labricallon, qua0ly conirol, storage, de0very, ereclion and bracing, consul] ANSI/71`11 Quality Criteria, DSB•89 and BC511 Building Componenf , V ! iT®�� Soloty Information available from Two Plole Institute, 5113 UOnolrlo Drive, Madison, WI 53719. _ , V ! lir . ,y I , STANDARD REPAIR DETAIL 25% 1 MII/SAC.- 21A 15/3/2004 (PAGE 1 C046433 EXP 3-31-11 J>' � CIVIL OFGAL�� AUG 14. 20 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 1 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 4B75 3315 4972 30 45 48" 4800 7200 4425 6637 3750 5625 3825 5737 ` DIVIDE EQUALLY FRONT AND BACK 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 1 Od 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 BREAK \ / 3l�,lpl • \/ • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE IPiae # 2T 6" MIN 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. ® 1vAR.N7N6.9"r1fydcslgnparametars and READ NOTES ON THIS AND INCLUDED IffTzKREFL•RL•NCEPACE W1.7473 BEFORE USE, Suit Greenback Lane ��® 9 M1101111111 Design valid for use on with Mitek conneclors. This design Is based only upon parameters shown, and h for an individual bullding component. Sure 7 e only 9 P Citrus Heights, CA, 9561 Applicability of design paramenlers and proper Incorporation of component Is responsibility of building designer - not buss designer. Bracing shown Is for lot eml suppport of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbililly of the erector. Addlllanot permanent bracing of The overall structure Is the responsiblilly of the building designer. For general guldonce regarding M1 fobAmilon, qually control storage, delivery, erection and bracing, consull ANSI/TPi1 Quality Criteria, DSB•89 and BCSI1 Building Component �!�� Q Safely Information available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison, WI 53719. FAL`S� BOTTOM CHORD FILLER DETAIL MII/SAC 3/10/2004 PAGE 1 ALT. MITek Industries, Inc. Western Division TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION MAX 3-M EXTENSION 1x4 M20 PLATES (TYP) OR ALTERNATE SEARING' e CONNECT W/ 2-10d COMMONS (TYP) FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUMBER'' FILLER VERTICAL STUD ... 2X4 STD OR BETTER LUMBER FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 T-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED ki TO ONE FACE W/(.131"X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. 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 ADJUST TO F • EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFI A96USTMENTS MAY INCLUDE ADDITION OR REMOVAL OF.FILLER MEMBERS. Page # 281AUG 14 2009 ® WARNINO - Ver(Jij d—fg. Farankelere and READ NOTF,S ON TH79 AND INCLUDED MITER REFERENCE FAOE IM -7473 BEFORE OSE. Design vond fm use only wllh Mf ek conneclars. This design Is based only upon parameters shown, and Is for an Individual building component. Applicablilly of design paromenters and proper Incorporallon of component Is responsibiilly of buffeting designer- not Inns designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbliBly of the erector. Additional permanent bracing of the overall structure Is the responslblIlly of the building designer. For general guidance regarding fabricallon, qualliy control. storage• delivery. erection and bracing, consuil ANSIfrFI1 Quality Criteria, DSB-89 and BCSII BuIlding Component Solely Information available from Truss Plate Institute, 5113 D'Onofdo Drive. Madison, WI 53719. C046433 EXP. 3-31-11 F Cftlt� 7777 Greenback Lane --M Sults tog Gtrus Heights, CA, 9561f MiTek MITek Industries, Inc. Western Division TRUSS CRITERIA: LOADING: 25-18-0-10 (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 �J L' 12 2--12 [��' Page # 29 ® WARNWO - Var(ry design paramarers and READ NOTES ON TIQS AND INCLUDED AUTEK REP=EN= YALE MII-7473 BEFORE USE. 77777 Greenback Lane Suit109 . Designvalid for use only with MRek conneclors. This design Is based only upon parameters shown, and is for an Individual building component. Cllnrs Heights, CA, 9581 Applicability of design poramenlersbnd proper Incorporoilon of component Is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional lemporary bracing to Insure stablIlly during construction Is the responsiblllly of the erector. Additional permanent bracing of the overall structure h the respons Oly of the building designer. For general guidance regarding fabricatlon, quality control storage, delivery, erection and bracing, consull ANSI(TPII Quality Criteria, DSB-89 and BCS11 Building Component �® sataty, IntormaBon available from Truss Plate Inslllute, 593 D'Onotrto Drive. Madison, WI 53719. 9!,'i®Tak OVERHANG REMOVAL DETAIL MII/SAC - 5C 12/6/2005 PAGE 1 MITek Industries, Inc. Western Division TRUSS CRITERIA: LOADING: 25-18-0-10 (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 �J L' 12 2--12 [��' Page # 29 ® WARNWO - Var(ry design paramarers and READ NOTES ON TIQS AND INCLUDED AUTEK REP=EN= YALE MII-7473 BEFORE USE. 77777 Greenback Lane Suit109 . Designvalid for use only with MRek conneclors. This design Is based only upon parameters shown, and is for an Individual building component. Cllnrs Heights, CA, 9581 Applicability of design poramenlersbnd proper Incorporoilon of component Is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional lemporary bracing to Insure stablIlly during construction Is the responsiblllly of the erector. Additional permanent bracing of the overall structure h the respons Oly of the building designer. For general guidance regarding fabricatlon, quality control storage, delivery, erection and bracing, consull ANSI(TPII Quality Criteria, DSB-89 and BCS11 Building Component �® sataty, IntormaBon available from Truss Plate Inslllute, 593 D'Onotrto Drive. Madison, WI 53719. 9!,'i®Tak IVII I Cn 111u U"' ICS, 1111.. 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. r 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 (0.13111X311) 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. 12 212 x. SCA > - a j �w� �� (L� (2.0 x L) g C0464332411 MAX . 24" MIN EXP. 3-31-]1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page 00 ® WAILMNG -Vuri .1 dcalgnparameters -rd READ NOTES ON TILLS AND OcLtRIED MITER REFERENCE PAGE MII-74 73 HL!'OlLL' USM Design vapid for use only wllh Mitek conneclon. Thls design b based only upon parameters shown, and is for on Individual building component. AppOcablGly of design pa�omenters and proper Ineorporallon of component is responslbNly of building desigrier -not truss deal'e eradng shown is for lalerol support of IndtMuolweb members only. l dd(Ilonol lemporary bracing to Insure slablGly during construction b the re:ponsrding ol lhe- eroclw. A,ddlulaAla(eonlro6 sloI eonc brocdoGve Ih erection .11 Ind lb ocingure Is econPull AN InI'll or hQ ality Crl oda. D59.89 adesigner. Far nd BCSIeneral 9 Buildl g Component (abricallon, q y 9 ry Solely Information available IramTruss Plate Institute, 583 D'ono(rlo Drive, Mod'aon. WI 53719. CF CAt � OF CAtil�rO AUG 14 2000 7777 Greenback Lane --0Supe 109 Citrus Heights, CA, 9551 6Tek' SCAB AiPLIE® OVERHANGS IUSAC -'5 3/25/2004 PAGE 1 IVII I Cn 111u U"' ICS, 1111.. 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. r 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 (0.13111X311) 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. 12 212 x. SCA > - a j �w� �� (L� (2.0 x L) g C0464332411 MAX . 24" MIN EXP. 3-31-]1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page 00 ® WAILMNG -Vuri .1 dcalgnparameters -rd READ NOTES ON TILLS AND OcLtRIED MITER REFERENCE PAGE MII-74 73 HL!'OlLL' USM Design vapid for use only wllh Mitek conneclon. Thls design b based only upon parameters shown, and is for on Individual building component. AppOcablGly of design pa�omenters and proper Ineorporallon of component is responslbNly of building desigrier -not truss deal'e eradng shown is for lalerol support of IndtMuolweb members only. l dd(Ilonol lemporary bracing to Insure slablGly during construction b the re:ponsrding ol lhe- eroclw. A,ddlulaAla(eonlro6 sloI eonc brocdoGve Ih erection .11 Ind lb ocingure Is econPull AN InI'll or hQ ality Crl oda. D59.89 adesigner. Far nd BCSIeneral 9 Buildl g Component (abricallon, q y 9 ry Solely Information available IramTruss Plate Institute, 583 D'ono(rlo Drive, Mod'aon. WI 53719. CF CAt � OF CAtil�rO AUG 14 2000 7777 Greenback Lane --0Supe 109 Citrus Heights, CA, 9551 6Tek' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676.1900 Re: Torres Res Fax`9161676-1909 TORRES ADDITION The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parametersprovided by Boulders West Components LLC. Pages or -sheets covered by this seal: R34211341-thru 83421.1344 My license renewal date for the state of California is -March 31, 2013. Lumber design values are in accordance.withAANSMI I ,section 6.3 These truss designs rely on lumber values established by others. �OQ?,pFESS/S. pN� Of C 00433 APR052012 U C) (fff cc, CIS'F® LA QUINTA I BUILDING & SAFETY DEPT. Ao.VED FOR COtgSTRUCTION� DATE.. February 29,2012 .4Q-40t:1v Tingey Palmer 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 A1NSI/ .PI' . Job fuss Type Qty 17.25 6.1.2 4811 TORRES ADDITION 70-3-n % O1 1270-3-9.x1=01 _ IPly. R34211341 TORRES_RES rAIDIAY MONO TRUSS 1 1° Lumber Increase Select ld Distribution, Me, CA - frr203 t.4w S Aug z* aJ17 mi f ex freumum, uw. vveo reap ea. i a." 4u#z rdge 1 ID:6weMIYJoDU2PfmaYpnJMyNCfq--?Zt bWHYyYK3WG4Zo6pqymGMVtAcgbgDlg SSl 55.2 4A236 t2 Soba 1:434 3= 12 56 = 3C = 3®= 4 5 2 ::]1:3 e = e e7 o LEGDOWNS NOT DESIGNED FOR ANY ADDITIONAL LATERACLOADS OTHER THAN.THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. u I& s`'S1 114, 3 S." 1 17.25 6.1.2 4811 ata Offsets (X.YI: fl •Q69'%2-01 14.0-� n-3-O)�jl 70-3-n % O1 1270-3-9.x1=01 LOADING (PSI) TCLL 20.0 SPACING Plates Increase 1-4-0 1.25 CSI TC 0.62. DEFL in (roc) Udell L/d Vert(LL) -0.18 8-9 >999 240 PLATES GRIP MT20 1971144 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.51 8-9 >512 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.79-- Hwz(fL) 0.59 14: n/a Na BCDL 10.0 Code IBC2009/TPI2007 (Matra) Weight 111 Ib FT = O% LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD . Structural wood sheathing directly applied or 4-1-15 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E end vemdals• WEBS 2 X 4 OF Stud G -Except- BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. 11-13,12-14:2 X 6 OF SS MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide: REACTIONS Oblsize) 13=57410.5-8 (min. 0-1-8), 14=57410-5.8 (min. 0-1-8) Max Horz13--281(LC 11) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max UplifH3=186(LC 9),14=122(!-C 14) LENGTH AND PLACEMENT OF CONNECTION TO;TRANSFER LATERAL FORCES TO THE Max Gravl3=660(LC 8), 14-;633(LC 7) - SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES 0b) - Max. CompJMax. Ten. - All forces 256 (Ib) or less except when shown. TOP CHORD 10-13-60/186, 1-10=-609/194, 1-2=22651940, 2-3=27381`733- 34=18281565, 4.5=-324/241, 6 -14? -6331122 BOT CHORD 9-10=1061/1046, 8-9=790/1971; 7-8=50312398, 6-7=31111526 WEBS 1-9=-67311930, 2-9=386211, 2-8=-573!795; 3-7-11391427,4-7=571329. 4-6=1542/328 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL --1.00 plate grip DOL --l'.00 3) Provide adequate drainage to. prevent water ponding. 4) This truss has been designed for a'1'0.0 psf bottom chord live load nonconcument,lrith any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in'all areas where a rectangle 3.6-0 tall by 140-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% lulls been applied for the green lumber members. 7) Bearing at Joirlt(s) '13,14 considers parallel to grain value using ANSI/TPI 1.angle togrsin,fortnula. Building, designer should verify capacity of bearing surface. 8) This truss is designed in accordance with the2009 International Building Code section'2306.1 and referenced standard ANSVrPI 1. 9) This truss has been designed for a total drag load of 1278 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-6-0 to 214-0 for 60.9'plf. LOAD CASE(S) Standard ® WARlltlM - oer4W &-iS+n par ,2u11 !'LlEr7 wAddion aua6N control StOroae. de9verv. erectbn �OQRpFESS/p- S. cc C 04MO * 29,2012 0ROTWONn0SAPID'HXLtWBD.b7f WPMEREWBPAGBAM-74Td8SPORBUSB ii, Cored any epos pororneters "l ,ri and is far an iria"al bulk ft component. �• on of component is resporssm6ry of budding designer = inot trim desfgnei. Bracing shown Mond temporary bracing to tnxae stability duAng conshudion Is the responsibility of the iT®k• :hue is the're�onslbdity of the bbrnitivtg dsigns e. For general guldahce re0ajding I bxmfiV`mf cott ANSIRMI Quolay 00edo. OSS -89 and BCS/ keflef ng Component TrT/ Greenbatic Lane. Sudo 109 N. Lee Street. Suite 312. Atexomtt1 : VA 22314. ` . - - Cams HeWft. CA 95610 as' values are arose effective 0 01. 012 by ALSO or proposed by SPIE. Job Truss Teas Type 7.250 s Aug 25 2011 M?ek Industries, Ute. Wed Feb 2915:1324 2012 Pagel TORRES ADDITION ID:6weGf3rfJoDU2PasWgnJMyNCfq-R2LNm175mHj DA"vAM?zgD1f 561 11-13 R34211342 TORRES RES A018Y MONO TRUSS Ift 1 IPly 1 SetectBuild Distribution, India, CA - 92203 7.250 s Aug 25 2011 M?ek Industries, Ute. Wed Feb 2915:1324 2012 Pagel ID:6weGf3rfJoDU2PasWgnJMyNCfq-R2LNm175mHj DA"vAM?zgD1f 561 11-13 1724 t 18bd I 71-0.0 561 � 582 I fL12 22-15 2612 ung = as 1z e®_ Smle.1:434 14 2r4 u 36 z 3's= 4 g 6 ID 2 n 3.o= 7 /o s s 3.1 um = sffi = xs = enc = 4 i LEGOOWNS NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. 1s u1 11.13 17-2d i 185-0 1 2280 ie I u1 � 582 1 8.1-2 -2-2-15 2812 Plate Offsets (X )Q LOADING (psf) SPACING 1-0-0 CSI DEFIL in (loo) I/de8 LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.26 10 >999 240 MT20 1971144 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.69 10-11 >373 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.83 Horz(fL) 0.96, 16 nla n1a BCDL 10.0 Code ISC2009frP12007 (Matrix) Weight: 113 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-5.5 oc pudins, except BOT CHORD 2 X 4 SPF 165OF 1.5E end verticals. WEBS 2 X 4 DF Stud G, Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 13-15,14-16: 2 X 6 DF SS MTek recommends that Stabilizers and required cross bradng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb(size) 15=71510-5-8 (min. 0-1-8), 16=173410.56 (min. 0.1-8) Max Horz15=281(LC 11) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER. SHALL REVIEW THE INPUT Max UpSft15=201(LC 9),16=-655(LC 12) LENGTH AND PLACEMENT OF CONNECTION'TO TRANSFER LATERAL FORCES TO THE Max Gmv15=800(LC 8),16=1793(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAGLOAD NOTE BELOW. FORCES (lb) - Max. CompJMwL Ten. - All forces 250 (lb) or less except,when shown. TOP CHORD 12-15=-8001201, 1-12=745/208, 1-2=280611210; 2-3=3784/1191,.34=-335011234. 4-0=-24981983. 5.6=24021893. 7-1"793/655, 6-7=16991645 BOT CHORD 11-12=107311043, 10-11=105912512, 9.10>1028/3443, 8.9=1006/2994, 7-8=2521266 WEBS 1-11=727/2461, 2-11=511/224, 2-10=-628/1314, 3-9--8401248, 4 9=281254,. 4-8=8201179, 6.8=107412790 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-05; 95mph; TCDL=6.0psf, BCDL=6.d*, h=25ft; CaL II; Exp Q enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical len and right exposed;'L'tmiber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water pmiding. 4) This teas has been designed for a 10.0 psf _bottom chord five load nonooncurrent with arty other live loads. 5) ' This truss has been designed for a rive load of 26.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 15, 16 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9) This truss has been designed for a total drag load, of 1278 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect miss to resist drag loads along bottom chord from 0.6.0 to 21.6-0 for 60:9 pH: 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1300 Ib down and 649 Ib up at 19.5.4 on bottom chord: The design/selection of such connection device(s) is the responsibility of.others.'- 11) In the LOAD CASE(S) section, loads applied to the face'o►the truss are noted as frond (F)'or: back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase --1.25 Continued on page 2 ® 8 ARMM - p.% d,.Iya parwnetem and READ NDI84 ON 17A Design valid for use ordy with MrTek connectors. This design Is based only upon Applicability of designs pararneters and. proper Incaporaf'ron of component is Is for lateral support of individual web members onty• Addtiorta temporary bn erector. Additiornal pernwnent bracing of the overall structure B the responsib tabxicafiom quality control storage, delivery. erection and bracing: consult rat�etYsl.�donnpa.Bon' ¢�rhesae�tmSuite W arpnl hnier red. edesi&ueBare th AM 11 CLUDBD 118MRBPBRBNCB PAGE HU -7473 BEFORB USB. anirneters shown. and Is for an individual building component. spordbPrly_of building designer - not miss designer. Bracing shown sig to trimie stai2mr_y duil ng construction Is the rdsporuibW.of the ty of the building designer. For peneral-guidance regarding ujSVM1 Quality Criteria, 06889 and 5.03 Bonding Component 2 Alnv ndfkL VA 22314. . or �OQ9,OFESS/pN� �Q-��ER S. T/N��Fyc C 0833 T 29,2012 MiTek' TM Greeftadt Larm SUBe 109 Carus tfelglds. CA 95610 JobTruss Truss"Type. Qty Pty TORRES ADDITION R34211342 TORRES RES A01BY MONO TRUSS t 1 SetectEludd DistnDution, India, CA - 92203 LOAD CASE(S) Standard Uniform Loads (pff) Vert: 1-6=40, 7=12=13 Concentrated Loads (Ib) Ved: 8=1300(8) ® WARMld6 • very design pm2maefgra aird RB®D MW ON 1H76 A Design valid for use onty with m-rek connectors lies dei gn 66,sed fV ppm Pe AppBeobP�ty of deslgrs parameters and proper'tru=poration of component b (ea b for laterd suppan of individual web merssbers..d*. �.Additiond temporary tx erector. Adddbnd permanent bracing of the overall shueture Is ttree M% nMmT v fabrication. quality Control storage. defivery. erection and brocm9. consult AI Safely tntarmalion available from less Ptde bsslitute. 781 N. Lee Sheet. Suite 312 B Southam Dme (SP or SPp) lumber id speafie4 tha design values are than .7.250 s Aug 25 2011 Welt Industries, Inc. Wed Feb 2915:13:24 2012 Page 2 ID,.&mKgJIYJoDU2Pr�mJMyNC*R2LNml75mHjNuDWmMBoH' ZV5gh0MkXvAM?zgD1f i kRBPBRENCBPiGRMU 7473 BBPORB 058. for an ineMdual bsul thing component.. signer- not.tnm desow. Bracing shown ng c6nsfticii_on b the iesponslbM of the r. Forgenmd egkrding' DSt1.69 and IiC31 guidance r&mdhrg Component ALSC or proposed by SPIE. TM Greenback Lena. Su@e 109 Citrus HO MB• CA, 95610 Job - toss Truss Type Qly PtyTORRES ADDITION I ^ 0-3 — Plate Offsets (XX_(r0 �9 ^ M, j4.0-2 12 03-01 [10,10-11:1M 834211343 TORRES RES COIAY MONO TRUSS 1 1. SefectBWd Distribution, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 2915:1325 2012 Page 1 (D:8weGf3tYJoDU2Pas2YpnJMyNCfq.vEvlzNSPU)rEWs6xSUtQLVeDWJOgjfyBfjuitzgD1 e 55.1 S.B7 4 - 2 • - sit! 2-0.3 2&! 4x12 = ae= 3= 4 2 9 8 7 LEGDOWNS NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. 0.25 r12—&S = 12 emm-1:414 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.SE TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puffins, except BOT CHORD 2 X'4 SPF 165OF 1.5E end,vardcals. WEBS 2 X 4 DF Stud G'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-13,12-14:2 X 6 DF SS MiTek recommends that;Stabirmers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation , uide. REACTIONS pblsize) 13=573/0,8 (min. 0-1-0), 14=573/D-5-8 (min: 0-1-8) Max Harz 1 3=281 (LC 11) .. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift13=186(1-C 9),14=122(LC 14) LENGTH AND PLACEMEN OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max GravI3=658(LC 8), 14=632(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES pb) - Max. CompJMwL Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 10-13=-658/186, 1=-6 -1008/194 1-2=2262(941, 2-3=2730!732, 3-4 -1817/564, 4-5=-3211239,6-14=-6321122 , BOT CHORD 9-10=1061/1046, 8-9=790/1967,.7-6=-503/2389, 6-7=310/1512 WEBS 11-9=-673111926,2-9=3851211.2- -"73f791.4-6=15311326,3-7=11431428, 4-7=57/330 NOTES 1) Unbalanced roof,live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS pow -rise); c antlever 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 five load nonconcunent with any other live loads_' 5) ' This truss has been designed for a five load of 20:0psf on the bottom chord, iri all areas where a rectangle 380 tall by 14 -0 wide will fit between the bottom chord and any other members! 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joird(s) 13, 14 considers parallel,to grain value using ANSVTPI I angle to groin formula. Building designer'should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9) This truss has been designed for a total drag toad of 1278 lb. LumberDOL=(1.33) Plate grip 001=41.33) Connect truss to resist drag loads along bottom chord from 080 to 21-5.8 for 61.0. plf.. LOAD CASE(S) Standard ® WARAf M . very dssfga p—netess and. Design valid fa.use a* with m7ek connectors This d AppOoablOty of design parameters and proper incotp is for lateral suppon of individual web members onty.. erecta.' Additional permanent Lacing of theoveral fabrication. quality control. storage, deavery. ereeBa c.,t.a.. tnferma9on available from Tnrss Plate tratitute, 11MIM ON' MSAVID BBCLIMED tiffMRf PEF is based onii upas parameters showr%and is for an Ind? ...f— mdenent Is remor si iiity of buildina deskmer- nc hae Is the res tracing. car k lee Street. ;stmt values sFgB. BBi0R8 USB shown r of the MiTek' 7777 Greenbadr lane. Su&e 109 Cetus begets, CA 95610 3 ut u1 i a.n.� i B.t-2 I ^ 0-3 — Plate Offsets (XX_(r0 �9 ^ M, j4.0-2 12 03-01 [10,10-11:1M LOADING (pst) TCLL 20.0 SPACING Plates Increase 1-4-0 135 CSI TC . 0.62 DEFL Vert(LL) in poo) -0.18 8-9 Udefl >999 Ud 240 PLATES GRIP MT20 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Veit(TL) -0.50 8-9 >514 180 BCLL 0.0 ' BCDL 10.0 Rep Stress Ina YES Code IBC20091TPI2007 WB - 0.79 (Matrix) Harz(TL) 0.59 14 n/a : Na Weight 111 Ib FT = O% LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.SE TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puffins, except BOT CHORD 2 X'4 SPF 165OF 1.5E end,vardcals. WEBS 2 X 4 DF Stud G'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-13,12-14:2 X 6 DF SS MiTek recommends that;Stabirmers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation , uide. REACTIONS pblsize) 13=573/0,8 (min. 0-1-0), 14=573/D-5-8 (min: 0-1-8) Max Harz 1 3=281 (LC 11) .. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift13=186(1-C 9),14=122(LC 14) LENGTH AND PLACEMEN OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max GravI3=658(LC 8), 14=632(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES pb) - Max. CompJMwL Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 10-13=-658/186, 1=-6 -1008/194 1-2=2262(941, 2-3=2730!732, 3-4 -1817/564, 4-5=-3211239,6-14=-6321122 , BOT CHORD 9-10=1061/1046, 8-9=790/1967,.7-6=-503/2389, 6-7=310/1512 WEBS 11-9=-673111926,2-9=3851211.2- -"73f791.4-6=15311326,3-7=11431428, 4-7=57/330 NOTES 1) Unbalanced roof,live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS pow -rise); c antlever 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 five load nonconcunent with any other live loads_' 5) ' This truss has been designed for a five load of 20:0psf on the bottom chord, iri all areas where a rectangle 380 tall by 14 -0 wide will fit between the bottom chord and any other members! 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joird(s) 13, 14 considers parallel,to grain value using ANSVTPI I angle to groin formula. Building designer'should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9) This truss has been designed for a total drag toad of 1278 lb. LumberDOL=(1.33) Plate grip 001=41.33) Connect truss to resist drag loads along bottom chord from 080 to 21-5.8 for 61.0. plf.. LOAD CASE(S) Standard ® WARAf M . very dssfga p—netess and. Design valid fa.use a* with m7ek connectors This d AppOoablOty of design parameters and proper incotp is for lateral suppon of individual web members onty.. erecta.' Additional permanent Lacing of theoveral fabrication. quality control. storage, deavery. ereeBa c.,t.a.. tnferma9on available from Tnrss Plate tratitute, 11MIM ON' MSAVID BBCLIMED tiffMRf PEF is based onii upas parameters showr%and is for an Ind? ...f— mdenent Is remor si iiity of buildina deskmer- nc hae Is the res tracing. car k lee Street. ;stmt values sFgB. BBi0R8 USB shown r of the MiTek' 7777 Greenbadr lane. Su&e 109 Cetus begets, CA 95610 3 SelectBuild Distribution, Indio, CA - 92203 9 4m = ado = 10 (Truss Type (Qty (Pty I TORRES ADDITION R34211344I MONO TRUSS 1 1 Iib Reference I9eSi4nall 7250 s Aug 25 201:1 MTek Industries, Inc, Wed Fab 29.15:1327 2012 Page 1 ID:8wemiyJoDU2Pas2YmJMyWCfq-sd1 vvo3Az2C5ymAGJZvvuQw) W rjjDqufaQV8WYagDt c 26-0 I SSt I 11-1-3 I. 6-0 16 i 266 26.1 54.2 4-4-13 - Scale • 1:4112 21411 23s = 1175 12 33:4 = 4 171 8 5 316 = 7 416 = is _ � 3 LEGDOWNS NOT.DESIGNED FOR ANY ADDITIONAVLATERAL LOADS OTHER THAN THE WIND LOAD APPLIED.TO THE TRUSS'AS SHOWN. 1t LOADING (PSI) SPACING 1.40 CS! DEFL in poo) Weft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0-76 Vert(LL) -0.08 6.7 >999. 240 MT20 1971144 TCDL 10-0 Lumber Increase 125 BC 0.25 Vert(TL) -0.20 6.7 >889 180 BCLL 0-0 Rep Stress; Incr. YES WB . 0.50 Horz(TL) 0.59 11 nla n1a BCDL 10.0 Code. lBc2bogrrP12007 (Matrix) Weigh 83 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing dire tly applied or 47-15 oc purrrns, except BOT CHORD 2 X 4 SPF 165OF 1.5E end verticals. WEBS 2 X 4 OF Stud G'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-10,411: 2 X 6 DF SS MTelk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Iblsize) 10=40110.5-8 (min. 0-1-8), 11=X101/0.5-8 (min. 0.1-8) Max Horz 10=343(LC 11) Max UpIift10=-267(!C 9),1.1=193(LC 14) QUALIFIED BUILDING -DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav10=580(LC 8), 11=535(LC 7) LENGTH AND PLACEMENT OF -CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD (VOTE BELOW. FORCES pb) - Max. CompJMwL Ten. - All forces 250 (Ib) or less except when shown. ' TOP CHORD 8-10=-5801267, 1-8=5381279; 1-2=2256/1536, 2-3=193511094, 34=.665/634, 5-11=5351193 BOT CHORD 7-8--135611275.6-7-94211515,5-6=-59811299 WEBS 1-7=97011636,2-7=3091274,2- 6=835861, 3-5=1297/542. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf BCDL=6.Opsf;,h=25ft; Cat. 11; Exp C; enclosed; MWFRS pow -rise): cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.00 plate grip DOL=1.00 2) Provide adequate drainage to prevent water ponding. .3) This truss has been designed for a 10.0 psf bottom choid live load nonooncurrent with any other lire loads. 4) a This truss has been designed for a live load "of 20.Qpsf on the bottom chord in all areas whet' a rectangle 3-" tall by 1.0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 10, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 7)This truss is designed In accordance with the 20D9 lntematioilal Building Code sectim12306.1 and referenced standard ANSUTPI 1. 8) This truss has been designed for a total drag load of 22341b. Lumber DOL --(1:33) Plate grip DOL�1.33) Connect truss to resist drag Qa?,QFESS/ON loads along bottom chord from 080 to 15-0-0 for•154.1 plf. LOAD CASE(S) Standard CO ( 4 ,Uj � 33 )ll, WARNIM - V dW design parmrzeterle mid RBAD tMM 007 THIS AfM I Design valid for use only with Mirek eonnectas This design is based only upon personalAppScabMty of design parameters 'and proper -'incorporation of component is respond is for loted support of individual web members only: Additional temporary bracing to erector. Additional permanent bracing of the overa9 structure is the responsibON of it robdcntion quofity control storage. deMery, emctbn and bracing,, cornus AHsf/n Safely Information avoilable from Truss Plate katitute. 781 N. Lee Street, Suite 312 Atex if e.,,,lnnr., Dmo RD nr Cpn1 lurcher IS snea@ed the desist values are those efts B MU 7473 BEFORB US& for onfndlviduat bL&ft compwlent- sigher: not tilos desIgrw. Bracing shown ng construction Is the respo ssmiNty of the r. For general guidance regard -mg ' OSO-v and =9 6u0din8 "nsponesd 7v ALSC or orovosed by SPIE. 29,2012 NNW 7777 Greenback Law. Suite 109 citrus Hekible. CA. 95010 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Centerlate on joint unless x, /4 offsets are indicted. y i 6-4-8 dimensions shown in ft-In-sixteenths (Drawings not to scale) � Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing. Is always required. See BCSI. TOP CHORDS 1 of �' /16 c1-2 c2a 2. Truss bracing must be designed by an engineer. For lateral braces themselves 4 wide truss spacing, Individual O W EBS may require bracing, or aRemotive Tor 1 ix 1 Ci bracing should be considered. u ' O U 3. Never exceed the design loading shown and never materials on Inadequately braced trusses. stock CL O0o- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cra _C6.7 C-16O0 designererection supervisor, property owner and interested plates 0-'Ag' from outside BOTTOM CHORDS all other parties. edge of truss. 8 7 6 5 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE lolnt and embed fulN. Knots and wane at joint locations by 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO are regulated ANSI/rPI connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. PlaCHORDS location onredetails e.st. available to MtTek 20/20 software software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCTCODE APPROVALS 9. Unless expressly noted, this dealgn Is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber Is a non-structural consideration and Is the 4 x 4 width measured perpendicular - ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice Is to to slots.'Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and she, and Southern Pine lumber designations are as follows: In all respects, equal to or better than that Indicated by symbol shown and/or SYP represents current/old values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SPp represents SPIB proposed values as provided 13. Top chords must be sheathed or purlins provided of output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 spacing Indicated on design. if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 14. Bottom chords require lateral bracing 10 h. snoted, BEARING (2x4 No 2 and lower grades and smaller sizes), th or less, If no ceiling Is Installed, unless otherwise noted, Indicates location where bearings (supports) occur. Icons vary but and all MSR/MEL grades © 2012 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter 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. a 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 141 ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, 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, 20. Design assumes manufacture in accordance with ` Guide to Good Practice for Handling, MiTek ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 01/18/2012 QY64/110� bvt�re4k STRUCTURAL AND CIVIL ENGINEERING- DENISE NGINEERINGDENISE R.' POELTLER,, INC. 77-725 Enfield Lane •Unit #130 • Palm Desert, California 92211 drpfly@aol.com`. 05 April 2012, CITY OF LA QUINTA Department of Building and Safety 78=495 Calle Tampico La Quinta, CA 92253 RE: TORRES REMODEL Job Site Address: 51-100 Calle Obispo, La Quinta ' Subject: Truss Acceptance Letter Homeowner: Mr. Daniel Torres, Dear Building Director: I have reviewed the total deflection, live, dead, and drag loads used for the design of the flat gang -nail roof trusses prepared by BMC Building Materials (dated 1-13-2012 and 2- 29=2012), and found them in conformancewith the structural documents prepared by my firm. Also, I have reviewed and approved the design of the existing gang -nail .sloped trusses prepared by Deadlines Engineering on 3-30=2012. I provided the dead, live, and additional point loads for the over'stack framing to the design engineer, Mr. Aaron Reed, PE. His analysis is included in the calculation book on pages 98a -98e/112. Respectfully submitted, Q(#ESS No. 33446 Denise R. Poeltler R.C.E:-33446, Exp., 6-3041— w� `F -5, 401 e - 7r W.O. 12-108 cc: Mr. Daniel Torres, Homeowner. t PHONE (760) 772-4411 • FAX (760) 772-4409 III Building Materials and Construction Services D.B.A Boulder West Components 45491 Golf Center Parkway, Indio, CA 92303 Telephone: (760) 347-3332 Fax: (760) 347-0202 cl J CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED DA By�g- -TD "TORRES RESIDENCE - REMODEL KECEIVED @ ILA QUINTA, CA. MAR 0 9 2012 1-13-2012 H pmi SHEET 1 OF 1 '.InBuilding Materials and Construction Services 45-491 Golf Center Parkway, Indio, CA Ig Materials and (760) 347-3332 Fax: (760) 347-0202 vetion services '70.91 o -b -c H CUSTOMER: BMC JOB NAME: Torres Residence OPT/ONS- PLANS: _ xx ELEV: XX JOB# SCALE: OEM pmi SHEET 1 OF 1 '.InBuilding Materials and Construction Services 45-491 Golf Center Parkway, Indio, CA Ig Materials and (760) 347-3332 Fax: (760) 347-0202 vetion services '70.91 o -b -c H CUSTOMER: BMC JOB NAME: Torres Residence OPT/ONS- PLANS: _ xx ELEV: XX JOB# SCALE: DRAWN BY: T. Miles (Revised by: IV) DATE: 1/11/12 SYMBOLS '.mwl• nw.00�ro.�w�cw.�a., LEGEND: > mu• �o�M m�,o.an.�ow bw 16�•NI aC�lvdvr ��urHOM�xor ro0u4ID�mura� NOTES: :n°o mrrn' w°�m oro 01 n"r rr°r rn"°'r` Building Materials and Constrsucti®n Services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F. 760-347-0202 CONTENTS .........................PA CE FPI GT STAMP — SEE PAGE 1 ............ OF ENGINEERED DRAWING • • • • • • ............ • • • • • • • • • • • • • • • •3 E%PLANATION DETAIL FOR COMMON AND END JACKS — 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS — 20 PSF ..................................5 OF B C (PRESSURE BLOCK) STANDARD OPEN END [ACR ..............................6 SIIPPORT INTERIOR BEARING OFFSET DETAIL ..............................•...T BEARING BLOCK DETAIL 3 V BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING..9 ............. UPLIFT TOE DETAIL .................................10 -NAIL LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS .................................12 FALSE -BOTTOM CHORD FILLER DETAIL .................................28 T -BRACE AND L-BRACE ..................................13 SCAB APPLIED OVERHANGS .................................30 VALLEY TRIISS DETAIL .14 ---- -..-.---.... m"m"TV .nnwrr��n . .................................15 .16 PURLIN GABLE DETAIL (CONT D) ................................. 17 PURLIN GABLE DETAIL (CONT'D) .................................18 PURLIN GABLE DETAIL (CONT'D.) •••••••••••••••••••••••-••••""'19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D).e21 .................. STD. REPAIR - MISSING STUD ON GABLE TRUSS ....................................22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRIISS ............. •.......... •. • • • • . • •24 STD. REPAIR -'NOTCH 2X6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR - NOTCH 2X4 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 BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 TIMBER ODUCTS imspwirm 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 (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Western Division Page # 1 105 SE 124th Avenue - Vancouver, Washington 98684 0 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 1641 Sigman Road ^ " Conyers, Georgia 30012 - 770/922-8000 • FAX: 770/922-1290 i o Fuss�CrO tY Y OOF1 1 1 e a i eIndustries,Inc. on Mar 14:26:39 age 1 /� A 2 0 0 5.4.5 10-2-3 150-0 . 19-313 24-7-11 30-" 32-0-0 B 2.0.0 5-4-5 4-9-13 4.313 4.313 4-313 54-5 2-0-0 vv 4x4 = % 6 C6.00 12 1x4 II 1x4 II .. , 3x4 5 7 3x4 4 - 8 E D 1x4 1x4 G 9 3 10 2 v] 11]0 o, F 12 3x6 = 14 13 3x6 = ' 3x8 = 3x6 - 3x8 ` `30-0-0 A 10-2-3 13313 B 10.2-3 37-11 10-2-3 Plata Offsets (X,Y): '12:0.3-0,0-1-41, [10:0-3-0,0-1-4] H LOADING (psf) SPACING 2-0-0 J CSI N DEFL in (Ioc) /deft P PLATES GRIP ' TCLL 20.0 Plates Increase 1 .1 5 �/ TC 0.29 Vart(LL) -0.09 14 .1999 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 YES WB 0.36 Horz(TL) 0.07 10 n/a BCDL 10.0 Code . BOCA/ANSI95 L 0 1st LC LL Mint/deft — 240 Weight: 158 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2^ TOP CHORD Sheathed or 4-2-1 oc purlins. Q bracing. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-11 oc WEBS2 X 4 SYP No.3 R J REACTIONS (Ib/size) 2=1317/0-3-8, 10-1317/0-3-8 TMax Horz 2=-175(load case 5) s . Max Uplift2--341(load case 4), 10--341(load case 5) ` First Load Case Only V FORCES (lb) - r 6-7=-1722, 7-8-1722,8-9 --1722, TOP CHORD 1-2-26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-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 ��/ OTES Y ti Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h-25ft; TCDL-5.Opsf; BCDL-5.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable and zone; cantilever left and right exposed ; and 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, BC, and Web FAaximum Combined Stress Indices B Panel Length (feet- inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard X C Slope O Input Span to Deflection.Ratio D Plate Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height Q 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 and.•'or 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 MII/SAC - 8 -16PSF 3/30/2004 PAGE 1 MAX -LOADING (psf) " SPpACING 2-0-0 BRACING MiTek Industries, Inc. ROTCLL 16.0 Plates Increase . 1.25 TCDL 14:0 R mber.lncrease 125 TOP CHORD Sheathed. Western Division BOLL 0,0 Rep Stress Incr . YES BOT CHORD Rigid ceiling directly applied. BCDL- 10.0 MINIMUM LUMBER SIZE AND GRADE TOP. CHORD 2 X 4 $PF, HF, DF -L No.2 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 NOTE: TOP CHORD PITCH: 4/12-8/12 BOTTOM CHORD PITCH: 0/12--4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN. EITHER BE 3X6 MT20 PLATES OR 22". LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0° MIN) NAILS @ 3" O.C. 2 ROWS SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.51 LGT TOENAILS SUPPORTS SHALL BE PROVIDED 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (e'162"DIA X 3.5" LGT) TOE NAILS B-0.0 6-0,0 EXT. 2 4-0.0 -0-0 2-QO EXT. EXT. 20-0 FACT. 2-0-0 2-0.0 1 . j CONN. W/316d COMMON WIRE (0.162"DIA X 3.5" LGT) TOE NAILS =.N BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 - OR A BEARING BLOCK 2-0-0 640.0 CONN. W/2 16d COMMON WIRE(0,162"DIA X 3.5") LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 4 ® WARAM • Trar tfy dcalyn parameters and' READ NOTES ON MUG AND 0XIMSD W7EK BEFERENW PAGO.=-7473 BEFORE USE. �. Design void for use only with Mrfek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicablily of design paromenters and proper incorporation of component b responsibility of building deslgner -Holl truss designer. Bracing shown Is IM lateral support of Individual web members only. Additional lemporary bracing to Insure stability during construction Is the responsiblNly of the ereclor. Additional permanent bracing of the overall struclure Is the responstbilly of the butUng designer. For.general guidance regarding fabrication, q"a"' control storage, delivery, erecilon and bracing, consult ANSI/TP11 Quality Crlladm e, DSB•89 and BCSII Building Coponent . Safety inlormallon available Iromiruss Plate Insillule, 533 D'Onotdo Drive, Madison, WI 53719. ' UL 51 v 2011 Sulle 109 Citrus Heights, CA, 0 DETAIL FOR COMMON AN® END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (p5f) S :ACING 2-0-0 BRACING . M(Tek.lndustrles, Ind. R TGLL 20.0. p tes'Increase 1.15 TCDL 18.0 Lumber increase 1.15 TOP CHORD Sheathed.. Western Division BELL d' Rep Stress' Ina YES BOT CHORD Rigid belliilg.directly applied. BCDL MINIMUM LUMBER SIZE AND GRADE TQP CHORD 2 X 4 HF, DF -L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 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/ (.13'1 X3.0" MIN) NAILS 3" O.C. 2 ROWS ,2.0-0 ".0 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. SUPPORT AND CONNEC ON SY OTHERS.OR 2-16d COMMON WIRE (0.162"DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED Q 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 2 1. 3x4 = CONN. W/2 16d COMMON WIRE (6.16T'DIA X 3.5" LGT) TOE NAILS 8-0-0 • 6-0-0 6.0-0 EXT. 2-0-0 40-0 2 0-0 EXT. "2 -OA 2-0-0 1-- CONN. W/3 16d COMMON WIRE (0.162"DIA X 3.6" LGT) TOE NAILS 2.O -o y BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 = OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(0.162"DIA X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR PRESSORtBLOCIONG INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa a#5 JIUL 2 8 20H ®' W6W�J0 • Per(fg debiyn parairiWra and RE6➢ NOYBB ON 17>?tS AND DVCLDDED IH1TEff REFs•.nvr✓ra PAGE �f•7473 BEFORE tISE: 7777 Greenback L'b.na ..• ® Design void for use on with MITek conneclors_Thls design Is based on u g ponenl. Sutle He adg y B N Pon Parvmeten ahgwn and b for an IndMdual bkrlldln com pulls Heights, CA 9561 App6cab19y, of design ppaarraa nonlen and proper.incokpardllon of compbnenl h responslb6ty of bu0dingg designer - not truss designer. Bracing shown . Is for Idletal suppoil of Inmvid. web members only. A041l nal temporary b%cing jo Insure sldbltly during construction Is the responsfbBUty, of the erecibr. Additional pemoneril bracing of the overall structure Is the respondbl0ty of the building dedgner. For geneial guidance regarding .. .. Iabricalion. quality conlrol storage, delivery, erecll6n and br6dng, consu6 ANSI/TPII f3uaey Crlleda, DSB-89 and BCSIT BuildingtorMponent �' '!�' Safety Infasmallon available from Tnns Plate Inslllute, 583 DOnotrio Drive, Madison, WI 53719. �,�°`.Lk sUl�f R 0-3f B.C. OF STANDARD OPEN END PRESSURE BLOCKS MI11SAC 3/30/2004 PAGE 1 • CAL HII SUB GIRDEI CAL HIP GIRDER Loading (PSF): BCDL 10.0 PSF MAX 1 2x4 bot chord �niel tru!rs—.ff of Jack (.131"X3.0" MIN) f t�AICS (Hp) „PL _ 2x4 blockj �` jack between jacks, G truss nailed to carrier (t,p) WIS W/(.131"X3.0" MIN) nails spaced at 3" o.c. 6.0-0 ' r 24" TYP PARTIAL FRAMING PLAN OF CALIFORNIA. HIP SET WITH SUB GIRDER r BC of carrier truss 2-(.131"X3.0" MIN) NAILS (typ) ��eEaVLOFESUO� S: r, BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC , w/E;.13173.0" MIN) NAILS @ 3" o.c. C 46433 1 - min . 3-31. . CWit. Page # 6 JUL 9 8 2091 Yerirtl des lgn pa note mrd READ NOTES ON T7US AND INCLUDED A=K PAGE AW -7475 BEFORE USE. 7777 Gr6enbadt Lang -.;:fib use on vAlh Mlrek conneclon. This desl ri1s hosed on u on diarimlers shown, and B Foi cri IndMdual butldhi ca Sulle 708 y g, ly P P g mponenl.' gbus Heights, CA, 8561 design par6menlers cnd proper Iricorporallon of component k rrsponilbtEly of bugging deitgner- no, Truss'rJeilgner. BiasJng shown earl of Indlviduol web members only. /:ddllional leinporcry.brodn8 to Insure sliiblAly during conslrucllon h the reipohslb4Bly of the mal,pertrwnent bradng of Ihe.overa0 sirucluie Is Iha responslblBly of the bulidin8 dezigrier. fvr generol 9uldanee+egardlrig ... rely rnnliol sloroga, delivery. eredlon and bracing. consult ANS, 11.Guotlly Cdlody OSB -64 and BCSII BuOdlrig Component !Y on waAable ItoniTruss Plate Inslilule, 563 D'Oriotrb Drive, Modhory WI 53714. Welk Industries, Inc. Western Division " INTERIOR. BEARING OFFSET DETAIL IVIII/SAC -.6 313;0/2004 PAGE 1 MITek Industries, Inc. ` O Westem Division 5 1 . + .. 1 - • • NOTE:. INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE. EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 112" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS r DOUBLE WEB JOINT E SINGLE WEB JOINT T Fd d TRIPLE WEB JOINT A. /� ��pFESS7 co46-433 % EXP. 3-31; T Ofv F CXQ1 r Page # 7 ` 1 d JUL 28 2 . ... aYmneters and frF,AD NQTSS ON TMS AND INCLVOEZ) 'CBEPER IJCE PAGEdm,' 73 PR 1158. .nn GiBen'badc Lang, ;:�.l ioe® LYAR1V1Nr3. 4ar{jg dcvign p s 109 onenl. DaiiDn va0d for use only vAlh NJfek eunnecton, illsdeslgn k bored on upon poromeleis shown, pnd li for an Individual bu0ding comp f7liusHalghls, 9501 " ApPpeablBly.d dedgnAAornmerilers and proper lncorporollon of componenl h ri onslboly of bull b designer- rwl truce designer 6rccing shown k for lateral suppport 6t IndNlduol web marisbea only. Addlllbnal lernporary.* . g to Insure flablBly during corislruallon k the responslbA0ly of the ereclor. AddllI * alperrticnenl br6 ol.lhe oveiop;slruoureklhetesponsibNly of the buAdln"des1g'her. For ge�erol gulden; a regarding labrfedllon qud0fy aonlrol, 516 be de0very, ereelion and brodng, corisu0 ANSI/TPII (ivaply Cflleda, DSB-09.dnd SCSI1 11ullding Component SdtelY Intormaflori ava0able frominni Plole Mslilule, SM D'Onoldo Dille, Modkors,"53719. r BEARING 8L.00K° DETAIL 31/2" BEARING MIUSAC. - 3A 3/25/2004 PAGE 1. 77 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. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER AND GRADE NAILING PATTERN (NOTE 1 2x4 BOTTOM CHORD SYP 2 ROWS @ DF (E TOTAL NAILS) HF _..- SPF I 1 SYP 2%6 BOTTOM! CHORD _ DF 3 ROWS @ 3" O.C. HF (12 TOTAL i4AI LS 1 — — --.._ ......_..-- ---------- SPF _ SYP BOTTOM CHORD DF v ROWS @ 3" O.C. HF (16 TOTAL NAILS) _ 0-5-5 SPF ALLOWABLE REACTION (lb) 2966 3281 2126 2231 2966 3281 2126 2231 2966 3281 2126 2231 BEARING BLOCK ALLOWABLE LOADS 929 736 726 1393 1282 1104 1089 1858 1710 1472 1452 X. FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. MINIMUM HEIGHT _ i 22 1/2" ;CASE) MITek,Industries, Inc. Western Division BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS LOWABLE LOAD NOTE4 (1b) ITOTAL EQUIVALENT BEARING LENGTH 3895 --- 0-4-9 - --- 4136 �— — _- -- 0-4-6 2862- _ _0_4-11 2957 ---�-- _ 0-4-10 . - .....__.. . 4359 I 0-5-2 4563 , 3230 3320 0-5-3 4824 I 0-5-11 4991 _ 0-5-5 3598 0-5-14 3683 —_ BRG BLOCK TO BE SAME SIZE, GRADE, d SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS I 12" BLOCK NOTES: JUL 2 8 20 tl tl 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"10 THE END OF A MEMBER (CASE 2), THESE VALUES MAYBE 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. LOADSBASED 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. ® WARNING • Yeri v deefgn p --ft— -rid READ.NOTES ON THIS AND LNCLUDED ?,=K REFERENCE PAQE Hf/7-7473 BEFORE U&E. Design valid for use only with MTek connectors. This design is based Only upon porameilers shown. and is for on individual building component. Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not Irvss designer. Bracing shown is for loleial support of individual web memberi only. Additidnat temporary bracing to insure sidbility during consfruclion is the responsibilliiy of the erector. Additional permanent bracing of the overall structure is the iesponsibilily of the building designer. For general guidance regarding tabAcolion, quality control, storage, delivery, erection and bracing, consult ANSI/11"t1 Quail ty Crlferld, DSB-89 and BCS11 Building Corimponent safety Infonnollon available from truss Plate Institute, 583 D'Onobio Drive. Madison, WI 53719. Page #78 1 7777 Gieeriback Lane Suite 109 Citrus Heights, CA, 9561 MiTek� BEARING BLOCK DETAIL 511211 BEARING MII/SAC - 4A 3/25/2004 PAGE.1 MiTek Industries, Inc. © Westerri Division REFER TO INDIVIDUAL TRUSS DESIGN j + I 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. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS ALLOWABLE BOTTOM CHORD SIZE i LUMBER I REACTION BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS AND GRADE( (lb) ALLOWABLE LOADS --- ALLOWABLE LOAD (lb) :1AILING PATTERN (NOTE 1) l (NOTE 4,5) I (NOTE 4) (NOTE 4) TOTAL EQUIVALENT BEARING LENGTH SYP . r— 4661 ; 929 L 5590 10-6-9 ----�--- ---- ------._.. _.—. : z4 BOTTOM CHORD 5156 855 I 6011 0-6-6 = ROWS @ 3" O.C. DF --- - --_.......__ .......... ...: ;6 TOTAL NAILS) ' HF 3341 736 4077 0-6-11 sPF 3506 726 4232 ----- _ 0-6-10 II SYP 4661 1393 5054 0-7-2 2x6 BOTTOM CHORD DF 5156 1282 6438 ROWS @ 3" O.C. HF I 3341 1104 I 4445 0-7-5 (12 TOTAL NAILS) —'---- SPF 1 3506 1089 1 4595 0=7-3 J SYP 4661 1 1858 1 6519 0-7-11 2%6 BOTTOM CHORD J DF J 5156 1710 -- - 6866 0-7-5 4 ROWS @ 3" O.C. HF 3341 1472 4813 0-7-14 (lE TOTAL NAILS) SPF 3506 1452 4958 n FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEEL HEIGHT • : 22 1/2" BRG BLOCK TO BE'SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS J ! 1 12" BLOCK ! j CASE 2 gtof C046W_� L EXP.3-31;A NOTES:1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 2 c8 2011 2.THE 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 OF = 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 WARARNG - VerVy designpammeters and READ NOTES ON TXr5 AND INCLUDED ffi7'ES REFERENCE PAGE WI -7473 BEFORE USE. 17777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. ; Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 i 's lar lateral support of individual web members only. Additional temporary bracing to insure stability during conitruclion is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labricafton, quality control, storoge, delivery, erectiop and bracing, consuH ANSI/11`11 Quality Criteria, DSB-89 and BCSI1 Bunding Component Safety Information available from Truss Plate Institute. 583 D'Onotno Drive, Madison. WI 53719. Me' UPLIFT TOE -NAIL DETAIL NEAR SIDE Dill/SAC o 24 11/18/2004 I PAGE .1 MiTek Industries, Inc. © 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 A$ 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 LES..SER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW NEAR SIDE TO] OF • VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY 4 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. o EXAMPLE: (3) -16d NAILS (.162° diam. x 3.5°) WITH SPF SPECIES TOP PLATE �. For Wind DOL of 1.33: 3 (halls) X.36.8 (ib/flail) X 1.33 (DOL for wind)=146.BIb Maximum Allowable Uplift Reaction Due To Wind Q For Wind, DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind �b43 EXP. 3-3 If the, uplift reaction specified on the Truss Design CF1Pii. Drawing Is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. SOF. •" USE (3) TOE -NAILS ON 20 BEARING WALLPa e # 10 USE (4) TOE -NAILS ON 2x6 BEARING WALL JUL 2 8 2011 WARl�IDJ13� Darlfj dcstgn painmatira and READ NOTES ON 7= AND INCLD'OED 11'D9TEtC BEFSRE/JCE PAGE AIIr•7473 BEFORE USE. 7777 G2eniiadi lane Suite IDB Design vc4d f W use only with WTek conneclon. This desfgn:is based only upon parameleis shown, and k for an Individual building cortiponenl. Ulm Heights. CA. 9561 ApPBcoliNly o(deslgn pmamenlers and proper Incorporation of component Is resporLdbi0ly of buAding designer - not Inns designer. Brodng shown is for biefdl cupporl of Indnlduol web members only. Additional temporary bracing to Insure stability tlurlrig "construction h the rasponsibVHly of the f erectorAd.. iltonal pernianenl bnidng 61 the ovbmg structure is the responslbUty of the building designer. For general guidance regardng fabricoibrC qupely control, storobe, delivery, emcllon and brocing, consuls ANSI/ti ll Qualify Crileda, DSB-89 and 6CS11 Building Compononi IVSafetv'lnlorrnaildn available fromTruss Plate Institute, 50D'Onoldo Dilve, Madison, WI53719. TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) DIAM. SYP -DF HF SPF SPF -S 131 58.5 46.1 31.6 29.8 20.3 Z. p ..135 .60.3 .47.5 328 30.7 20.9 ' J .162 72.3 57.0 39.1 36.8 25.1 ri 0128 53.1 41.8 28.7. 27.0 18.4 Z 0 131 54.3 42.8 28.3 27.7 18.8 N .148 61.4 48.3 33.2 31.3 21.3 cq (9 .120 45.9 36.2 24.8 23.4 15.9 .128 49.0 38.6 26.5 25.0 17.0 J c .131 50.1 39.5 27.1 25.6 17.4 p ,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. o EXAMPLE: (3) -16d NAILS (.162° diam. x 3.5°) WITH SPF SPECIES TOP PLATE �. For Wind DOL of 1.33: 3 (halls) X.36.8 (ib/flail) X 1.33 (DOL for wind)=146.BIb Maximum Allowable Uplift Reaction Due To Wind Q For Wind, DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind �b43 EXP. 3-3 If the, uplift reaction specified on the Truss Design CF1Pii. Drawing Is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. SOF. •" USE (3) TOE -NAILS ON 20 BEARING WALLPa e # 10 USE (4) TOE -NAILS ON 2x6 BEARING WALL JUL 2 8 2011 WARl�IDJ13� Darlfj dcstgn painmatira and READ NOTES ON 7= AND INCLD'OED 11'D9TEtC BEFSRE/JCE PAGE AIIr•7473 BEFORE USE. 7777 G2eniiadi lane Suite IDB Design vc4d f W use only with WTek conneclon. This desfgn:is based only upon parameleis shown, and k for an Individual building cortiponenl. Ulm Heights. CA. 9561 ApPBcoliNly o(deslgn pmamenlers and proper Incorporation of component Is resporLdbi0ly of buAding designer - not Inns designer. Brodng shown is for biefdl cupporl of Indnlduol web members only. Additional temporary bracing to Insure stability tlurlrig "construction h the rasponsibVHly of the f erectorAd.. iltonal pernianenl bnidng 61 the ovbmg structure is the responslbUty of the building designer. For general guidance regardng fabricoibrC qupely control, storobe, delivery, emcllon and brocing, consuls ANSI/ti ll Qualify Crileda, DSB-89 and 6CS11 Building Compononi IVSafetv'lnlorrnaildn available fromTruss Plate Institute, 50D'Onoldo Dilve, Madison, WI53719. LATERALTOE-NAIL DETAIL M111SAC - 25 11/18/2004 PAGE 1 MITek Industries, Inc. 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 FOR MEMBERS OF DIFFERENT SPECIES. r SQUARE CUT SIDE VIEW. SIDE VIEW (2x4, 2x6) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEARSIDE VALUES PER NDS 2001 (Ib/nail) --� FAR SIDE HF SPF SPF -S NEAR SIDE - I FAR SIDE 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 1.45 (DOL) = 317.0 Ib Maximum Capacity JUL 2 8 2099 45 -DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45.00° ®WARNING• Verify design parameters and READ NOTES ON TfUS AND INCLUDED WTER REFERENCE PAGE MU -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 component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support or indrvidual web members only. Additional temporary bracing to insure stablliy during construction's the responsibillify of the erector. Addiliondl permanent brocing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication• quality control. sioroge, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component Safety Information available from Truss Plate lnslitule, 583 Donofrio Drive, Madison. WI 53719. SIDE VIEW (2x3, 2(4) r 2 NAILS i NEARSIDE A----i NEAR SIDE ' V SIDE VIEW 1 (24) 3 NAILS NEARSIDE NEAR SIDE NEARSIDE Page # 11 Suite 108 Citrus Heights, A c g .c . 9561 M iTek® TOE -NAIL SINGLE SHEAR DIAM. SYP DF .131 88.1 80.6 69.9 68.4 59.7 Z p .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 0 Z .128 84.1 76.9 66.7 65.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ri L9 .120 • 6 73.9 ' 67:6 58.7 57.4 50.1 Z O .128 84.1 76.9 66.7 65.3 57.0 J c 131 88.1 80.6 69.9 68.4 59.7 148 106.6 97.6 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 1.45 (DOL) = 317.0 Ib Maximum Capacity JUL 2 8 2099 45 -DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45.00° ®WARNING• Verify design parameters and READ NOTES ON TfUS AND INCLUDED WTER REFERENCE PAGE MU -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 component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support or indrvidual web members only. Additional temporary bracing to insure stablliy during construction's the responsibillify of the erector. Addiliondl permanent brocing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication• quality control. sioroge, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component Safety Information available from Truss Plate lnslitule, 583 Donofrio Drive, Madison. WI 53719. SIDE VIEW (2x3, 2(4) r 2 NAILS i NEARSIDE A----i NEAR SIDE ' V SIDE VIEW 1 (24) 3 NAILS NEARSIDE NEAR SIDE NEARSIDE Page # 11 Suite 108 Citrus Heights, A c g .c . 9561 M iTek® MARCH 12, 2009 =0[J 0 00 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 B RACE 24"O.C. . 48"O.C. 72'0.C. BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THEcuMuIATNE LATERAL BRACE FORCE NTOTHE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE ROOF AND/OR CELNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED A B C D A B C D C D 10'-01 1610 1886 ma 2829 iS.. �� i .�: �')�i:'��i:_ ,t1`•=--..��r .`�.ti 1. .' .:J:�i:'� 5. .•, :'.�; •. :. .. '"�?;>-:•:-:?' r_:,,.:.;j•L ��'- :�:`;": ,�.�...:�::,;•-:.'.,;:'.•';�. A .OR-- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE HALED AT EACH END AND EACH NTERMEDIATETRUSS WITH 2-Bd .0 - 12'-0' 1342 1572 15722358 ='! ,-v= j: 3143 3143 4715 4715 7074 2-10d (0.131-JaJ NAILS FOR 2X3 and 200 LATERAL BRACES, AND 3-1Od (0.131'X3') FOR 2X6 LATERAL BRACES. B 2 X 3 43, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTNUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 14'-0' 1150 13471347 . 2021 _".•'.. 7y:v� s:t,Ja7r.� c'"=3t PS y_: `�.<'`` '= i :_ :i':. •.r,. r: .L_. .:. ,.,,,,:: �� 2 X 4;03, STD, CONST (SPF, DF, HF, OR SYP) DSB-88 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD 7RUSSES AND BCSI 1 :^'..:'. at ti ^1��y � �.>.'l_.,.,—" A14':vi ijf.: ..: �t:•1.' ..5;` — `-'SLS :,: 1: .: ":4 �.,..�<-, ��.- r:r"� ��j�iy �r e' ::�-"..: .. may.<.. •' � - ' WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. 16'-0" 1 OD6 1179 11791768 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) '^ f.," '� 2358 2358 3536 � `~ ::% ,+:':` ::: '- . 8. TABULATED VALUES ARE BASED CN A DOL.. 1.15 Vii;.' :'.'iS ,i •".:.. ':' 18'-0' 894 1048 1048 1572 :." 3143 4715 20'-0' 805 943 943 1414 = = r 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 ALO) D BRACING MATERIA.. DIAGONid. BRACING FOR STABILIZERS ARE TO BE PROVIDED AT 1% SIZE NDICATEDABOVE WHERE DIAPHRAGM GRACIING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAYSEREPLACEDWITHWOODBL0CXNG. SEE'STABIL�R' TRUSS BRAGNG NSTAUA,n0 N GUIDE AND PRODUCT SPECIFICATION. 1 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 2-1Od NAILS (SEE NOTE 4) .w TRUSS WEB + MEMBERS Page # 12 GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THEcuMuIATNE LATERAL BRACE FORCE NTOTHE ROOF AND/OR CELNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%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 IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE HALED AT EACH END AND EACH NTERMEDIATETRUSS WITH 2-Bd .0 - (0.131.1Q57 FOR 10 BRACES, 2-10d (0.131-13 FOR 2X3 WA 2114 BRACES, AND 3.10d (0.1319x3-) FOR 2X6 BRACES. ... - 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2N8d (0.131'X2.51 NAILS FOR 1X4 LATERAL BRACES, 2-10d (0.131-JaJ NAILS FOR 2X3 and 200 LATERAL BRACES, AND 3-1Od (0.131'X3') FOR 2X6 LATERAL BRACES. B 2 X 3 43, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTNUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE - FOR CONTINUITY. . 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACNG, CONSULT C 2 X 4;03, STD, CONST (SPF, DF, HF, OR SYP) DSB-88 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD 7RUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED ' WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. waw.n�ecduatryeOm and viaw.tpawU.ong D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MRMER FORCE 8. TABULATED VALUES ARE BASED CN 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 ALO) D BRACING MATERIA.. DIAGONid. BRACING FOR STABILIZERS ARE TO BE PROVIDED AT 1% SIZE NDICATEDABOVE WHERE DIAPHRAGM GRACIING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAYSEREPLACEDWITHWOODBL0CXNG. SEE'STABIL�R' TRUSS BRAGNG NSTAUA,n0 N GUIDE AND PRODUCT SPECIFICATION. 1 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 2-1Od NAILS (SEE NOTE 4) .w TRUSS WEB + MEMBERS Page # 12 T -BRACE AND L -BRACE Naliing Pattem L-Brdcs'stze . Nall Size Nall Spacing 1x4 or 6 10d (0.148X317 8e 0.6. 2x4, B, or 8 18d(0.162X3 1/2') 8" o.c. Note: Nall along entire length of L -Brace or T -Brace (On Two -Plies Nall to Both Plies) W E9 Nails _.- SPACING k MIUSAC - 23 004 I PAGE 1 MITak Industries, Inc: Western Division DIRECT SUBSTITUTION NOT APUCABLE. SeoBon Detail Nails ` Neils ti Web Web L -Brace T -Brace L -BRACE or T -BRACE L -Brace or T -Brace Size for One -Ply Truss Specified Continuous Rows. of Lateral Bracing Web Slze 1 . ^ 2 --1 2x3 or 2x4 U4 2x4 2x8 1x8 2x8 2x8 2x8 �*+ DIRECT SUBSTITUTION NOT APUCABLE. SeoBon Detail Nails ` Neils ti Web Web L -Brace T -Brace L -BRACE or T -BRACE Nails 10d (0.148X3') @ 9" o.c. Web -Brace AUL 2 Q 201 NailsZoyon Detail • ' + 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. Page..# J]3 0 NAPJMiG- i -H& d-Wn Porarnemrs endJt86D NOT6a ONTHIG AND IN[:I:11D90 fQTTl9R Bzgtamm=z PAO pgnn vo0d forum cnV wllh MYek coni iedaTp. Thi dadgn h boaad only upon parwr 61ero chown.'and li far on h ildebMW of dedan oe'mnenlen end rnbber liic ' .rbllon of rmmennanl h iniennefh1Mv ill ti, MAI" 4n 4,in CA. e - T -Brace or I-Brar-e 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 -Brace AUL 2 Q 201 NailsZoyon Detail • ' + 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. Page..# J]3 0 NAPJMiG- i -H& d-Wn Porarnemrs endJt86D NOT6a ONTHIG AND IN[:I:11D90 fQTTl9R Bzgtamm=z PAO pgnn vo0d forum cnV wllh MYek coni iedaTp. Thi dadgn h boaad only upon parwr 61ero chown.'and li far on h ildebMW of dedan oe'mnenlen end rnbber liic ' .rbllon of rmmennanl h iniennefh1Mv ill ti, MAI" 4n 4,in CA. e - 0 • VALLEY TRUSS DETAIL M111/SAC - 19 4/26/2004• PAGE 1 OF 2 ... GABLE .END, COMMON TRUSS OR GIRDER TRUSS LIVE .L.OAD = 60 PSF (MAX) DEAD LOAD =16 PSF (MAX) Dbl. INC =1.15 65 MPH WIND SPEED, 3 SECOND GUST MiTek Industries; Inc. Weistern DIvlslon NOTE: VALLEY STUD SPACING NOT TO EXCEED 46" O.C. SPACING GABLE END, COMMON TRUSS OR GIRDER TRf1RR 13 BEVEL VALLEY TRUSS L VALLEY TO JSS W/ X3:0" MIN) DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE - NAIL VALLEY TO BASE TRUSS W/ ('2) (.131X3.0" MIN) TOENAILS. 1�f VALLEY TRUSS RESTS ON 2k6. iD 10 ATTACH 2x6 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW DETAIL 8 (GkLkFI R THAN 3/12 PITCH) ATTACH BEVELED. 2x4 CONTINO,US NO.2 5PF TOTH�:FACE OF THE ROOF W/ TWO (.131"X3:0° MIN) NAILS INTO EACH TRUSS BE:LOVV ATTACHVALLEY TO. BEVELED 2x4 W/ ( 2. ). (.131"X3:0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS 1N/ LESS THAN 6/12 PITCH) (2.) (.131IX3.0" MIN) TOE NAILS 0 >,3 • Vei jjy design parameMis and�&!r'jD J707`�S UN.2ii1'S AND INCLDDED •M77£i for use only Willi frlffek connect - Tuts... bn k.bgsed-only upon paiameleis shy of deslgriporainenlers and prepei tiicoJportiiJgn b1 ccriiponenl Is respnnsiblily of tiPperl 61 lndlviduol web rfsefribiih pnfy. Addlifonafleinpacry brading io insure sl :111b lal peimonenl braElnlj `of Ilia overa0' lriiclure is the resPoiulbf0ly of the tiUflph storage, ,,rliy g, erection ondbrm#ing, consuN ANSI/Tr4i Ouollly i Lofton ovollableeonlroL hom Trvss Pdelaolay. kutilirle. SM D•On6146 Drive, Madlion, WI 53719. NOTES: JUL 2�Qjj 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30' ' 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 W:ITHOUTBRACE (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. Is. for of 7777 creenbm* Lane Sulle 1139 Citrus Heights. CA 95' VALLEY TRUSS TYPICAL TYPICAL ( 24" O.C.) ' L : VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS OR GIRDER TRf1RR 13 BEVEL VALLEY TRUSS L VALLEY TO JSS W/ X3:0" MIN) DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE - NAIL VALLEY TO BASE TRUSS W/ ('2) (.131X3.0" MIN) TOENAILS. 1�f VALLEY TRUSS RESTS ON 2k6. iD 10 ATTACH 2x6 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW DETAIL 8 (GkLkFI R THAN 3/12 PITCH) ATTACH BEVELED. 2x4 CONTINO,US NO.2 5PF TOTH�:FACE OF THE ROOF W/ TWO (.131"X3:0° MIN) NAILS INTO EACH TRUSS BE:LOVV ATTACHVALLEY TO. BEVELED 2x4 W/ ( 2. ). (.131"X3:0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS 1N/ LESS THAN 6/12 PITCH) (2.) (.131IX3.0" MIN) TOE NAILS 0 >,3 • Vei jjy design parameMis and�&!r'jD J707`�S UN.2ii1'S AND INCLDDED •M77£i for use only Willi frlffek connect - Tuts... bn k.bgsed-only upon paiameleis shy of deslgriporainenlers and prepei tiicoJportiiJgn b1 ccriiponenl Is respnnsiblily of tiPperl 61 lndlviduol web rfsefribiih pnfy. Addlifonafleinpacry brading io insure sl :111b lal peimonenl braElnlj `of Ilia overa0' lriiclure is the resPoiulbf0ly of the tiUflph storage, ,,rliy g, erection ondbrm#ing, consuN ANSI/Tr4i Ouollly i Lofton ovollableeonlroL hom Trvss Pdelaolay. kutilirle. SM D•On6146 Drive, Madlion, WI 53719. NOTES: JUL 2�Qjj 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30' ' 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 W:ITHOUTBRACE (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. Is. for of 7777 creenbm* Lane Sulle 1139 Citrus Heights. CA 95' � f , • • MITek Industries, Inc. Westem DIVision r BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ VV/ USP RT7 OR (2)16d TOE NAILS EQUIVALENT 1 ,I DETAIL D (NO SHEATHING) DETAIL E (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.' Page # 15 VALLEY TRUSS DETAIL Mill/SAC e 19 4/26/2004 PAGE 2 OF 2 • • MITek Industries, Inc. Westem DIVision r BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ VV/ USP RT7 OR (2)16d TOE NAILS EQUIVALENT 1 ,I DETAIL D (NO SHEATHING) DETAIL E (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.' C�49l. Page # 15 ' I JUL 2 8 2011 o iWNO • Yerffg d—fgn parameters and READ NOTES ON 7MS AND IMCLUDED hW=AEFMMNCE PAQE IM 747 -MP -9 US -3. p6d for use only vn7h Mitek eonneclors.7hk deslgn § bosed,only upon pardrrielers shown, and ff lar on IridNldubl hiAlding component proper incorpallbn of co ?IGly;ol deslgn Paramenlars and mponehl 1s responSlbmly of bulMing designer = not IrusA �eslgrier. f9odng shown ; 7777 Grgerib'adr Line Sidle 109 Citrus FletBhLs, CJI 8561 eA: �[ irvl support of fndivldualweb members only. Addtlidnol.lempo'rcry brodng to Guure slabftlfy during cohslruclion k Ihe'responsffipOty of the Additional permanent fxadng of the overc9 strud.uie Is'ItiedesponAbl8ly dl the building designer: for general guidance regordng I a Ion: qud0ly crinlml storage, de(Nery, erecllon qnd ksiodng: consutl ANSI/fell Qualify Cdfada: DSe•e4 dnd eCSll eutlding Component Jonnalion ovolbble from Irvzs Plvfe Inslilule. 5133 D'Onohb Ddve. Modaon. WI 53719. - MIT��C C�49l. I PURLIN GALE DETAIL ��'fSp►� ' 12 7/15/2005 PAGE 1 OF 4 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. • SEE DETAIL #2-1---/� SEE DETAIL # JACKS Mel; Industries, Inc. Westem Division STUD SPACING ON PURLJN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 2,-V 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 P QJ� � 0 1— Z O O U I— = 2 = t SEE SHEET 2 OF 2 FOR ALL DETAILS.. o Page # 16 0 z7=7Per(fr deslgn parameters and READ NOTE9 ON 1'= AND INCLUDED tdr= REFERENCE PAGE A�•7473 BEFORE OSE, Design void for use only wllh Mrtek connectors. this deslgn Is basad only upon parameters shown, and b for an Indrvldual building eomponenf. ApplIcobmly of design pparamenters and proper Incosporallan of component Is responsibility of bulkOng designer • not truss designer. Brodng shown Is [or lateral support of IndMdual web members ant?. Addllbaai temporary bracing to insure slob@ly duiing'conslrucllonh the rmponslblMly of the erector. Additional permarierit bracing of the overafl structure Is Ihe'responslbilly of the bulk0isg designer. Fat general guldarice regarding fabrication, qua0ty canirc4 storage, delivery, erection Arid bracing, consult ANSI/TPII O.udily Criteria, DSB-89 and BGSII Mciing Component Solely Informaflon ava0able from inns Plate lnsfltute, 563 D'Onohfo Drive, Madison, Wf 53719. SER S. r� EXP. 3-37 CIVIL SOF CA .FO� c I / n GRBnba�It- Sulte 109 Citrus Helghls, CA, • DETAIL #2 PURLIN. GABLE DETAIL IViII/SAC - 12 7/15/2005 PAGE 2 OF 4 MITek Industries, Inc. . Western Division t , 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS A THE TOP OP -'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 FACE OF THIS TRUSS Q 16d NAILS IF�l AND BEARS ON TOP. 6°O.C. \ ALTERNATE DETAIL ., II DETAIL ##1 ATTACH LEDGER TO FLAT TOP CHORD �ainvcn i v rnr i v oc DESIGNED BY OTHERS WITH 2 ROWS OF 90d NAILS (.131° DIAM. x 3") SPACED 9" O.C. GIRDER Qzl �APEX THE PURLIN GABLE.DOES NOT ALIGN WITH THE END OF THE F TOP CHORD SECTION. kV ' PURLIN GABLE FLAT TOP CHORD PORTION OFT HE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 . 0 a O SIA U 3� ~ LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER COa6433 EXP. CrvlL OF CllLIaCaR Page # 17 lull ® WARM7lG • Derift design parameters and REd01JCTE.9 ON TFD9 AND LNCLGDSD MZ= REFERENCE pAGS AM -7473 SEMRS USS. 7777, Greenback Lane Suttle 109 0 n vo0d 1 only with MRek connedoss. his deslg b.b onty up p*grne ers s d 1 I on)ndW al bu Gnus Haight.. b �� T r h 1b.g or tlding rnmponen 8 OA 8567 Ppp' ca o , esigrs parama fats and proper rpo ono ,umpona p Bly.'of bu ng designer l'rvs designer. gspp�g s n a for bleraf oA of IrIrJlJfdual web me bars on Ad��lon lemperary I liuu[e tobryiy duriri cohtlrucllots tr lFse resporsslWNly of the ereclo19 Ad II W petmgnenl; h pdn�oTihe ovena� ctruclure'Is the respo �. Ary1y of the butl Usg designer or'general guidance ragording Sol labstcallon;'quq y con acga de, ery, en elbn'and lirvchsg, consul ANSI/TPI1 Cua6fy Criteria gSB•89 and BCSII BuUdlnp Component Safely Infornid6on aOallable from Truss Plate Inslllute. 563 0 Onolrlo Odve, Madison, WI 53719.6k PURLIN. GABLE DETAIL MII/SAC m 12 7/15/2005 PAGE 3 OF 4 JF B` • Ill PURLIN GAB BAITek Industries, Inc. Western Divislon PURLIN GABLE =R OR 16d BOX --ING BY OTHERS UL I IL 9--1. 6UFPLa /B" MIN 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS 1 HIP SET TRUSS C. EXP.3-31-13 CIVIL DETAIL #2 SUPPLeOFCD+te�� Page # 181 JUL 2 8 2011 ® IVAnm o • verify design parametera and RUD NOM ON VUS AND INCLUDED WTSK. REFERENCE PAGE Mu -7473 BEFORE USF ! 77 777 Greenback Lane Deston �afld lose only wllh hNfek connectors. ThLs de�gr� fs baced onFy upon porpma ers shown, d b lot an IndMdUof bullding componen� rli 'Heights, CA, 8581 ppp, ca IB�y,o eslg mamanlets and pr ''perm otpora ono compone tis racpons blflly of bull��np dealg•ner •:npl Iru� des goer. Bro g s own h lgrlerafNF a� 04 Pdlaoal web merngers on Addllfona�lemponaryrl�rad�g IP niur' s1dbBlly dur�sa conslruellon h he respon'slbdBllnty of the e Aaantgr}dl pertnonenl brodng�oi:me ov 0•slniplure.hhh Ihe.responsiblOf� of lh� bu�kfin5g deslgher.argetseral gui�anceregarding a cotton; qucp wn roy sioroge, de, cry, eredlon ane pdng, consult ANS /fell puallty'CtlfeBa, DSBB9 and BCSII eullding Componen! Salcfy Iritorina8on avalicble from Trusi Plele Inz111u1e 563 D'Onoiflo Drive, Madaon WI 53719.M' T PURLIN GABLE DETAIL 6VIIIISAC m 12' 7/15/2005 PAGE 4 OF 4 � � I 16d SINKER OR 16d BOX. TYPICAL MITeWindustries,.Inc Westem Division W0 000 {= — PURLIN GAB!` `7 RIDGE BLOCKING FIRST COMMON '. 2X BLOCKIN W/.CONNECTIONS W/FRAMING CONNECTORS LAST HI BY OTHERS • • 2-0-0 MAX -DETAIIL #3 SUPPL. 12 TIGHTLY SET JOIN) , I \ PURLIN GABLE HIP SET TRU S DETAIL #4 SUPPL. ROOF. SHEATHING AND DIAPHRAGM 0_0 2 / NAILING BY OTHERS\ 1"' ROOF SHEATHING BY OTHERS HIP SET TRUSS . IP DETAIL #4A.5 Page If 19 jUL 2 EMU LVARNlNB • Ver(/p design parmnefYrs and READ NOTES ON THIS AND DJCUmTDED A71= SEFERENCE PAOE AM -7473 BEFORE USE. 77��/ Greenback Lana Su119 1 re Dad nob to{�se ony w11h:Mlfek connaclors his deslgp h based onN upon pafgrtiafen shown apd ls. an Indly dVof buBding corr�onen GWs Heights, CA 8561 ull A 1pp oblDN o eslgp paramerflers and PrQparal�n cdmpbne 1 IcrnspgnslbNN of bu�1d d ner-not Irus� designer. Brod�7g own Is orloferafst�pport ollndMduplweb marenonN' Ada'�na tampon�ryg 1 Igfurp lahifily urin eonslrucll.�nls.iherespdnslbllDlyof the are or AdtlRon- p qnen ' brodng o ' e overotl siru ure. the raspo I ��yy of I'he u I�In esigner� genera 9u o ce regar ng la6rtcallon, qu0Bly eonlnro` slordga delllvary eredlon On�bro g, consUi{uAN51/tPit QuaBty Gr�teHa, OSB•89 and BCSIIBulld�ng Componanl Salety Intonnaflon avotlabfe from Tnns'Plote, Inslllute, 583 O'Onofrlo Drive, Modlson, VJI 53719. NOW STANDARD GABLE END DETAIL MIUSAC - ZO 4/27/2004 PAGE 1 OF 2 44 = 571 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (TYP) VARIES TO COM, 12 TRUSS ,ONT. BR SPAN TO MATCHCOMMON R S LOADINgpst TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 TOP CHORD BOT CHORD OTHERS • VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SPADING 2-0-0 Plates -Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC 2 X 4 DFUSPF/HF - No.2 2 X 4 DFUSPF/HF - STUD/STD 2 X 4 DFUSPF/HF - STUD/STD MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) 3 1/2" '_1'1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW 24' O.C. END 0 � WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT: HEIGHT # OF NAILS -AT END UP TO 7'-011 2 - 16d -0-0 16 INCH O.C. OVER 8'-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRA 12 INCH O.C. 6-7-0 13-2-0 -0-0 16 INCH O.C. 24 INCH O.C. _ - _9--_4-0 7-9-0 COA6433 EXP. 3-31-13 CIVIL OFC NOTES 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 OFT HIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 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 6'-8". 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 GREATER TO 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. Page # 2O 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 ® WAwNO • —th doalgn pararn 6- rad READ NOTES ON 7MS AND INCL17DED fO=REFERENCE PAGE MU -9473 BEFORE USE. 7777 Greenback L- Design void for use only with MTek connectors. This design Is based only upon paromelers shown, and Is for an Indviduai building component. Suite 109 Applicability of design parornenters and proper Incorporalion of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, Is for tcierol suuppport of Individual web members only. Additional lemporary bracing to Insure slobl0ty during consiruclbn Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responslbmly of the building designer. For general guidance regarding fdbricction, quality control, storage, delivery. erecildn and bracing, consult ANSI/11`I1 Quality Criteria, DS13-119 and BCSI1 Building Component Safaly Information available from7rusrPlate Institute. 5113 D'OnoGto Drive, Madaan. WI 53719. INI JUL 2 3 2011 STANDARD GABLE END DETAIL IVIII/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN.,PLYWOOD SHEATHING . TO 2X4 STD. DF -L BLOCK 2= 10d --� (TYP). ` 7• i l SIMPSON A34 j - OR EQUIVALENT + 45° LEDGER 2X4 No..2 OR BTR • GABLE END, STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 S r JD OR BTR SPACED @ 5'-0" O.C. SHAL E PROVIDED AT EACH END OF BRACE EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHOF I S W/ 4- 10d NAILS. MAX. NGTH = T-0" 6'4" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 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 . JUL 2 8 2091 0)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS . 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 1'0d 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 # 21 ® IVARA7N6.7er(r.deafgnparameters andAEAO NOTES ON TMS AND WCLODED M77EKAEFERENCE PAGE AW -747x -BEFORE USE. 7777 Greenback Lane Design void for use only with W Epk eonneclars. Thisdesign Is based only upon parameters shown, and is for an Individual building component. Suits t e Applicability 61 design paromeniers and proper Incoiporallon of component is responslbi6ly of building designer - not truss designer. Bracing shown Citrus Helghls, CA, 95 Is for lateral supporl a1 lndHlduol web members only. Additional temporary bracing to"Insure slabNly during eo}utrucllcn Is the resporuthEly of the ereelor. Addlion6l permanent bracing of the overall structure Is the iesponsiblilly of the building deslgner: For general guidance regording fabrication, qually controL storage, delivery, erection and bracing. consull ANSI/TPII Quallty'CrIlaria, DSB-89 and BCS11 Building Component Solety Information available from Truss Plate Institute, 583 D'Onoirlo Drive, Modison, WI 53719. REP-LAC..EAMSSING STIM ON A GABLE TRUSS. MIUSAC - 27 1, THIS', IS A SPECIFIC REPAIR. DETAIL TO'BE USED ONLY FOR ITS OF 11/18/2004 [PAGE . I MITqk- Industries, Inc. Western DNision 'P Ec TEP TO REQUIRED 6P'SUPPORTING TORE kNED. TOT�iElk ORIGINIAL.PbsITIONS $I{ FORE A'LL'ME§A'RS`I USTaF NIGARE AN F -L 1' 1 APPLICATION ci� k 000 *&k' f A'' " kibbRNG P I REPAIR :.N PL AN BE THE 'N AND — 3. E.-ItNP",01!�T-0.0 GEDISTAN g;CE' PAGING OF NAILS SHALL SUDH As. 70 AVOIR, SPLITTING .OF THE WOOD.. 6.k 4. WHEN NAiLiNGSdABS tUSE OFA BACKUP WEIGHT IS RECOMMENDED TO AVOID- G, 0.;* 'bkOLATE.SATTiIE'JOINTSoR',OpLicFs. -'LOOSENIN )IFTHECONNECT 5. THIS REPAIR IS TO tit USED FOR SINGLE PLY TRUSSES IN THE 2X- ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES A THE ORIGINAL (CUT TO FIT TIGHT) ATTACH 8" . X 12" X 7116" O.S '.B. OR: PLYWOOD(APARATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TkUSS. 'WITH FIVE 60 -NAIL4(.113- X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) • THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED HEATHIED WITH (MIN) 7/16- O.S.13 OR -PLYWOOD. SEE MITLK'STANDARb GABLE END. DETAILS 'FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING, 0-1-0--0-10 (MAX) LOAD DURATION FACTOR: 1.15 SPACING . : . 24 ..i O.C. (MAX T& bHbRb: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 5h2 -12/12 BEAR.lNq: CONTINUOUS STUD 'SPACING :24;'O.d.'(MAX) REFER To INDIVIDUAL TRUSS DESIGN I FOR PLATE SIZES AND LUMBER GRADES IPage # 221 ES PY THIS AM D&ORS USF, Is based only qo6h parorn6lep shown; and h for on Individual buiding EornPo� . enl. bKof c . qrnponi�nl Is . rq!pqhdblHlV 91 building clei!gne . r-pol truss designer. A . rc icl.g shown lonal lehVprqry:bm'clnij Johnsons s1pblillydurIng cohslmdi6n Is the responsibillily 61 the lice is fhe n'lb the! 6uW6 OpP66er.: T-4 general guidance rqij&dlA9' br.c4n I A , Qycllty Cdjeflq;*DS DS B-89 and BCS11 Building Coimponent COMMON JUL 22 8 TM, Gri'ptipbla' ck Uhei Suite 109 Citrus. Helghts, CA., 95618mill 0 R�PAIR'A BROKEN STUD ON A GABLE TRUSS dill/SAC s 28 11/18/2004 PAGE 1 r 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 TOAVOID 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 i 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 :.3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 ® WARNING • VerW dcnlgn parameters and RUD NOTES ON. TJDD AND WCAGDBD M7=REFERENCE PAGE MW -747;, DFOGRE IIS& Design vo6d for use onlywith Malek connectars. Tfils design is based only upon parameters shown, and Is for an Individual bu0ding component. Applicability of design poromenters and proper incorporation of component Is responsibility of building designer - not Iruss designer. Bracing shown Is'lor iala- support of Individual web members only. Additional temporary bracing to Insure slablIlly during conslrucllon b the responslbBOly of the ereeior. Addll= pennonenl. bracing ol.lhe overall structure h the responsibility of the buliding designer. For.generol guidance regarding fabrication, quality control storage, delivery, erection and bracing, consul) ANSI/171`11Quality Criteria, DSB-B9 and BCM Building Component Safely InformoHon ay.Hobte from Truss PIDie Insiffule, 583 YOnoldo Drive, Madison, VA 53719. COMMON Q�oo� SER S. EXP. 3-31- JUL 2.8 201 7777 Greenback Lane Suite 199 Gals Heights, CA, 951 °REPAIR To REMOVE CENTER STUD ON A GABLE TRUSS , M.1I1SAC m 29 " 11/1'8/2004 PAGE 1 MITek Industries., Inc. © Western Division 1. THIS IS A SPI .CIFIC 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 T0. 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. AMLOUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. ITEK 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 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INIVIDUAL TRUSS OR PLATE SIZES AND LUMBER GRADES Page # 24 COMMON " 'JUL. 2 8 2011 ® IvARNTNG . 4er(N design Pccameters and READ NOTES ON 2iIIS AND JNCLDDSD k77t C REFER&N4 ie PACS = 7.073 DCFpRE DSS. 7777 Greenback Cs 09 Dedgn valid for use only with Mifek.connectors. This design h based only upon parameters shown. and Is for an Individual building component. Sidle He Applicability of deslgn pporamenters and proper ineorporollon of component Is;respori.AbBlty of buildlAg designer - not truss designer. Bracing shown aws Heights, CA is for lateral support oltndlvidual well members only. Additional temporarybmdng to Insure stobl8ly during construction Is the rmoonsIbBBIy of the erector. Additional permanent bracingof the overall structure is the responsIbl01y'of the building designer. For general guidance regarding lobdcallon, quality control storage, delivery, erection and bracing, consull ANSI/T011 chidily Criteria, USS -89 and BCSII Building Component Safety Information ava8ab`e from Truss Plate Institute, 583 D'Onotrio Drive, Modizon, WI S3719. REPAIR TO NOTCH 2X6 TOP M11/SAC - 30 11/18/2004 'PAGE 1 CHORD ON A GABLE TRUSS 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.AREJREEQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED: 2. ALL MEMBER$ MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THEEND DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING. OF THE WOOD. 4. LUMBER. MOST 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 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN*MAXIMUMSTUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. E OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. E MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. MPORTANT. 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 fttting'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 Pa e # 25 ® tV"AWG • Ver4/y drstgn p=ariieYeri and:READ NOTES ON ?HTS AND TNCLODED Idl= REF& WN=pAOE &W•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 component. AppilcobNty of design pparamenten and proper Inearpdrallon of component Is responslb®ly of building designei- not truss designer. Bracing shown a For lateral support of Indivlduot web members only. Additional temporary bracing to Insure siobl6ly duting conslrvcilon h the resporisibBBly of the erector. Additional perrtwriehl'brocing of the overall structure Is the reWonsfb0ty of the bufld,ng designer. For general guidance regarding fabricallonu quotily control slcrage, delivery, ereclloh and bracing, consult ANSIRPII QuaBly Cdleria, DSB-B9 and BCSII -Building Component Safely Informallon available frominns Plate Insiflule, 583 D'Onofsto Drive, Madison, N 53719. ®fGR S. T/ �tsa QQ' C046433 EXP. 3-31-13 `�.$� �4'F JUL 2 8 2011 suite tog Citrus. Heights, CA, REPAIR TO. NOTCH 2X4 TOP MIUSAC e 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MITsk Industries, Inc. Q I. 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 O (3" X 0.131") NAILS SPACED 6" O.C. * MAXIMUM STUD SPACING = 24" 0. C. THE OUTSIDE 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. PORTANT is 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: 3112 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 26 WARMNO. 9arVy design paromaters and READ MOMS ON VUS AND INCLUDED MITER REFERENCE PAGE IM -7473 BRMRS USS. ` Design valid for use only with Mgek conneclon. This design Is based only upon poramelers shown, and Is for an Individual building component. Applicability of design PParamenlers and proper Incorporation of component Is responsibfNy of building designer - not truss designer. Bracing shown Is for Idlerol supP port of InclMdual web members only. Additlonal lempa}ary bracing to Insi'ue stability during conslrucllon Is the responslblAlly of the erector.; Addillonal permanent bracing of the overall structure Is the responsibility of the building deslgner.'ror general guidance regarding fabrlcallon, Ply contro6 storage, delivery, erection and bracing, coniull ANSLrrl'11 Quaft Cdleda, DSB•89 and BCSI1 Building Component Saloly Inlormollon avoAaI from Inrn Plate Inslllute. 583 Uonofdo Drive, Madison, WI 53719. CQ46M M. 3-31-13 �� ®��.o/ JUL 2 S 2011 7777 Greenback Lane Sutie 109 Citrus Heights. CA. 9581f STANDARD REPAIR DETAIL 25%I NIIUSAC - 21A I 5/3/2004 fPAGE1 S. CA46433 )(P. 3-31-13 MiTek Industries, Inc. Western Division OTAL NUMBER O NAILS EACH SIDE MAXIMUM FORCE (Ibs) 25% LOAD DURATION OF BREAK x INCHES SYP DF SPF HF o 2x4 2x6 ; 2x4 2x6 2x4 t I 2x6 2x4 I 2x6 I 14 21 24" I 2240 3360 2065 3097 17501 j 2625 1785 2677 j 18 27 30" 2880 4320 2655 .3982 2250 3375 j 2295 3442 22 33 36" 3520 5280 3245 4867 2750 4125 2805 fi 4207 ' 1 26 30 ; 39 45 42" j 48" 4160 16240 48001 7200 t 3835 5752 3250 4875 3315 4972 4425 6637 3750 5625 j 3825 5737 ' DIVIDE EQUALLY FRONT AND BACK 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 t Od NAILS ®j (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 CIVIC OF JUL 28 201 x. G •x k. •�. • �-lHpl BREAK + k 1 Old NAILS NEAR SIDE +10d NAILS FAR SIDE ON % Page # 27 4 - TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN 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. S. 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. NARMNG • Vcrtfy Resign p—mctcrs and READ NOTES ON THIS AND INCLODFD AUTEK REFERENCE PAGE HU. 7473 BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design Poromenters ohd proper incorporation of component is responsibilityof building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary broking to insure slobilily during construction is the responsibillily, of the erector. Additional fabrication. quality cont ol, storage, rmanent cdelivery, erectiof the n and bracing, onsull ANSstructure is the tI/TPII Quality of the rCrriiteria. DSB-89 designer. Forand SCSI) Building Ceneral guidance o po'nent Safely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. FFtI Greenback Lane Suite 1D9 Citrus Heights, CA, 951 FA4LaS�— 136TTOM CHORD FILLER DETAIL Ml1ISA4C =1 3/10/2004 PAGE 1 MiTek Industries, Inc. ®WN Q West -Lm Divislon 4 TRUSS BOTTOM CHORD BRACED PER MAIN ` TRUSS ENGINEERING BRACING SPECIFICATION • / • � MAX 34-0 EXTENSION Y'v /�• ` �� x4 M20 PLATES (TYP) OR ALTERNATE ALT. BEARING" �. CONNECT W/ 2-10d COMMONS (TYP) FILLER BOTTOM CHORD i 2X4 NO2 OR BETTER LUM ERS FILLER.VERTICAL.STLID_ 2X4 STD 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. TES: 1) 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 FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. SER S. Page # 28 WBRMNQ • 9er{%Tr dax47n paranurtere and F!EIID NDTES ON TH79 AND fNCL1lf)ED MITE% RJ^,F&It�IJC1S Pd OE MU -7-173 BEFORE U8& 7777 Gr69I1t1adc LF Design void for use only wllh MRek connectors This design Is bored only upon paramelerc shown, and Is for on Individual building oomponant. , Supe 109 A4f_ 1 Ofy o(deslgn ppa�roornanferi and proper Ineo paolion of component h resPonsibl0iy of building designer- not buss designer. Brodng shown Citrus Heights, CA is for lalaral support of Ndivldual web'memlier: only, Addillonal lamprnay bradng to iruure sloblIlly durtng conshucllcn Is the respondbllllfy of the erector. Addl conal pertnctienf bradng of the overall slruelure h the responsib181y of Ihe'butlding designer: For general gulddncs ragaiding Iab riton, quafily control storage, de0very, eraelion and bra'dng, eonsuN AkSI/TPn Qualify Cdferla DSB-89 and BC Building Component • Sal"ly Inlormo0on available ham Trus Plate Insliluta, 563 D'OnoMo Ddve, IJwdhon, WI53719. �OVERHANG, REMOVAL DETAIL. 11 11/SAC - 5C t , .12/6/2005 PAGE 1 MFTek Industries, Inc. , `- Westem Division , �.:_._......'s.. .. ___.. TRUSS CRITERIA: LOA DING: -25 -18-0-10 (MAX) ' DURATION FACTOR: 1.1511.25 I. 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. ,;- r 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 12 • 2-12 • e 7Scdety APH".VarVy dmIgh pnrarnetcrs and JEW NOTES ON TMS AlmINONIDED vopd for usa oilyvAh Mqek connectors Thisdesign h based only upori'pa rn le cwit of daildn ppdramenlers and proper Incapoivllon of corrlponenl h respons klerolsuppporiolln"dualwebmembersony Additionaliempoi*bradrigloiri.arbdding of the overall structure h the responstblgy o1 the allon, quti8ly ranlroT storage, defer,, erecllon and brodng, corisulf ANSIM111 OInlorma90 1 avaAoble from Trun Plate Insinule, 593 D'oriohio tHve, Madhom VII 51 l+J 777 = PAGE M1174" .8F"PX ASE. 7Greenback Larie Is for an Individual bu0ding ram enl. oASupe p CIWs Heights, CA 9591 designer= not irus deflgner eratlhd shown uring consiruclion Is the responslblmly 61 the '' net. For general guldonee regarding OSB -84 and 9CSI1 8u8ding Component W SCAB APPLIED OVERHANGS IMI/SAG m 5 3/25/2004 PAGE 1 MITek industries, Inc. : .Q . 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.- WHEN OOD.WHEN NAILING THE SCABS, THE USE OFA BACKUP WEIGHT IS RECOMMENDED 10TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x- 12 2-12' F��' wAnpo • VorV jp daalgn p'atwnctarr and READ NOTZS ON TWS AND INCE:ODP.O MITE Design valid for use only %l h.Wek connectors. This design is based only upon parornelers thr AppBeablgly of designpararimenleti and ptcper In=rporalldn of componenl is responsibility c Is lot lateral suppori of Individual web members only. Addlllonal lemposgry brodng la Insure erector. Addillonal pennanenf brocing of the overop structure is the responSBigly of the buildlabrlcation, quailly control storage, de,Dgry, eniclionpnd brodng, consull ANSI/T0I1 Quality Salofy Infarmagon avallabte [tom Truss'Plo1.Instlfule. 5B3D'pnoldo Drive. Modison, WI 53719. JUL 2 8 VX PAGE MU -1147a BEfORBDse. , 7777 Greenback Lane � �: �i SOW 109 or an Individual buWq gomponent. utgner- not Irus:.designer. Bracing shown Gkus Heights, CA, B5B1 rg conslructicn Is 1he.resporisibB0ly of the ' '. Far general guidance'regcrding 1.89 and BCS11 Bullding Component