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2711 GALICIA WAY; ; CB140663; Permit
05-13-2014 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: eBl40663 Building Inspection Request Line (760) 602-2725 2711 GALICIA WY CBAD RESDNTL Sub Type: SFD 2162201000 Lot#: 0 $377,463.00 Constuction Type: 5B Reference #: 1 Structure Type: SFD 5 Bathrooms: 3 Orig PC #: SPEC HOUSE-3019 SF HOUSE, 444 SF GAR, 200 SF DECK,35 SF PATIO COVER status: ISSUED Applied: 03/24/2014 Entered By: RMA Plan Approved: 05/13/2014 Issued: 05/13/2014 Inspect Area: Plan Check #: Applicant: NEW POINTE COMMUNITIES, INC STE 230 16880 W BERNARDO DR SAN DIEGO CA 92127 858 451 8700 Owner: NEW POINTE INVESTMENT 27 LLC STE 230 16880 W BERNARDO DR SAN DIEGO CA 92127-1617 Building Permit $1,785.38 Meter Size Addl Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $1,249.77 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 strong Motion Fee $37.75 PFF (3105540) $6,869.83 Park in Lieu Fee $0.00 PFF (4305540) $6,341.38 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $310.00 License Tax (4304193) $0.00 Bridge Fee $592.00 Traffic Impact Fee (3105541) $2,870.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $171.00 Renewal Fee $0.00 ELECTRICAL TOTAL $85.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $90.26 Other Building Fee $0.00 Housing Impact Fee $2,915.00 HMP Fee $665.28 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $499.00 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green BIdg Stands (SBI473) Fee $12.00 Fire Sprinkler Fees $0.00 Green BIdg Stands Plan Chk Fee $0.00 Green BIdg Stands Plan Chk Fee TOTAL PERMIT FEES $24,493.65 Total Fees: $24,493.65 Total Paynnents to Date' $24,493.65 Balance Due: $0.00 Inspector: l^" icUJU^-^ FINALA Date: JiX ^PPRO VAL IA Clearance: NOTICE; Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow/ the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information v^ith the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest fhe specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. 05-13-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW140096 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: 2711 GALICIA WY CBAD SWPPP 2162201000 CB140663 SPEC HOUSE Applicant: NEW POINTE COMMUNITIES, INC STE 230 16880 W BERNARDO DR SAN DIEGO CA 92127 858 451 8700 Status: ISSUED Lot#: 0 Applied: 03/24/2014 Entered By: RMA Issued: 05/13/2014 Inspect Area: Tier: 1 Priority: L Owner; SMYTH EMERY C TRUST 05-20-10 10699 SAN DIEGO MISSION RD #305 SAN DIEGO CA 92108 Emergency Contact: SCOTT JONES 760 310-2513 SWPPP Plan Check SWPPP Inspections Additional Fees $48.00 $57.00 $0.00 TOTAL PERMIT FEES $105.00 Total Fees: $105.00 Total Paynnents To Date: $105.00 Balance Due: $0.00 FINAL APPROVAL DATE([y/[^y|4 CLEARANCE SIGNATURE fK- toAjU^<, THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMITISSUANCE: • PUNNING DENGINEERING nBUILDING DFIRE nHEALTH • HAZMAT/APCD Plan Check No. / Lf CITY OF CARLSBAD Building Perinit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: bulldlng@car1sbadca.gov www.carisbadca.gov Est. Value ^:^:f^^ sy-j^^Q^ Plan CU, peposit/ ' /<^JJJc> Kian cyu pepositf p^D.t.'?/:?c,//v SWPPP JOBADDRESS •DCK lictCA IA/OA/ SUIIE*/SPACE#/UNIT* APN^ -Lie CT/PROJECT # LOT# PHASE* # OF UNITS ude Squara Feet of Afl lected AraaCs) # BEDROOMS 5" * BATHROOMS TENANT BUSINESS NAME 7 V/fc/hh^ CONSTR.TYPE OCCGROUP L ox EXISTINO USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YEsQ* Nd I AIR CONDrriONING YEsElNOn FIRE SPjllNKLERS YES^NOQ APPUCANTNAME Prinarv Contact PROPERTY OWNER NAME AJ&uu Por^k 'tnv&'9/-/^f- 27CCC ADDRESS ADDRESS CITY STATE ZIP CITY PHONE FAX PHONE FAX EMAIL EMAIL DESIQN PROFESSIONAL ADDRESS STATE ^ ZIP CONTRACTOR BUS. NAME ADDRESS STATE ZIP jQ CITY CITY PHONE FAX <frg^- V7/01 rri^- rye- t/z^j PHONE FAX ^ . EMAIL EMAIL 679C^l CITV BUS. LIC.# (2. (Sec. 7031.5 Business and Professions Code: Any City or County wtiich requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WORKERS' COMPENSATION Woriiefs' Compensation Dedandon: (/lersby affirm under penalty ofpeijuiy one of lhe follomng dedaialions: SI have and will maintain a certificate of consent to eelf-4nsure for workefs' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this pefmit is issued. I have and will malnt^n woriten' coinpensattoni as required by Section 3700 of the Labor Code, for the perfomiance of the work for which this pemiit is issued. My workers' compensation insurance canier and polky number are: Insurance Co. /tV<S/^^T f^&rri^y^l Poiicy No. \>JC 7-^6000 3 7 I 2 > Expiration Date / / //$"/ This section need not be ccmpleted if the pennit is for one hundred dollars ($100) or less. I I Certificate of Exemption: I certify that in the perfomiance of the worit for whnh this pemiit is issued, I shall not employ any person in any manner so as to became subject to the Workers' C^pensatkm Laws of Califomia. WARNING: Failure to secure urariiers' compensation coverage It unlawful, and thall tubject an employerto criminal penaltlet and dvll finet up to one hundred thoutand doNart (&100,000), in addition to the cost of compensaticn, damages as provided fbr m SectiooATOG of the Labor code, intetett and attomey't feet. >£f COMTRACTOR SIGNATURE^''T';^^-^^__,^^..<i,x^ ^ gAGENT DATE O W NER-BUILDtR OECLARATION / hereby affm that I am exempt torn Contiactor's Ucense Law for the following reason: I I I, as owner of the property or my employees with wages as Iheir sde compensation, wiH do the worit and the stmcture is not intended or offered for sale (Sec 7044, Business and Professions Code: The Contractoi's License Law does not apply to an owner of propeity who builds or improves Ihereon, and who does sudi worit himself or through his own ^ sale. If, however, the building or impnnrement is sdd within one year of completion, the owner-builder will have the burden of pniving that he did not buHd or improve for the purpose of sale). I vT I, as owner of the property, am exdusively contracting with licensed contradors to construd the projed (Sec. 7044, Business and Professions Code: The Contractor's Ucense Law does not apply to an owner of property who builds or improves thereon, and contracts for such projeds with contractor(s) licensed pursuant to the Conttactor's License Law). I I I am exempt under Sedion Business and Professions Code for this reason: 1.1 personally plan to provkle the major labor and materials for constnictkin of the proposed property improvement I lYes I iNo 2.1 (have / have not) signed an applkatkm for a building permit for the proposed worit. 3.1 have contracted with the fdkiwing person (fimi) to provide the proposed constnjdkxi (indude name address / phone / contradors' license number): 4.1 plan to provide portions of the worit, but I have hired the fdlowing peison to cooidinate, supervise and provide the major worit (indude name / address / phone / contractors' license number): 5.1 will provide some of the worit, but I have contracted (hired) the fdlowing peisons to provkle the worit indicated (indude name / address / phone / type of worit): CmMATIIDC COMPLETE THiS SECTION FOR NO N - RESI DENTIAL BUILDING PERMITS ONLY Is the applicant or luture building occupant required to submit a business plan, acutely hazardous materials registration tbrnn or risk management and prevention program under Sedkxis 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes • No Is the applicant or future building occupant required to obtain a perniit from the air pollution HYes ONo Is the ^ity to be constnided within 1,000 feet of the outer bounday of a schod site? GYes ONo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPUCANT HAS MET OR IS MEETING THE REOUIREMENTS OF THE OFRCE OF EMERGENCY SERVICES AND THE AiR POLLUTION CONTROL DiSTRICT. CONSTRUCTION LENDING AGENCY hereby affinn that there is a constniction lending agency for the perfonnance of the woik this pennit Is Issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFICATION I certif that I have read the applicaiion and state that the above inftaiinatian is conect and that the i^^ I heietiy aulhixize lepresentative of Ihe Oty of Carisbad to enter upon the above mentiti^ AGAINST Aa LIABILmES, JUDGMENTS, COSTS AIC EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSI^ pemilt is required lbr excavations over S'O'deep and demoliliGn or constiudion EXPIRATK3N: Bieiy pemiit tsstted i)y the fiuUing Official under (he pi^^ 180 days Irom the ctete of sutii peirnit or if Ihe buiding or worit authoiized by such pemA ^APPUCANTS SIGNATURE DATE Inspection List Permit*: CB140663 Type: RESDNTL SFD Date Inspection Item Inspector Act 11/12/2014 19 Final Structural - Rl 11/11/2014 89 Final Combo MC Fl 11/11/2014 89 Final Combo MC Fl 11/10/2014 19 Final Structural - Rl 11/10/2014 89 Final Combo PY CO 9/2/2014 17 Interior Lath/Drywall PY AP 9/2/2014 18 Exterior Lath/Drywall PY AP 8/22/2014 16 Insulation MC AP 8/18/2014 84 Rough Combo PY AP 7/24/2014 13 Shear Panels/HD's PY AP 7/24/2014 15 Roof/Reroof PY AP 6/25/2014 32 Const. Service/Agricultural PY AP 6/2/2014 11 Ftg/Foundation/Piers PY AP 5/21/2014 21 Underground/Under Floor PY AP 5/21/2014 22 Sewer/Water Service PY AP SPEC HOUSE-3019 SF HOUSE, 444 SF GAR, 200 SF DECK,35 SF PATIO C Comments GMR CALLLED IN TO DEBBIE Thursday, November 13, 2014 Page 1 of 1 TME CITY OF SAM DIEOO Development Services Department Inspection Services Division 9601 Ridgehaven Court, Suite 220 San Diego CA 92123 • (858) 492-5070 Call (858) 581-7111 for Inspection Page Circuit Card (Supplemental) _2_of li.«biMM attficcnoN. TW UW OF THIS •sumEMsnrAL' cincutT W ilEeRimES THE USE OF THE •nUMUUIV CIRCUIT CARO AS PAGE 1. ?MIT/APPROVAL NO PLAN FILE/PROJECT NO i AOORESS (Print Numljer Street Name. Unit No ) CIRCUIT NO CIRCUIT NO Breaker Size A Wire Size G Breaker Size A Wire Size G •ROOMS T C w R S •ROOMS T C w R S CIRCU IT N 0 CIRCU IT N 0 Breaker Size A Wire Size G Breaker Size A Wire Size G •ROOMS T c w R s •ROOMS T C w R S CIRCUIT NO CIRCU ITN 0 Breaker Size A Wire Size G Breaker Size A Wire Size G •ROOMS T c w R s •ROOMS T c w R S s • CIRCUIT NO CIRCU T N( D Breaker Size A Wire Size 6 Breaker Size A Wire Size G •ROOMS T c w R s 'ROOMS T C w R S CIRCUIT NO CIRCU T NC Breaker Size A Wire Size G Breaker Size A Wire Size G •ROOMS T c w R s •ROOMS T C w R s CIRCUIT NO CIRCUI T NC > Breaker Size A Wire Size G Breaker Size A Wire Size G •ROOMS T c w R s •ROOMS T C w R S I certity that ttie above information is accurate and completer and ttiat all terminationilare properly torqued n i I Company Name (Print), Electrician/Owner Name (Print) V\Ai\IWV>-\r^ . ^'^'^ yV"' Electrician/Owner Signature California Electrician Cienificatien Nuniber Date THE CITV OF SAN Oieoo Development Services Department Inspection Services Division 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 for Inspection Circuit Card (Primary) Page 1 of ') rats CARD MUST BE FliXED OUT AND AVAILABLE ON THE JOB SITE FOR THE ROUCH INSPECTION. USE •SUPPLEMENTAL' CIRCUIT CARIES) FOR MORE THAN EICHT (8) CENERAL USE CIRCUITS TOTAL • SEE REVERSE SIDE. PERMIT/APPROVAL NO O5/V066S PLAN FILE/PROJECT NO JOB ADDRESS^(Prin; Number. Street Name. Unit No 1 JOB ADDRESS (Print N Fill in applicable items below Use remarks as necessary to describe work CIRCUIT NO 1 CIRCUIT NO 2 BttakarS'ze 15 A Wire Size 14 G Breaker Size 20 A Wire Size 12 G •ROOIMS T C W R s •ROOMS T c w R S Bedroom #1 1 2 2 Kitchen ® Hall 2 1 1 Kitchen 1 Bedroom «2 1 4 1 Dining Room 1 Bedroom #3 ® ® Breakfast Nook 1 Garage 1 1 1 1 • Name of each Room where devices are located 2 List old and new devices on same circuit-marking old devices thus ' 3 Use circuit spaces below for general light and smalt appliance circuits only 4. San Diego Electrical Policy limits current consuming devices to a maximum of 15 per general use circuit and 4 per small appliance (20 amp ) circuit 6 All circurt breakers to be permanently labeled at all service and feeder panel dead fronts. T = Device Tait C = Ceiling Light W = Wall Bracket Light R = Convenience Receptacle S = Switch (Use actual numbers 1,2,3... to identify amounts of each device type). 1 CIRCUIT NO ( CIRCUIT NO Breaker Size 0 Wire Size G Breaker Size'5 Wire Size 11— G •ROOMS T C W R S •ROOMS T C w R S CIRCUIT NO "i., CIRCUIT NO Breaker Size Q_<;) A Wire Size ( G Breaker Size A Wire Size ( "2 ^G •ROd^S T C W R S •ROOMS T C w R S 0 CIRCUIT NO CIRCUIT NO Sreaker Size A Wire Size G Breaker Size A Wire Size G ROOMS T C W R S -ROOMS T C w R S CIRCUIT NO CIRCUIT NO reaker Size A Wire Size G Breaker Size A Wire Size G tOOMS -T C W R S •ROOMS T C w R S SERVICE (Mam) FEEDER #1 (Subpanel) FEEDER #2 (Subpanel) COMPACTOR COOKTOP DISHWASHER DISPOSAL MICROWAVE OVEN FLANGE DRYER LAUNDRY WATER HEATER A/C HEATING NAME PLATE AMPS-KW WIRE SIZE AL CU BREAKER SIZE (AMPS) lt7 0 i{/0 11 REMARKS Computed Load AMPS AFCI Protected Circuits (list locations): GFCI Protected Circuits (list locations): Service Bond/Ground infoimation (a) a'iCew (•) OR • Existmg (•) (b) Bond/Ground Wire(s) Size(s) _ (c) Location of Cold Water Bond Clamp (d) Location of Ground Clamp; '^%7l, ^ Type(v') • AL OR amp: I I certify that the above infoiTnation is accurate and complete and that all terminations are properly torqued Company Name (Print) Electncian/Owner Name(Pnnt) Electncian/Owner Signature: _ California Electncjan Certification Number oate % \ Hi 29l o iinatlons are properly torqued. ^ . \ H This inlormation is available m alternatt/e tormats upon request, DS i77s :Re» 27//tg/^Li^^ PASCOLARET UU & ASSOCIATES May 23,2014 PLSA2191 City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 ATTN. Planning Dept. RE: LOT 328 MAP 6545 VACANT LAND GALICIA WAY (APN 216-220-10) To Whom It May Concern: Please be advised that on May 23, 2014 this office field verified the building forms on the above referenced site. We have found that said forms conform to the setbacks as shown on the plans prepared by Architects BP Associates. If you have any questions regarding the above please feel free to contact this office. Very Truly Yours, .Joseph Whas PLS5211 Principai Land Surveyor Pasco Laret Suiter & Associates 1 m 27// ^oc^*^ (AJL FIELD IVIEIVIO ADVANCED GEOTECHNICAL SOLUTIONS, INC. SAGS CLIENT: CLIENT'S REPRESENTATIVE: Mr^tAjom_^66l 7±.^ gan_^ DATE: PROJECT NAME: i-O TRACT NO. PROJECT LOCATION: WEATHER CONDITIONS: TYPE OF OBSERVATION: ^ Footing/Caisson Excavation (indicate as-bullt and design embedment depths, setback) • Retaining Wall (Indicate type of wall, if drains Installed per plan, limits of select backfill - if observed) I I Presaturation (indicate depth of presaturation and moisture content) I I Subgrade (specify curb ai^d gutter, fiatwork, or pavement) • Removal Bottom • Subdrain • Keyway Excavation • Reinforcing Steel • Special Inspection: • Concrete Testing • Other: LIMITS OF OBSERVATION/ TESTING COVERED BY THIS NOTICE: DESCRIPTION OF PROJECT ACTIVITES/TESTING: 0/^$/T^ /^o/g /~C.OT//\JC C/Ssef?y/^ //iM y i//^ ny/-j/li'yl fuO'/^(r-'D£vrj^rJrO To /^'O^^/T/C S/'^/i'-'-^ At c^y f />/-v'-oSf l£ SC'i_ , rooTz/KJC 0/[p7/^''> L-.^'^ 0./"i/^.<jCiir i-/(i' 'y tC,-/^;, /-!^^/') A i/T 7' c A .-iC/^/Zll Y /'YC fi- • ) /yUAiCM-yx /yAW'-ZS/ 5'/^/~c/r 3/'^'/^'^ /^oon i_ HTtc/ir poud/iij('- CoAuC/ltT nf. SITE VISITORS/FIRM: AGS TECHNICIAN 1/1, SIGNED ' [/ __ _ .-wkuiAj^ PRINTED: /)^^r-X,./ Coll PAGE of BILLED HOURS FIELD OFFICE TRAVEL "7 <z CLIENTS REPRESENTATIVE SIGNED: X.. PRINTED:. TITLE: fieldfonns2010.xls/Meino Carlsbad 14-0663 4/2/14 .^.^^^.r^.^..^... Development Services SPECIAL INSPECTION Building Division ^ CITY OF AGREEMENT 1635 Faraday Avenue g_45 760-602-2719 www.carlsbadca .gov CARLSBAD in accordance witli Ciiapter 17 of tlie California Building Code tlie following must be completed when work being performed requires special Inspection, structural observation and constniction material testing. ^oject/Permrt: CDj'jO^SJ Project Address: "ZT// Sc^h'c 1^ jJ^V) A. THIS SECTION l«UST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AQENT. Please check If you are Ovwier-Builder •. (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please pf1nt)_ (First) (Ml) (Last) Mailing Address:, Fm.it-H'fC^A ^-/r&r-y (^ne.ijjpo:>rh^^^^fop ' PUor^e:l^_L£}/2SMl_Mil_ lam: -^Property Owner QProperty Owner's Agent of Record QArchitect of Record QEngineer of Record State of California Registration Number: Expiration Date: AGREEIVIENT: 1, the undersigned, declare under penalty of perjury under the lavi« of the State of Califomia, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, constaiction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signatures Date: ^// B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706>. This section must l3e completed by the contractor / builder / owner-builder Contractor's Company Name: ^^t^ check ifyou are Ovwier-Builder O Name: (Rease print) /N / ' (First) (MJJ . (Last) Mailing Address:. (nf/^/s/'<r7cx) state of Califomia Contractor's License Numtjer: _ Expiration Date: _ ////v/y • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to otitain conformance with the constaiction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I wili have a qualified person within our (the contractor's) organization to exercise such control. • / WiU provide a Hnal report / letter in compliance nvfth CBC Section 1704.1.2 priorto roauesena tinal inspectia Signature: v ^ I—<—<£yjy^ Date: ill7/H B-45 F>age1of1 Rev. 08/11 EsGil Corporation In (PartnersHip •with government for (BuiCdtng Safety DATE: 4/30/14 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 14-0663 SET: II PROJECT ADDRESS: 2711 Galicia Way PROJECT NAME: SFD for New Pointe Communities I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith Is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ^ REMARKS: 1. The address of the property is listed on/ne permit application, but not on the plans. 2. The CF1-R on the sheet following D3 need jme designer's or owner's signature. 2. The following red-clouded notes need to be made onythe II set held at the City: 1 cloud on each of sheets A1.2, D2 and D3; 4 clouds on sheet A1.1./Thank you. By: Tamaia Fischer Enclosures: EsGil Corporation • GA • EJ • MB • PC 4/24/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGii Corporation In PartnersAip with government for (BuiCding Safety DATE: 4/2/14 • APPLICANT JURISDICTION: Carlsbad ' • PLAN REVIEWER • FILE PLANCHECKNO.: 14-0663 SET: I PROJECT ADDRESS: 2711 Galicia Way PROJECT NAME: SFD for New Pointe Communities I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies Identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: New Pointe Communities I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: New Pointe Communities Telephone #: 858 451-8700 Date contacted: ^ .-^j—(by:\^^ Email: ttsandstrom(gnewpointedevelop.com Fax #: \ Mail Telephone *\ Fax In Person • REMARKS>^^--^ By: Tamara Fischer Enclosures: EsGil Corporation • GA • EJ • MB • PC 3/25/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 14-0663 4/2/14 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: 14-0663 JURISDICTION: Carlsbad PROJECT ADDRESS: 2711 Galicia Way FLOOR AREA: SFD 3019 sq ft Gar 444 sq ft Patio Cover 35 sq ft, Deck 200 sq ft STORIES: 2 HEIGHT: 22.5' approx per CRC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/25/14 DATE INITIAL PLAN REVIEW COMPLETED: 4/2/14 PLAN REVIEWER: Tamara Fischer FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Flre Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All Items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 14-0663 4/2/14 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/Industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • PLANS 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). C1 is not signed. All signatures will be verified on final sets. 2. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2013 California Residential Code, which adopts the 2012 IRC, 2012 UMC, 2012 UPC and the 2011 NEC. Section R106.1. Code editions in project data on sheet TS are outdated. 3. On the cover sheet of the plans, specify any Items that will have a deferred submittal (trusses, fire sprinklers). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional In responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design ofthe building. The deferred submittal items shall NOT be Installed until their design and submittal documents have been approved by the building official." 4. Please revise the section references which are to the wrong sheet. Carlsbad 14-0663 4/2/14 • GENERAL RESIDENTIAL REQUIREMENTS 5. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measure horizontally, from the water's edge of a bathtub. Window 218 which is within 60" horizontally ofthe water's edge at bathtub. • RAILINGS 6. Guards (Section R312): a) Please revise minimum height at 44/D3 to 34" per R311.4 b) Shall be detailed to show capability to resist a concentrated load of 200 pounds In any direction along the top rail. Table R301.5. • ROOFING 7. Specify on the plans the following information for the class A roof materials, per Section R106.1.1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 8. Please revise attic ventilation to comply with the following requirement which is new to the 2013 code: The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. 9. Please call out the size of the attic access. (Must be min 22" x 30" and large enough to fit the FAU). • GARAGE 10. Please remove conflicting reference to 1/2" gyp board on ceilings at section A where It is combined with the wall specification at garage as 5/8" type x Is required on the garage ceiling below habitable rooms. 11. Please specify door between garage and house to be self latching. R302.5.1. 12. Please specify water heater to be mounted high enough as to be out of the path of vehicles. CPC Section 507 Carlsbad 14-0663 4/2/14 • MASONRY 13. Provide detailing on the plans to show veneer attachment to the stud walls, in accordance with the provisions of Section R703.7. (Or provide ICC approval no. or equivalent for adhered veneer). • FOUNDATION REQUIREMENTS 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations In the soils report are properly incorporated into the construction documents (when required by the soil report). 15. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation Inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." • STRUCTURAL 16. If truss calcs are provided with the next submittal, please provide evidence that the englneer-of-record has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. 17. Please address lateral loads at deck. 18. Please complete attached City special inspection form. 19. Please provide the following note on the plans per City policy: Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan Is first obtained. . MECHANICAL , ELECTRICAL AND PLUMBING 20. Show the minimum 30" deep unobstructed working space in front of the attic Installed furnace. Section CMC Section 904.10.3. 21. Specify that integrated solar panels are to be under separate permit or provide complete plans. Carlsbad 14-0663 4/2/14 22. Specify on the plans the following information for the fireplace(s): a) ICC approval number, or equal. The UL number provided is the the test standard, not an approval number. b) Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section Rl 003.9. 23. Dimension on the plans the 30" clear width required for the water closet compartment at the downstairs bath. CPC 402.5. 24. All new residential units shall include plumbing specifically designed to allow the later installation of a system which utilizes solar energy as the primary means of heating domestic potable water. City policy. 25. Provide a note on the plans: The control valves in showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. • RESIDENTIAL GREEN BUILDING STANDARDS • The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be Included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings. CGC Section 303.1.1. Please add the following notes. 26. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC 4.106.2. 27. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC 4.106.3. 28. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan to the jurisdiction agency that regulates waste management, per CGC 4.408.2. Carlsbad 14-0663 4/2/14 . ENERGY CONSERVATION 29. Residential ventilation requirements: • Mechanical whole house ventilation must be provided. Include the following Information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF- 6R-MECH energy forms. All fans installed to meet the preceding requirements must be specified at a noise rating ofa maximum 1 "Sone" (forthe continuous use calculation) or 3 "Sone" (for the intermittent use calculation). • MISCELLANEOUS • To speed up the review process, note on this list (or a copy) where each correction Item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here If any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please Indicate: • Yes • No • • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review Items, please contact Tamara Fischer at EsGll Corporation. Thank you. Carlsbad 14-0663 4/2/14 xc'^ rxr^r-^... ,^n^r-^, Development Services SPECIAL INSPECTION Building Division ^ CITY OF AGREEMENT 163S Faraday Avenue CAD\ ^RAPi B-45 760 602 2719 V-»A\I\L JD#»L./ www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: Project Address: A. THIS SECTION IVIUST BE COIVIPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Ovwier-Builder • . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) (First) (MI I (Last) IVIailing Address: Email: Phone: lam: •Property Owner QProperty Owner's Agent of Record aArchitect of Record QEngineer of Record State of California Registration Numbec Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the lav\re of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706,;. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Please check if you are Ovwier-BuiWer • Name: (Please print) (First] (M.I ) (Last) Mailing Address: Email:__ Phone: State of California Contractor's License Number: Expiration Date: • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to otrtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, forthe method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a final report I letter In compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature; Date: B-45 Page 1 of 1 Rev. 08/11 Carlsbad 14-0663 4/2/14 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 14-0663 PREPARED BY: Tamara Fischer DATE: 4/2/14 BUILDING ADDRESS: 2711 Galicia Way BUILDING OCCUPANCY: R3/ U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFD 3019 110.17 332,603 Garage 444 28.74 12,761 Deck 200 15.57 3,114 Patio Cover 35 9.59 336 Fireplace 2 2,621.34 5,243 Air Conditioning 3019 4.19 12,650 Sprinklers 3459 3.11 10,757 Air Conditioning Fire Sprinklers TOTAL VALUE 377,463 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance • Plan Ciieck Fee by Ordinance Type of Review: n Repetitive Fee Repeats El Complete Review • Other j-j Hourly EsGil Fee • Structural Only Hr. @ $1,785.38 $1,160.50 $999.81 Comments: Additional 1 hour @ $86 per hour = $86 for Cal Green. Sheetl of 1 macvalue.doc ••• PLAN CHECK PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 4/22/2014 PROJECT NAME: Lot 328 , Galicia Wy (New Pointe Commimities) PROJECT ID: PLAN CHECK NO: CB 140663 SET#: II ADDRESS: 2711 Galicia Wy APN: 216 220 10 00 VALUATION: S371,897 SCOPE OF WORK: New 3,019 sf - 2 story single family dwelling on existing vacant lot X This plan check review Is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION Final Inspection by Construction IVIanagement & Inspection Division is required: Yes No X This plan check review is NOTCOMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:ttsandstrom(ii)nevvpointedeveiop.com ENGINEERING 760-602-2750 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 760'^602-4663 G ;-e g 0 r y. R y a n1a r i s b ad c a. go v V/ Linda Ontiveros /X 760-602-2773 Linda.Ontiveros@carlsbadca.gov Ciiidy Wong Remarks: PLAN CHECK PLAN CHECK Community & Economic --^^^ ^ CITY OF REVIEW Development Department 1635 FaradayAvenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 4/15/2014 PROJECT NAIVIE: Lot 328 Galicia Wy (New Pointe Conimunities) PROJECT ID: PLAN CHECK NO: CB 1.40663 SET#: I ADDRESS: 2711 Galicia Wy APN: 216-220-10-00 VALUATION: $37i>897 SCOPE OF WORK: New3,oi9sf- 2 story single family dwelling on existing vacant lot This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction IVIanagement & Inspection Division is required: Yes No X X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:ttsandstt()m@nevvpointedevelop.com ENGINEERING 760-602-2750 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 \/ Linda Ontiveros X\ 760-602-2773 Linda.Ontlveros@carlsbadca.gov Remarks: Minor corrections to civil site plan as discussed with .Michael Smith at Pasco Laret Suiter. CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction pennit: • Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following pemiit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photovoltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria'* No Threat Assessment Ctiteria My project qualifies as NO THREAT and is exempt from the requirement to prepare a stomi water pollution prevention plan (SWPPP) t)ecause it meete the "no threat" assessment criteria on the City's Project Threat Assessment Woricsheet for Detemiination of Constmction SWPPP Tier Level. My project does not meet any ofthe High, Moderate or Low Threat criteria described lieiow. Tieri - Low Ttireat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturt)ance; and/or • Indudes outdoor construction activities (such as saw cutting, equipment washing, material stocl<plllng, vehide fueling, waste stockpiling). r/er2 - Moderate Threat Assessment Criteria • My project does not meet any of the Significant Threat assessment Criteria descritied below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carisbad Grading Ordinance (Chapter 15.16 of the Carisbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stocl(piling, pavement removal, equipment storage, reftieling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 - Significant Threat Assessment Criteria • My project indudes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres induding any associated construction staging, equipment storage, stodcpiling, pavement removal, reftjeling and maintenance areas: and/or • My project is part of a phased development plan that will cumulatively result in soil disturtiance totaling one or more acres induding any assodated construction staging, equipment storage, refueling and maintenance areas: or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to neartiy receiving waters by way of storni water runoff or non-stomi water discharge(s). / certify to the best of my knowledge that the above checlted statements are true and correct. I understand and acknowledge that even though this project does not require preparatton ofa construdion SWPP, I must still adtiere to, and at all times during construction activities for the permit type(s) chedt above comply with the storm water best management practices pursuant to We 15 ofthe Carlsbad Mun/c/pa/ Code and to C/ty Standards. The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shewn that a lesser or higher Constniction SWPPP Tier Level is wananted. Proiect Address: Assessor Parcel No. >«ner/Owners Authorized Agant Name: | Tide: rOwnei's Authorized Agent Signature: Ci^5oncurrenc8 pYES QNO Date: ProjectID: / , B-24 Page 1 of 1 Rev.03/09 ' CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 www.carisbadca.gov STORM WATER COMPUANCE CERTIFICATE My project is not in a category of permit types exempt from the Constnjction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearty receiving waters by way of stonn water njnoff or non-storm water discharge(s). My project does not require a grading plan pursuant to the Carisbad Grading Ordinance (Chapter 15.16 of the Cartsbad Municipal Code) My project will not result in 2,500 square feet or more of soils disturtiance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensKive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturtjed area is located along or within 30 feet of a stonn drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PFJACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DUFJATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. 0WNER(S)/6WNER'S AGENT NAME (PR (PRINT) C5WNER(S)/0WNSB^ ATJENT NAME (SIGNATURE) DATE STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGFIEGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: Assessor's Parcel Number: "2^/^" Prqect ID: Construction Permit No.: / ^ ^ ) Estimated Construction Start Date 7 Project Duration. Months Emergency Contact: Name 24 hour Phone: 7^-3/^ 'ZS Q Perceived Threat to Stonn Water Quality ]E[ Medium Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARCJTIER 1 SWPPP Approved By: Date: E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Best Management Practice (BMP) Description Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Banier Storm Drain Inlet Protectkjn Stabilized Construction Ingress/Egress Stabilized Construction Roadway Water Conservation Practices Paving and Grinding Ooerations Potable Water/Irrigation Vehicle and Equipment Cleanina Material Delivery and Material Use Stockpile Management Spill Prevention and Solid Waste Mananemant Hazardous Waste Manannmant Concrete Waste Mananemnnt CASQA Designation Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 SE-5 •9 Mi OT SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Grading/Soil Disturbance X Trenching/Excavation 7< y Stockpiling Drilling/Boring Concrete/ZUphait Saw cutting Concrete flatwork X' Paving Conduit/Pipe Installation Sbjcco/Mortar Work Waste Disposal Staging/Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that VIAII occur during the proposed constmction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the tx>x immediately to the left of the added activity description. For each activity descrribed, pick one or more t>est management practices (BMPs) from the list located along the top of the fomi. Then place an X in the box at the place where the activity raw intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress' under Tracking Control. Follow along the "Site Access Across Dirt' row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To leam more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the Califomia Stonnwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 PLANNING DIVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division CITV OF APPROVAL 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carlsbadca.eov DATE: 4/24/14 PROJECT NAME: SFR PROJECT ID: PLAN CHECK NO: CB140663 SET#: ADDRESS: 2711 GALICIA WY APN: This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should include corrections from all divisions. • This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: ttsandstrom@newpolntedevelop.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 [ 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.fiov X Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.fiov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wonfi@ca risbadca.fiov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.fiov Remarks: Plan Check No. CB140663 Address 2711 GALICIA WY Date 4/24/14 Review # 2 Planner GINA RUIZ Phone (760) 602- 4675 APN: 216-220-10-00 Type of Project & Use: SFR Net Project Density: DU/AC Zoning: RJ. General Plan: RLM Facilities Management Zone: 6 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) REVIEW #: 12 3 Legend: ^ Item Complete • Item Incomplete - Needs your action ^ • • Environmental Review Required: YES • NO |3 TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: IEI • • Discretionary Action Required: YES • NO ^ TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: 13 D n Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO El CA Coastal Commission Authority? YES • NO • If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): • IE • Habitat Management Plan - NEED REPORT REPORT SUBMITTED STATING 0.22 AC SITE ONLY DISTURBED /$3,024 DISTURBED FEE = $665.28 Data Entry Completed? YES |3 NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Kl D Q Inclusionary Housing Fee required: $2,915.00 YESK NOD (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ^ NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Tracking Form (form P-20) completed: YES Kl NO • N/A • p-28 Page 2 of 3 07/11 Site Plan: man City Council Policy 44 - Neighborhood Architectural Design Guidelines K • • 1. Applicability: YES • NO Kl K • • 2. Project complies: YES • NOQ Zoning: K • • 1. Setbacks: Front: Required 20; Shown 20' Interior Side: Required LZ Shown 17' & 19.6' Street Side: Required n/a Shown Rear: Required 15.4' Shown 27' Top of slope: Required n/a Shown • • 2. Accessory structure setbacks: none proposed Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Kl • • 3. Lot Coverage: Required 40% max Shown 23% KIDD 4. Height (PER MP 149): Required 35' max w/ 3:12 pitch or 24' max with less than 3:12 pitch Shown 24.5' w/4:12 pitch Kl • • 5. Parking: Garage Required 20' x 20' Shown 20.8' x 20' (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown • Kl • Additional Commonts #1. PER CHAPTER 21.210.010 (D) ANY DEVELOPMENT OF^ PROPERTY MUST COMPLY WITH HABITAT MANAGEMENT GUIDELINES. PLEASE PROVIDE A BIOLOGICAL REPORT STATING IF THERE IS ANY HABITAT (COASTAL SAGE SCRUB, NON NATIVE GRASSLAND. ETC) ON THE PROPERTY. IF NONE STATED IN THE REPORT. THE FEE FOR A VACANT LOT (DISTURBED) IS $3.02/1/AG. #2. PLEASE FILL OUT AND RETURN THE ATTACHED FORM P 20. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 4/24/14 p-28 Page 3 of 3 07/11 HELIX Environmental Planning, Inc. 7578 El Cajon Boulevard Suite 200 La Mesa, CA 91942 619.462.0552 f« Environmental Planning www.hellxepi.com HELIX April 7, 2014 RECORD COPY Mr. Tyler Sandstrom New Pointe Communities 16880 Bernardo Center Drive Suite 230 San Diego, CA 92127 Subject: Biological Memorandum for 2711 Galicia Way, Carlsbad, Califomia 92009 Dear Mr. Sandstrom: This letter presents the results of a general biological survey conducted by HELIX Enviroiunental Planning Inc. (HELIX) on the approximately 0.22-acre graded parcel (Assessor's Parcel Number 216-220-10-00) located in Carlsbad, Califomia. The field survey was conducted to confirm that there are no sensitive biological resources on site. The project site is located approximately 3 miles east of Interstate 5 (Figure 1). Specifically, the site is located along the southera side of Galicia Way, north of Levante Street and south of La Costa Ave. The site is situated within Township 12 South, Range 4 West as shown on the U.S. Geological Survey 7.5-minute Encinitas and Rancho Santa Fe quadrangles map (Figure 2). Surrounding land uses include single-family residences to the north, south, east, and west (Figure 2). The site is relatively flat; elevation on site is approximately 226-229 feet above mean sea level. Two soil types are mapped on site: terrace escarpments and huerhuero loam, 5 to 9 percent slopes, eroded (U.S. Department of Agricultiu^ 2002). HELIX biologist Jasmine Bakker conducted a site visit on April 7, 2014. The parcel consisted entirely of disturbed habitat (Figure 3). Disturbed habitat is defined as an area devoid of vegetation due to soil disturbance (dirt roads and/or grading) or is dominated by exotic, armual forbs without a major grass component. A few scattered native deerweed (Acmispon glaber) were present; all other plant species were non-native. Dominant non-native plant species on site included hottentot fig (Carpobrotus edulis), stork's bill filaree (Erodium botrys), and Bermuda buttercup (Oxalis pes-caprae). No sensitive vegetation commimities or jurisdictional features were observed on site. No federally or state listed species or other sensitive plant or animal species were observed on site. Letter to Mr. Tyler Sandstrom April 7,2014 Page 2 of 2 A photo of the property is provided below. Please do not hesitate to call me or Shelby Howard at (619) 462-1515 if you have any questions. Sincerely, fasmine Bakker Senior Scientist RECORD COPV 2711 Galicia way property, looking south Enclosures: Figure 1 Regional Location Map 2 Project Vicinity Map 3 Vegetation Map HELIX Environmental Planning RECORD COPY ORANGE SANQIEGO .-^ Pacific Ocean Imperial Beach "^^m A uNrTEft.^S 5; MIXJCO Tijuana HBUX A' H Mites Regional Location Map 2711 GALICIA WAY PROPERTY Figiu"e 1 Fnvfronrasnfal Planning HECORD COPY ; EnciMtasTiind Rlncho^Santa Fe! HELIX A! 2,000 ZIIlFeet Project Vicinity Map 2711 GALICIA WAY PROPERTY Figure 2 Enw'rDnmenlal Planning RECORD COPY HELIX A 75 • Feet Vegetation Map 2711 GALICIA WAY PROPERTY Figure 3 FnWronmenlal Planning IliOVATIVE STBUCTUiAl EMSilEERIMG -with Value' 29970 Technology Drive, Suite 212 Murrieta, CA 92563 P: (951)600-0032 F: (951)600-0036 '%mmz'St^. April 15, 2014 To: Tamara Fischer EsGii Corporation (858) 560-1468 From: Thomas Colles Shawn Lothrop, PE SE Innovative Structural Engineering, Inc. (ISE) thomas@innovativestructuralena.com Project: Galicia Way Lot 328 - Galicia Way Carlsbad, California ISE ProJect# 14-2253 Sheet: 1 of 5 Re: Delta 1 - Structural Plan Check Corrections Attached is a response to the structural plan check corrections prepared by EsGil for the City of Carlsbad, CA regarding the project referenced above. All corrections to the structural plans have been clouded as delta 1 for reference. Correction Items: 1. 6. 15. 17. 19. All sheets of the structural plans have been wet signed by the engineer of record. Refer to sheet SD5. b. Refer to the attached calculations and detail 1-SD5 for the newel post and pony walls which are designed to be capable of resisting a 2001b lateral concentrated load at the top. Refer to sheet SI. The requested note has been added as item number 9 of the "Foundation Notes." Refer to the attached shear wall calculation for the rear of the 1 st floor. The additional lateral load from the deck was added to this shear wall line. Please, note that the lateral load is rotated into the building and that the deck dimensions meet the minimum criteria for a cantilevered diaphragm element. The shear wall type and holdowns remained unchanged. Refer to sheets 82 and S3. The requested note has been added as item number 7 of the "Framing Notes." I€UEL POST SPACED PER— ARCR INSTAIXED FER VTfH BOLT ca*ECTiaJ AT ism.- P09T PER l-FR, PROVIDE MR DIA. 5HAMC AT LAG 4-7xh SUIT-UP CU® tl/- a;RG!!B>4'x5'4DS 7'- SCiCTS AT 8' 0/1 EVERT FLTS 9TAi56ERED EMBED. EA..if DIA- L4fi )£>• INTO 4;< BLKG y' f=53CVDE 4x BLK'G AT EACH hOELPaST FOR SCREW E^BED^•^NT BACK NAIL F«3M RIM IS/ f B; EVENLY SPACED Ifcd f .1^ (4 e II TO DETAIL FOR ADDt AND SPECIFIC INPOfJIATICN PRE-MANUF. NEWEL POST CONNECTION ^ iimavATiVE =• STBDCTtlHAL EK61HEER1KG JOB. SHEET NO. OF 1 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951)600-0036 wvvw.lnnovativeStructuralEng.com CALCULA,TED BY: . SCALE:. 4- 7* CRIRPLE OUU AS OCCURS FER ARCH.«/Ifcd SPH. AT B* OC, PROVIDE -lx POST AT EACH STRAP LOCATION W (5>C416 STRWAT-ta-OC EACH SIDE CF ^x TO RM CR BLKVini/HJLL ISd NAILINQ PROVIDE FULL DEPTH BLKfi AT STRAP BAY TO fSOEvE 8TB4P MAILING, FACE NAIL FRCM RM TO BLOCK B/fO; fed Evm.Y SPACED NAILS ALTt FLUSH BEAM l-Joiare FER FtAN OR FULL DEPTH BUCG AT 16* Oja AT FIRST BAY lUCN JOISTS AIS PARALLEL TO RM FER lfflD4 TO DETAIL vem FOR ADDI AND EFECFtC N=C«1AT!0N FEi4RDINQ FLOOR JOISTS «RW CC»»ECT1C»)8 4K^ ^ 3Aio^ 1 "CS ((^ ^^^^Eprft^LE PONY WALL CONNECTION IHHDVATIVE P STBUCTUBAL ENBINEERINC JOB. SHEET NO. OF 1 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.lnnovativeStructuralEng.com CALCULATED BY: SCALE;. 2x STUD IIMLL FER FLAN HANDRAIL BT MANUF. AS OCCURS FER ARCH (2;>4V3l"6cmBATTOP* BTM 4xBLKGiii/('6J IfcdMILED FROM STUD EA E^D a= BUCS TAC ^^^^ C^)'^^ ^-^^I)^ HANDRAIL CONNECTION X INNOVATIVE 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 14 Date-. #: A : WOOD FRAMED SHEAR WALL - 2015 CDC I AF&PA 5DPW5-200a 14 REAR OF 15T FLOOR Total Lenqth of Shear Wall Segments = Seismic Load load = 4.09 psf X 25.5 ft X 44 ft/ 2 2294 Load = 4.09 psf X 12.5 ft X 16 ft/2 409 Load = 2.27 psf X 35 ft X 16 ft/2 690 Load = 2.27 psf X 20 ft X 10 ft/2 227 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load 3621 lbs Ibs Ibs Ibs Ibs Ibs Ibs Wind Load 0.50 Load = Load = Load = Load = 104 124 124 0 plf plf plf plf 44 16 10 O ft /2 ft /2 ft /2 ft Total Wind Load FERFORATEP WALL ADJUSTMENT FACTOR. Co = { I.QQ | 228>S 992 310 O 3590 Ibs Ibs Ibs Ibs ]lbs 10 FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPWS-200S Section 4.3.5.1 LOAP TYPE SEISMIC WIND SHEAR Vu {L&) 3,621 3,590 WIPTH (FT) 10 10 UNIT SHEAR Vu(PLF) 362 359 Aspect Ratio Check {h/w) Height, h = Width, w = Aspect Ratio = 4 2.25 ft ft (h/w) ALLOW SHEAR, (PLF) 436 365 S.W. TYPE 6 Shear Wall Overturning Pesign Worst Case Wail: Height = Width = Trib.Dead Load on Wall Roof: Wall: Floor: 0 16 ft/2 ft ft/2 Shear Load at Wall: Overturning Moment (O.T.M.) : (0.6-0.14Sos) Resisting Moment (R.M.) : Net Moment (OTM-RM): Sp5=|0.70| Uplift: Uplift from Shear Wall Above : Total Uplift at End Post: 1445 13034 1024 12010 3002 O 3002 Ibs ft-lb ft-lb ft-lb Ibs Ibs Ibs Provide: STHP14 HOLPOWN TO CONCRETE AT BASE OF ENP POST ALT: Hrr4 INNOVATIVE STRUCTURAI ENGINEERING 29970 Technology Drive, Suite 212 Murrieta, CA 92563 Phone: (951)600-0032 Fax: (951)600-0036 www.lnnovativeStructuralEna.com Structural Calculations for: GALICIA WAY LOT 328 - GALICIA WAY CARLSBAD, CALIFORNIA Owner/ISE Client: NEWPOINTE COMMUNITIES, INC. 16880 WEST BERNARDO PLAZA DRIVE, SUITE 230 SAN DIEGO, CA 92127 March 17, 2014 ISE Project INNOVATIVE STRUCTURAL ENGINEERING 29970 Technology Drive, Suite 212 Murrieta, CA 92563 Phone: (951) 600-0032 Fax: (951)600-0036 www. innovativeStructuralEng .com PROJECT INFORMATION: Project Name: Project Address: GALICIA WAY LOT 328 - GALICIA WAY CARLSBAD, CALIFORNIA Latitude/Longitude: 33.0840, -117.2499 ISE Project Manager: e-mail: Thomas Colles Thomae(0lnmvatwt;5tructuralEnij,com Applicable Building Code:|2013 California Building Code Project Description: Residential Single-Family Structure GRAVITY DESIGN LOADS: ROOF: Roofing Material: (Tile) 15/32" APA Sheathing Framing Members Drywall Miscellaneous DEAD: (D) LIVE: (Lr) 12.0 1.5 3.0 2.5 1.0 20.0 20.0 psf psf psf psf psf (Plumbing, Mechanical) psf psf RESIDENTIAL FLOOR: Finish Floor Material: 5.0 psf 23/32" APA Sheathing: 2.5 psf Framing Members: 3.0 psf Drywall: 2.5 psf Lightweight Concrete: 0.0 psf Miscellaneous: 2.0 psf DEAD: (D) 15.0 psf LIVE: (L) 40.0 psf psf (Plumbing, Mechanical) INNOVATIVE STRUCTURAL ENGINEERING 29970 Technology Drive, Suite 212 Murrieta, CA 92563 Phone: (951)600-0032 Fax: (951)600-0036 www.lnnovativeStructuralEna.com DESIGN PARAMETERS: SOIL DESIGN PARAMETERS: Geotechnical Engineer: Advanced Geotechnical Solutions Geotechnical Report Number: 1402-08-B-2 Report Date: March 17, 2014 Allowable Soil Bearing Pressure: 2,000 psf Expansion Index (El): Low Anticipated Differential Settlement: 3/8" in 20' Soil Sulfate Content: negligible Soil Corrosivity to Ferrous Metals: not provided Allowable Passive Pressure: 250 psf (Max 2000psf) SEISMIC DESIGN PARAMETERS: Soil Site Class: C Per Soils Report or Assumed D Short Period Spectral Acceleration, Ss : 1.049 USGS Long Period Spectral Acceleration, Si : 0.405 USGS Occupancy Category: li Importance Factor, le: 1.0 WIND DESIGN PARAMETERS: Wind Design Speed, 3s Gust: Building Risk Category: 110 mph (ASCE 7-05) I' Titl®Block Linel You can change this area using the "Settings" menu item and then using the "Printing & Title Blocl<" selection. Title Blocl<Line6 Project Title: Engineer: Project Descr: Project ID: Wood Beam File = W:\2253€NGINEERING\2253 engineering.ec6 k ENERCALC, INC. 1983-2014. Build:6.14.1.23, Ver:6.14.1.23 | IUC.#:KW-06008078 '-}'.^^\--~7c:ir- 'Licensee: innovative structural engineering, inc. (ise) j Description : B1 - SHEET S3 • HEADER RIGHT OF BDRM 3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis iVIethod: Allowable Stress Design Load Combination ASCE 7-10 Fb - Tension 900 psi Fb - Compr 900 psi Fc-Prll 1350 psi Fc - Perp 625 psi Fv 180 psi Ft 575 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade Douglas Fir - Larch : No.2 E: Modulus of Elasticity Ebend-xx 1600 ksi Eminbend-xx 580 ksi Density 32.21 pcf V DsO 16) L.'(0 161 /\ /\ Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0,020, Lr = 0.020 ksf, Tributary Width •• UniformLoad: D = 0.0150 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY 8.0 ft Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downvrard Total Deflection Max Upward Total Deflection 0.697 1 4x4 1,175,51 psi 1,687.50 psi +D+Lr+H 2,000ft Span # 1 0.046 in 0.000 in 0.101 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv ; Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = <360 <360 0.328 : 1 4x4 73.83 psi 225.00 psi +D+Lr+H 3.723ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span # M V Cd CpA/ Ci Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Lengtti = 4.0 tt 1 0.525 0.247 0.90 1.50 1.00 1.00 1.00 1.00 1.00 0.38 638.13 1215.00 0.33 40.08 162.00 +t)+L+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 ft 1 0.473 0.223 1.00 1.50 1.00 1.00 1.00 1.00 1.00 0.38 638.13 1350.00 0.33 40.08 180,00 +D+Lr+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 ft 1 0.697 0.328 1.25 1.50 1.00 1.00 1.00 1.00 1.00 0.70 1,175.51 1687.50 0.60 73.83 225,00 +D+S41 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 ft 1 0.411 0.194 1.15 1.50 1.00 1.00 1.00 1.00 1.00 0.38 638.13 1552.50 0.33 40.08 207,00 +D->O.750Lr+O.750L+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 ft 1 0.617 0.291 1.25 1.50 1.00 1.00 1.00 1.00 1.00 0.62 1,041.17 1687.50 0.53 65.39 225,00 +D-K3.750L+O.750S+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Titl» Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: File = W:\2253€NGINEERING\2263 engineering ,ec6 U ENERCALC, INC, 1983-2014, Buil():6,14,1,23, Ver:6,14,1,23 I l-icensee: innovative structural engineering, inc. (ise) Wood Beam Lfc. #: KW-06008078 Description : Bl - SHEET S3 - HEADER RIGHT OF BDRM 3 Load Combination Segment Length Span# Max Stress Ratios . Cd C F/V Ci. Cr C m Ct Moment Values Shear Values Load Combination Segment Length Span# ,M V . Cd C F/V Ci. Cr C m Ct CL M fb F'b . v fv Fv Length = 4,0 ft 1 0.411 0.194 1.15 1.50 1.00 1.00 1,00 1,00 1.00 0.38 638.13 1552.50 0.33 40.08 207.00 +D-tO,60W+H 1.50 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 4,0 ft 1 0.295 0.139 1.60 1.50 1.00 1.00 1,00 1,00 1.00 0.38 638.13 2160.00 0.33 40.08 288.00 +D+0,70E+H 1.50 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 4,0 ft 1 0.295 0.139 1.60 1.50 1.00 1.00 1,00 1.00 1.00 0.38 638.13 2160.00 0.33 40.08 288.00 +D-K),750Lr+0.750L+0.450W+H 1.50 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.482 0.227 1.60 1.50 1.00 1.00 1,00 1.00 1.00 0.62 1,041.17 2160.00 0.53 65.39 288.00 +D+O.750L-K).750S+O.450W+H 1.50 1.00 1,00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.295 0.139 1.60 1.50 1.00 1,00 1.00 1.00 1,00 0.38 638.13 2160.00 0.33 40.08 288.00 +D-tO.750L-K).750S-^.5250E+fl 1.50 1.00 1,00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.295 0.139 1.60 1.50 1.00 1,00 1,00 1.00 1,00 0.38 638.13 2160.00 0.33 40.08 288.00 +O.60D-K).60W+O.60H 1.50 1.00 1,00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.177 0.083 1.60 1.50 1.00 1,00 1,00 1.00 1,00 0.23 382.88 2160.00 0.20 24.05 288.00 •tO.60D-tO.70E+O.60H 1.50 1.00 1,00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.177 0.083 1.50 1.50 1.00 1,00 1,00 1.00 1,00 0.23 382.88 2160.00 0.20 24.05 288.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr Vertical Reactions • 1 0.1013 Unfactored 2.015 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly D+Lr 0.700 0.380 0.320 0.700 0.700 0.380 0.320 0.700 Titl® Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam File = W:\2253CNGINEERING\2253 engineeringecO b ENERCALC, INC. 1983-2014, Bulld:6.14,1,23, Ver6.14,1,23 j 1 Lie. #: KW-06008078 .ZZ y.^i^^••:.:.• .Licensee innovative structural engineering, inc. (ise) 1 Description : B2 - SHEET S3 - HEADER RIGHT OF BDRM 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir • No,2 Larch Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £: Modulus of Elasticity Ebend-xx Eminbend • Density XX 1,600.0ksi 580.0ksi 32.210pcf X Applied Loads Service loads entered. Load Factors will be applied for calculations. UniformLoad: D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.0 ft Uniform Load: D = 0.0150 ksf. Tributary Width = 2.0 ft DESIGNSmMAEY Maximum Bending Stress Ratio = 0.543 1 Section used for this span 4xS fb: Actual = 802.46 psi FB: Allowable = 1,462.50psi Load Combination +D+Lr+H Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.021 in Ratio = Max Upward L+Lr+S Deflection 0.000 in F?atio = Max Downward Total Deflection 0.044 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs <360 <360 0.316 : 1 4x6 71.14psi 225.00 psi +D+Lr+H 3.547 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span# Max Stress Ratios Cd C F/V Ci Cr C m Ct Moment Values Shear Values Load Combination Segment Lengtti Span# M V Cd C F/V Ci Cr C m Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.400 0.231 0.90 1.30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1053.00 0.48 37.38 162.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.360 0208 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1170.00 0.48 37.38 180.00 +D+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.549 0.316 1.25 1.30 1.00 1.00 1.00 1.00 1.00 1.18 802.46 1462,50 0.91 71.14 225.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.313 0.181 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1345.50 0.48 37.38 207.00 +D-tO.750Lr-K).750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.484 0.279 1.25 1.30 1.00 1.00 1 00 1.00 1.00 1.04 707.25 1462.50 0.80 62.70 225.00 +O-K).750L+O.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Titlft Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: P-'filfd 16 MAR SOM &.3/AM File = W:\2253€NGINEERING\2253 engineering.ec6 U Wood Beam Lie. #: KW-06008078 Description : B2 - SHEET S3 - HEADER RIGHT OF BDRM 2 ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 Licensee: innovative structural engineering, inc. (ise) Load Combination Segrnent Length Span # Max Stress Ratios Cd Cp/V Ci Cr Cm Ct Moment Values Shear Values Load Combination Segrnent Length Span # M V Cd Cp/V Ci Cr Cm Ct CL M fb F'b V fv F'v Length = 4.0 ft 1 0.313 0.181 1.15 1,30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1345.50 0.48 37.38 207.00 +D+0.60W+F1 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.225 0.130 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1872.00 0.48 37.38 288.00 +D-K).70E+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.225 0.130 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1872.00 0.48 37.38 288.00 +O-K).750Lr-K).750L+{).450W+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.378 0.218 1.60 1,30 1.00 1.00 1.00 1.00 1.00 1.04 707.25 1872.00 0.80 62.70 288.00 +D+O.750L+O.750S-^.450W+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.225 0.130 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1872.00 0.48 37.38 288.00 +D-K).750L-K).750S+0.5250E+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.225 0.130 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.62 421.63 1872.00 0.48 37.38 288.00 •K).60D+O.60W-K).60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.135 0.078 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.37 252.98 1872.00 0.29 22.43 288.00 +O.60D-K).70E+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.135 0.078 1,60 1.30 1.00 1.00 1.00 1.00 1.00 0.37 252.98 1872.00 0.29 22.43 288.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+' Defl Location in Span D+Lr Vertical Reactions • Unfactored Load Combination 0.0440 2.015 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Support 1 Support 2 Overall MAXimum DOnly Lr Only D+Lr 1.180 0.620 0.560 1.180 1.180 0.620 0.560 1.180 Titl9 Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: inted 18 MAR J014 Wood Beam Lie. #: KW-06008078 Description : B3 - SHEET S3 - HEADER REAR OF M, BDRM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties File = W;\2253\ENGINEERING\2253 engineering,ec6 b ENERCALC, INC, 1983-2014, Build:6,14,1,23, Ver:6,14,1,23 I Licensee: innovative structural engineering, inc. (ise) Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir - Larch No,2 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 900,0 psi gOOOpsi 1,350,0 psi 625,0 psi 180,0 psi 575,0 psi £; Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.21 Opcf DfO.I) LrlO U * V -1 7^ X' Span = 8.0 ft Applied Loads Uniform Load : 0 = 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft UniformLoad: D = 0.0150 ksf. Tributary Width = 2.0 ft Pes/GN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.492 1 4x8 720.12psi 1,462.50 psi +D+Lr+H 4.000ft Span # 1 0.052 in 0.000 in 0.120 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv ; Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 184- <360 800 0.206 : 1 4x8 46.44 psi 225.00 psi +D+Lr+H 7.416ft Span # 1 <360 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span* Max Stress Ratios Cd C F/V C| Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span* M V Cd C F/V C| Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.387 0.162 0.90 1.30 1.00 1.00 1.00 1.00 1.00 1.04 40703 1053.00 0.44 26.25 162.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.348 0.146 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.04 407.03 1170.00 0.44 26.25 180.00 +D+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.492 0.206 1.25 1.30 1.00 1.00 1.00 1.00 1.00 1.84 720.12 1462.50 0.79 46.44 225.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.303 0.127 1.15 1.30 1.00 1.00 1.00 1.00 1.00 1.04 407.03 1345.50 0.44 26.25 207.00 +D-tO.750Lr+0.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.439 0.184 1.25 1.30 1.00 1.00 1.00 1.00 1.00 1.64 641.85 1462.50 0.70 41.40 225.00 +D-t0.750L-tO.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Titl*Block Linel You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Wood Beam File = W:\2253\ENGINEERING\2253 engineering.ec6 | ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 | 1 Lie #: KW-06008078 ,.„:.'. •,,=,;•.„:;::-:,-Licensee innovative structural engineering, inc. (ise) Description: B3 - SHEET S3 - HEADER REAR OF M. BDRM Load Combination Segment Length Span# Max Stress Ratios Cd C FA/ Ci Cr C m Ct Moment Values Shear Values Load Combination Segment Length Span# M ,, , V Cd C FA/ Ci Cr C m Ct CL M fb F'b V . fv F'v Length = 8.0 ft 1 0.303 0,127 1.15 1.30 1.00 1.00 1.00 1.00 1.00 1.04 407.03 1345.50 0.44 26,25 207.00 +D+0.60W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 8.0 ft 1 0,217 0,091 1.50 1.30 1.00 1.00 1.00 1.00 1.00 1.04 40703 1872.00 0.44 26,25 288.00 +D-K).70E-tFl 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,217 0.091 1.60 1.30 1.00 1.00 1.00 1.00 1.00 1.04 407.03 1872.00 0.44 26.25 288.00 +D-K).750Lr-tO.750L-^.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,343 0.144 1.60 1.30 1.00 1.00 1.00 1.00 1.00 1.64 641.85 1872.00 0.70 41.40 288.00 +O-t0.750L-tO.750S-K).450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,217 0.091 1.60 1.30 1.00 1.00 1.00 1.00 1.00 1.04 407.03 1872.00 0.44 26.25 288.00 +D+0.750L-K).750S+0.5250E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,217 0.091 1.60 1.30 1.00 1.00 1.00 1.00 1.00 1.04 407.03 1872.00 0,44 26.25 288.00 40.60D+0.60W+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 8.0 ft 1 0,130 0.055 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.62 244.22 1872.00 0,27 15.75 288.00 +O.60D-K).70E4{).60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 8.0 ft 1 0,130 0.055 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.62 244.22 1872.00 0,27 15.75 288.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max. •+" Defl Location in Span D+Lr Vertical Reactions - 1 0.1199 Unfactored 4.029 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly D+Lr 0.920 0.520 0.400 0.920 0.920 0.520 0.400 0.920 Titla Block Linel You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam File = W:\2253\ENGINEERING\2253 engineering.ec6 b ENERCALC, INC. 1983-2014, Buil(l.6.14.1.23, Ver:6.14.1.23 | 1 Lie. #: KW-06008078 Licensee innovative structural engineering, inc. (ise) Description ; B4 - SHEET S2 - HEADER REAR OF NOOK CODEREFEREWCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir - : No.2 Larch Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £; Modulus of Elasticity Ebend-xx Eminbend - xx 1,600.0ksi 580.0 ksi Density 32.21 Opcf •7^ Applied Loads Service loads entered. Load Factors will be applied for calculations. = 5.0 ft Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width UniformLoad: D = 0.0150 ksf, Tributary Width = 10.0 ft UniformLoad: D = 0.0150, L = 0.040 ksf. Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0,75Q 1 Section used for this span 4x10 fb: Actual = 810.03psi FB: Allowable = 1,080.00psi Load Combination +D+L+H Location of maximum on span = 3.125ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,039 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.074 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv; Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = <360 <360 T.IjJ 0.421 : 1 4x10 75.84 psi 180.00 psi +D+L+H 5.497 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd C FA/ Ci Cr C m Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.447 0.251 0.90 1.20 1.00 1.00 1.00 1.00 1.00 1.81 434.36 972.00 0.88 40.67 162.00 +D+L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.750 0.421 1.00 1.20 1.00 1.00 1.00 1.00 1.00 3.37 810.03 1080.00 1.64 75.84 180.00 +D+Lr+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.409 0.230 1.25 1.20 1.00 1.00 1.00 1.00 1.00 2.29 551.76 1350.00 1.11 51.66 225.00 +D+S-+I 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.350 0.196 1.15 1.20 1.00 1.00 1.00 1.00 1.00 1.81 434.36 1242.00 0.88 40.67 207.00 +D-tO.750Lr+O.750L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.596 0.335 1.25 1.20 1.00 1.00 1.00 1.00 1.00 3.34 804.16 1350.00 1.63 75.29 225.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Projeci Title: Engineer: Project Descr: Project ID: i8!«!AR20« ^i2k Wood Beam Lie #: !W-06D08078 File = W:\2253€NGINEERING\2253 engineering.ecO b ENERCALC, INC. 1983-2014, Build;6.14.1.23, Ver6.14.1.23 I Licensee: innovative structural engineering, inc. (ise) Description : 84 - SHEET S2 - HEADER REAR OF NOOK Load Combination Max Stress Ratios Moment Values Shear Values . Segment Length Span# M V Cd C FA/ Ci Cr C m Ct CL ,M fl) F'b V fv F'v +D-K).750L+{).750S+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.577 0.324 1.15 1.20 1.00 1.00 1.00 1.00 1.00 2.98 716.11 1242.00 1.45 67.05 207.00 +D+0.60W+H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.251 0.141 1.60 1.20 1,00 1.00 1.00 1.00 1.00 1.81 434.36 1728.00 0.88 40.67 288.00 +D+0.70E+H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.251 0.141 1.60 1.20 1,00 1.00 1.00 1.00 1.00 1.81 434.36 1728.00 0.88 40.67 288.00 +D-tO.750Lr-tO.750LtO.450W+H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LengUi = 6.250 ft 1 0.465 0.261 1.60 1.20 1,00 1.00 1.00 1.00 1.00 3.34 804.16 1728.00 1.63 75.29 288.00 +O-t0.750L+0.750S-t0.450W+H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.414 0.233 1.60 1.20 1,00 1.00 1.00 1.00 1.00 2.98 715.11 1728.00 1.45 67.05 288.00 +D-tO.750L+O.750S-tO.5250E+H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.414 0.233 1.60 1.20 1,00 1.00 1.00 1.00 1.00 2.98 716.11 1728.00 1.45 6705 288.00 +O.60D+O.60W+O.60H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0,151 0.085 1.60 1.20 1,00 1.00 1.00 1.00 1.00 1.08 260.62 1728.00 0.53 24.40 288.00 •tO.60D+0.70E+O.60H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.151 0.085 1.60 1.20 1,00 1.00 1.00 1.00 1.00 1.08 260.62 1728.00 0.53 24.40 288.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr Vertical Reactions • Unfactored 1 0.0739 3.148 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 2.469 1.156 1.000 0.313 1.313 1.469 2.156 2.469 2.469 1.156 1.000 0.313 1.313 1.469 2.156 2.469 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam File = W:\2253\ENGINEERING\2253 engineering.ecO b ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 | 1 Lie. #: KW-06008078 • • Licensee: innovative structural engineering, inc. (ise) Description : 85 - SHEET S2 - HEADER REAR OF FAMILY CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Fb-Tension 2,325.0 psi Fb-Compr 2,325.0 psi Fc-Prll 2,050.0 psi Fc-Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Beam is Fully Braced against lateral-torsion buckling ILevel Truss Joist : TimberStrand LSL 1.55E £: Modulus of Elasticity Ebend-xx 1,550.0ksi Eminbend-xx 787.82 ksi Density 32.210pcf * i DiO 15) i i r t DlO 1ilr{0 1) i i T i • i i 1 3.5x9.25 Applied Loads Uniform Load Uniform Load Uniform Load Point Load: D Service loads entered. Load Factors smW be applied for calculations. D = 0.020, Lr = 0.020 ksf. Tributary Width = 5.0 ft D = 0.0150 ksf. Tributary Width = 10.0 ft D = 0.0150, L = 0.040 ksf. Tributary Width = 8.0 ft ^2.50, Lr = 2,50 k@ 2.50 ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.633 1 Section used for this span 3.5x9.25 fla: Actual = 1,855 79psi FB: Allowable = 2,906.25psi Load Combination +D+Lr+H Location of maximum on span = 2.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.048 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.094 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1244 <360 <360 O.404 : 1 3.5x9.25 156.37 psi 387.50 psi +D+O.750Lr+{).750L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.492 0.314 0.90 1.00 1.00 1.00 1.00 1.00 1.00 4.28 1,029.32 2092.50 1.89 87.63 279.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.546 0.366 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.28 1,269.75 2325.00 2.45 113.34 310.00 +D+Lr+FI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.639 0.396 1.25 1.00 1.00 1.00 1.00 1.00 1.00 7.72 1,855.79 2906.25 3.31 153.58 387.50 +D+S+F1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.385 0.246 1.15 1.00 1.00 1.00 1.00 1.00 1.00 4.28 1,029.32 2673.75 1.89 87.63 356.50 +D+0.750Lr+{).750L++H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: p!.:-i!es 16 MAS Wood Beam Lie. #: KW-06008078 Description: B5 - SHEET S2 - HEADER REAR OF FAMILY File = W;\2253\ENGINEERING\2253 engineering.ecS U ENERCALC, INC. 1983-2014, Build;6.14.1.23, Ver:6.14.1.23 I Licensee: innovative structural engineering, inc. (ise) Load Combination Segment Length Span* Max Stress Ratios Cd C FA/ Ci Cr C m Ct- Moment Values Shear Values Load Combination Segment Length Span* M V Cd C FA/ Ci Cr C m Ct-CL M ft) F'b V fv F'v Length = 5.0 ft 1 0.630 0.404 1.25 1.00 1.00 1.00 1.00 1.00 1.00 7.61 1,829.49 2906.25 3.38 156.37 387.50 +D-tO.750L+O.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.452 0.300 1.15 1.00 1.00 1.00 1.00 1.00 1.00 5.03 1,209.64 2673.75 2.31 106.91 356.50 +D-K).60W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.277 0.177 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.28 1,029.32 3720.00 1.89 87.63 496.00 +D+O.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.277 0.177 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.28 1,029.32 3720.00 1.89 87.63 496.00 +D-tO.750Lr+O.750L+O.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.492 0.315 1.60 1.00 1.00 1.00 1.00 1.00 1.00 7.61 1,829.49 3720.00 3.38 156.37 496.00 +D+0.750L+0.750S+0.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.325 0.216 1.60 1.00 1.00 1.00 1.00 1.00 1.00 5.03 1,209.64 3720.00 2.31 106.91 496.00 +D-K).750L+O.750S+O.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.325 0.216 1.60 1.00 1.00 1.00 1.00 1.00 1.00 5.03 1,209.64 3720.00 2.31 106.91 496.00 +O.60D-tO.60W+0.60H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.166 0.106 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.57 617.59 3720.00 1.13 52.58 496.00 +O.60D+O.70E+O.60H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.166 0.106 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.57 617.59 3720.00 1.13 52.58 496 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Lwation in Span Load Combination Max."+" Defl Location in Span D+L+Lr Vertical Reactions • Load Combination 1 Unfactored Support 1 0.0945 Support 2 2.518 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 4.475 2.175 0.800 1.500 2.300 3.675 2.975 4.475 4.475 2.175 0,800 1,500 2,300 3,675 2,975 4,475 TitIs Block Line 1 You can change this area using the "Settings" menu item Project Title: Engineer: Project Descr: Project ID: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed 18 MAR 2utt. S-.j/AM Wood Beam File = W:\2253€NGINEERING\2253 engineering,ec6 b ENERCALC, INC, 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 | 1 Lie. # : KW-06008078 Licensee ; innovative structural engineering, inc. (ise) ^^^^^H Description: 86 - SHEET S2 - HEADER REAR OF FAMILY CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Fb - Tension 900 psi Fb - Compr 900 psi Fc-Prll 1350 psi Fc - Perp 625 psi Fv 180 psi Ft 575 psi Beam is Fully Braced against lateral-torsion buckling Douglas Fir - Larch No.2 £: Modulus of Elasticity Ebend-xx 1600 ksi Eminbend-xx 580 ksi Density 32.21 pcf j OSi Lr(0 08) Span = 5.0 ft Applied Loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 4.0 ft Uniform Load : D = 0.0150 ksf. Tributary Width = 10.0 ft UniformLoad: D = 0.0150, L = 0.040ksf, TnbutaryWidth = 8.0ft Point Load: D = 1.0, Lr = 1.0 k @ 0.250 ft DES/GW SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0,494: 1 4x10 533.89 psi 1,080.00 psi +D+L+H 2.427ft Span # 1 0.017 in 0.000 in 0.032 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 3496 <360 <360 0.312 : 1 4x10 56.13 psi 180.00 psi +D+L+H 4.234 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd C FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd C FA/ Ci Cr Cm Ct CL M flj Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.302 0.188 0.90 1.20 1.00 1.00 1.00 1.00 1.00 1.22 293.88 972.00 0.66 30.43 162.00 +D+L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.494 0.312 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.22 533.89 1080.00 1.21 56.13 180.00 +0+Lr+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.286 0.174 1.25 1.20 1.00 1.00 1.00 1.00 1.00 1.61 385.97 1350.00 0.85 39.17 225.00 +D+StH 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.237 0.147 1.15 1.20 1.00 1.00 1.00 1.00 1.00 1.22 293.88 1242.00 0.66 30.43 207.00 +D+O.750Lr+O.750L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Titla Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam KW-06008078 Description : B6 - SHEET S2 - HEADER REAR OF FAMILY File = W:\2253\ENGINEERING\2253 engineertng.ec6 k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 | Licensee: innovative structurai engineering, inc. (ise) Load Combination Segment Length Span# Max Stress Ratios Cd C FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# ,M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V ^ •F'v Length = 5.0 ft 1 0.402 0.260 1,25 1.20 1.00 1.00 1.00 1.00 1.00 2,26 542,37 1350.00 1.21 56.26 225.00 +D-^).750L+{).750S+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengftt = 5.0 ft 1 0.382 0.240 1,15 1.20 1.00 1.00 1.00 1.00 1.00 1,97 473,84 1242.00 1.07 49.71 207.00 +D-tO.60W+FI 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.170 0.106 1,60 1.20 1.00 1.00 1.00 1.00 1.00 1,22 293,88 1728.00 0.66 30.43 288.00 +D+0.70E+FI 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.170 0.106 1,60 1.20 1.00 1.00 1.00 1.00 1.00 1,22 293,88 1728.00 0.66 30.43 288.00 +D+O.750Lr+O.750L-tO.450W+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.314 0.195 1,60 1.20 1.00 1.00 1.00 1.00 1.00 2,26 542,37 1728.00 1.21 56.26 288.00 +D+O.750L+O.750S-tO.450W+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.274 0.173 1,60 1.20 1.00 1.00 1.00 1.00 1.00 1,97 473,84 1728.00 1.07 49.71 288.00 +D-K).750L+{)750S+0.5250E+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.274 0.173 1,60 1.20 1.00 1.00 1.00 1.00 1,00 1,97 473.84 1728.00 1.07 49.71 288.00 -^.60D+O.60W+0.60H 1.20 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.102 0.063 1,60 1.20 1.00 1.00 1.00 1.00 1,00 0,73 176.33 1728.00 0.39 18.26 288.00 +O.60D-K).70E+{).60H 1.20 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.102 0,063 1,60 1.20 1.00 1.00 1.00 1.00 1,00 0,73 176.33 1728.00 0.39 18.26 288.00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max. "-Defl Location in Span Load Combinatton Max."+" Defl Location in Span D+L+Lr Vertical Reactions • Load Combination 1 Unfactored Support 1 0.0324 Support 2 2.464 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly Lr Only L-M-r D+Lr D+L D+L+Lr 3.775 1.825 0.800 1.150 1.950 2.975 2.625 3.775 1.975 0.925 0.800 0.250 1.050 1.175 1.725 1.975 Title eiock Linel You can change this area using the "Settings" menu item Project Title: Engineer: Project Descr: ProjectID: and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam File = W:\2253\ENGINEERING\2253 engineenng,ec6 ENERCALC, INC, 1983-2014, Build:6,14,1,23,Ver;6,14,1,23 1 Lie. #: KW-06008078 »¥••••••:'••••*••••••••••,•• .i-:..i.:.vZ. Licensee innovative structural ehgineering, inc. (ise) Description : B7 - SHEET S2 • HEADER RIGHT OF BDRM 4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Fb-Tension 900.0 psi Fb - Compr 900.0 psi Fc-Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Beam is Fully Braced against lateral-torsion buckling Douglas Fir - Larch No.2 £; Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend-xx 580.0ksi Density 32.210pcf • D!<1 15) i * i U(i:S>^rli DiO 281 Lr(0,2S:. T T V T t t T 1 •)Z Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.0 ft UniformLoad: D = 0.0150 ksf, Tributary Width = 10.0 ft UniformLoad: D = 0.0150, L = 0.040 ksf. Tributary Width = 1.0 ft Point Load: D = 1.30, Lr = 1.30 k @ 1.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.542 1 Section used for this span 4x10 ft): Actual = 731.22psi FB: Allowable = 1,350.00psi Load Combination +D+Lr+H Location of maximum on span = 1.109ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.011 in Ratio • Max Upward L+Lr+S Deflection 0.000 in Ratio • Max Downward Total Deflection 0.023 in Ratio •• Max Upward Total Deflection 0.000 in Ratio •• Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4493 <360 20oa 0.587 : 1 4x10 132.03 psi 225.00 psi +D+Lr+H 0.000 ft Span # 1 <360 Maximum Forces & Stresses for Load Combinations Load Combinafion Max Stress Ratios Moment Values Shear Values Segment Lengtti Span* M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+tH 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.410 0,437 0,90 1,20 1.00 1.00 1.00 1.00 1,00 1.66 398.79 972.00 1.53 70.76 162.00 +D+L+H 1,20 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Lengtti = 4.0 ft 1 0.385 0,406 1,00 1,20 1.00 1.00 1.00 1.00 1.00 1.73 415.67 1080.00 1.58 73.06 180,00 +D+Lr+H 1,20 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Lengtti = 4.0 ft 1 0,542 0,587 1,25 1,20 1.00 1.00 1.00 1,00 1.00 3.04 731.22 1350.00 2.85 132.03 225.00 +0+S+H 1.20 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Lengtti = 4.0 ft 1 0,321 0,342 1,15 1.20 1.00 1.00 1.00 1,00 1.00 1.66 398.79 1242.00 1.53 70.76 207,00 +D4O.750Lr-tO.750L+H 1.20 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Title Block Linel You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam Lie. #: KW-06008078 Description: 87 - SHEET S2 - HEADER RIGHT OF BDRM 4 File = W:\2253\ENGINEERING\2253 engine€ring,ec6 Lj ENERCALC, INC, 1983-2014, Build:6,14,1,23, Ver:6,14,1,23 I Licensee: innovative structairat engineering, inc. (ise) Load Combinafion Max Stress Rafios Moment Values Shear Values Segment Lengtti Span # V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v Lengtti = 4.0 ft 1 0.489 0,526 1,25 1,20 1,00 1,00 1,00 1,00 1,00 2,74 659,64 1350,00 2.56 118.44 225.00 +D+0.750L+0.750S+H 1,20 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,331 0,350 1,15 1,20 1,00 1,00 1,00 1,00 1,00 171 411,41 1242,00 1.56 72.48 207.00 +D-K).60W+H 1,20 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,231 0,246 1,60 1,20 1,00 1,00 1,00 1,00 1,00 1,66 398,79 1728,00 1.53 70.76 288.00 +D-tO.70E+H 1,20 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,231 0,246 1,60 1,20 1,00 1,00 1,00 1,00 1,00 1,66 398,79 1728.00 1.53 70.76 288.00 +D-K).750Lr+0.750L-t{).450W+H 1,20 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,382 0,411 1,60 1,20 1,00 1,00 1,00 1,00 1,00 2,74 659,64 1728.00 2.56 118.44 288.00 +D-K).750L+O.750S+O.450W+H 1,20 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,238 0,252 1,60 1,20 1,00 1,00 1,00 1,00 1,00 171 411,41 1728.00 1.56 72.48 288.00 +D-tO.750L+O.750S+O.5250E+Fl 1,20 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,238 0,252 1,60 1,20 1,00 1,00 1,00 1,00 1,00 171 411,41 1728.00 1.56 72.48 288.00 +{).60D+O.60W-K).60H 1,20 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,138 0,147 1,60 1,20 1,00 1,00 1,00 1,00 1,00 1,00 239,27 1728.00 0.92 42.45 288.00 +0.60D+0.70E+O.60H 1,20 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,138 0,147 1,60 1,20 1,00 1,00 1,00 1,00 1,00 1,00 239,27 1728.00 0.92 42.45 288.00 Overall Maximum Deflections - Unfactored Loads Load Combinafion Span Max."-" Defl Locatton in Span Load Combinafion Max."+" Defl Locafion in Span D+L+Lr 1 0.0233 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 1.8 Support notafion: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 3.480 1.865 0.080 1.535 1.615 3.400 1.945 3.480 2.180 1.215 0.080 0.885 0.965 2.100 1.295 2.180 Title eiock Linel You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Piinteil 16 ^4AR 201-1 ?:"!/AM Wood Beam File = W:\2253\ENGINEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 | |Ue.«:KW.06008078 , Ucensee innovative structural engineering, inc I'tiax ^^^^^^m Description : 88 - SHEET S2 - HEADER RIGHT OF BDRM 4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir No.2 Larch Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £; Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf — r..0/&;L.r;0 2fi; Applied Loads Uniform Load Uniform Load Uniform Load D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.0 ft D = 0.0150 ksf. Tributary Width = 10.0 ft D = 0.0150, L = 0.040 ksf. Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0 674: 1 Section used for this span 4x6 fb: Actual = 986.07 psi FB: Allowable = 1,462.50psi Load Combination +D+Lr+H Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflecfion 0.024 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.057 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 2010 <360 840 0,389 . 1 4x6 87.42 psi 225.00 psi +D+Lr+H 3.547 ft Span # 1 <360 Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Max Stress Rafios Cd C FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Lengtti Span# M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+F1 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.575 0.331 0.90 1.30 1.00 1.00 1.00 1.00 1.00 0,89 605,24 1053.00 0.69 53.66 162.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.564 0.325 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0,97 659,65 1170.00 0.75 58.48 180.00 +D-tLr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.674 0.389 1.25 1.30 1.00 1.00 1.00 1.00 1.00 1,45 986.07 1462.50 1.12 87.42 225.00 +0+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.450 0.259 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0,89 605.24 1345.50 0.69 53.66 207.00 +O-K).750Lr-^.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.637 0.367 1.25 1.30 1.00 1.00 1.00 1.00 1.00 1,37 931.66 1462.50 1.06 82.60 225.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: mtsc iS MAS 201^ Wood Beam Lie. #: KW-06008078 Description: • SHEET S2 - HEADER RIGHT OF 8DRM 4 File = W:\2253\ENGINEERING\2253 engineering.ecS U ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 I Licensee: innovative structural engineering, inc. (ise) Load Combinatton Segment Lengtti Span# Max Stress Ratios Cd C FA/ Ci Cr C m Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd C FA/ Ci Cr C m Ct CL ,.M • * F'b V Iv F'v +O-t0.750L+0.750S+H 1.30 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.480 0.277 1.15 1.30 1,00 1,00 1,00 1,00 1.00 0.95 646.04 1345.50 0.74 5728 207.00 +D+0.60W+H 1.30 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.323 0.186 1.60 1.30 1,00 1,00 1,00 1,00 1,00 0.89 605.24 1872.00 0.69 53.66 288.00 +D-tO.70E+H 1.30 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.323 0.186 1.60 1.30 1,00 1,00 1,00 1,00 1,00 0.89 605.24 1872.00 0.69 53.66 288.00 +D-K).750Lr+0.750L+0.450W+H 1.30 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.498 0.287 1.60 1.30 1,00 1,00 1,00 1,00 1,00 1.37 931.66 1872.00 1.06 82.60 288.00 +D-tO.750L+{).750S+O.450W+H 1,30 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.345 0.199 1.60 1,30 1,00 1,00 1,00 1,00 1,00 0.95 646.04 1872,00 0.74 57.28 288.00 +O-K).750L+0750S+0.5250E+H 1,30 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.345 0.199 1.60 1,30 1,00 1,00 1,00 1,00 1,00 0.95 646.04 1872,00 0.74 57.28 288.00 +O.60D+O.60W+O.60H 1,30 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.194 0.112 1.60 1,30 1,00 1,00 1,00 1,00 1.00 0.53 363.15 1872.00 0.41 32.19 288.00 •K).60D+O.70E+O.60H 1,30 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.194 0.112 1.60 1,30 1,00 1,00 1,00 1,00 1.00 0.53 363.15 1872.00 0.41 32.19 288.00 Overall Maximum Deflections - Unfactored Loads Load Combinafion Span Max."-" Defl Locafion in Span Load Combination Max."+" Defl Location in Span D+L+Lr Vertical Reactions • 1 Unfactored 0.0571 2.015 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 1.530 0.890 0.080 0.560 0.640 1.450 0.970 1.530 1.530 0.890 0.080 0.560 0.640 1.450 0.970 1.530 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Pnrite,i i8MAR?0i<! i .i'/kV Wood Beam File = W:\2253\ENGINEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Buail:6.14.1.23, Ver:6.14.1,23 | lUe.#: KW-06008078 Licensee: innovative structural engineering, inc. (ise) J Description : 89 - SHEET S2 - HEADER FRONT OF FAMILY ROOM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 ^ Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Beam Bracing Fb-Tension 900.0 psi Fb - Compr 900.0 psi Fc-Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 1800 psi Ft 575.0 psi Beam is Fully Braced against lateral-torsion buckling £; Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 32.210pcf D(0 15) i T i DiO.DS) Liiu.OSi i T i T \ Span = 5.0 ft Applied Loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width UniformLoad: D = 0.0150 ksf. Tributary Width = 10.0 ft UniformLoad: D = 0.0150, L = 0.040 ksf. Tributary Width Point Load: 0=1.0, Lr= 1.0 k @ 1.250 ft DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span fb ; Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 4.0 ft = 8.0 ft o.6ia 1 4x10 664.87 psi 1,080.00 psi +D+L+H 2.135 ft Span # 1 0.024 in 0.000 in 0.046 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = <360 <360 mm 0,502 : 1 4x10 113.02 psi 225.00 psi +O+O.750Lr+O.750L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Sta^ess Ratios Moment Values Shear Values Segment Lengtti Span* M V Cd C F/V Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+H 0,00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.447 0.388 0.90 1.20 1.00 1.00 1.00 1.00 1.00 1.81 434.70 972,00 1.36 62.86 162.00 +D+L+H 1.20 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.616 0.492 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.77 664,87 1080.00 1.91 88.56 180.00 +D+Lr+H 120 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.514 0.462 1.25 1.20 1.00 1.00 1.00 1.00 1.00 2.88 693,49 1350.00 2.25 104.04 225.00 +0+S+FI 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.350 0.304 1.15 1.20 1.00 1.00 1.00 1.00 1.00 1.81 434,70 1242.00 1.36 62.86 207.00 +D+O.750Lr+O.750L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Prated if! MAR 2C- Wood Beam Lie. #: KW-06008078 Description : 89 - SHEET 82 - HEADER FRONT OF FAMILY ROOM File = W:\2253€NGINEERING\2253 engineering.ec6 ENERCALC, INC. 1983-2014, Build;6.14.1.23, Ver:6.14.1.23 Licensee: innovative structural engineenng, inc. (ise) i Load Combination Segment Lengtti Span# Max Sti'ess Ratios Cd C FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Lengtti Span# V Cd C FA/ Ci Cr Cm Ct CL M , ft) F'b V fv F'v Lengtti = 5.0 ft 1 0.583 0,502 1,25 1,20 1,00 1.00 1.00 1.00 1.00 3.27 786,73 1350,00 2.44 113.02 225.00 +D-K).750L+0.750S+H 1,20 1,00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.488 0,397 1,15 1,20 1,00 1.00 1.00 1.00 1.00 2.52 606,28 1242,00 1.77 82.14 207.00 +O+0.60W+H 1,20 1,00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Lengtti = 5,0 ft 1 0.252 0,218 1,60 1,20 1,00 1.00 1.00 1.00 1.00 1.81 434,70 1728,00 1.36 62.86 288.00 +D-^.70E+H 1,20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.252 0,218 1,60 1,20 1,00 1.00 1.00 1.00 1.00 1.81 434,70 1728.00 1.36 62.86 288.00 +D-K).750Lr+0.750L-tfl.450W+H 1,20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.455 0,392 1,50 1,20 1,00 1.00 1.00 1.00 1.00 3.27 786,73 1728.00 2.44 113.02 288,00 +D+O.750L+O.750S4O.450W+H 1,20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 5.0 ft 1 0.351 0,285 1,60 1,20 1.00 1.00 1.00 1.00 1.00 2.52 606,28 1728.00 1.77 82.14 288,00 +DtO.750L+O.750S+O.5250E+H 1,20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 5.0 ft 1 0.351 0,285 1,60 1,20 1.00 1.00 1.00 1.00 1.00 2.52 606,28 1728.00 1.77 82.14 288,00 •tO.60D-K).60W+O.60H 1,20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 5.0 ft 1 0.151 0,131 1,60 1,20 1.00 1.00 1.00 1.00 1.00 1.08 260,82 1728.00 0.81 37.72 288,00 +O.60D+O.70E+O.60H 1,20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 5.0 ft 1 0,151 0,131 1,60 1,20 1.00 1.00 1.00 1.00 1.00 1,08 260,82 1728.00 0.81 37.72 288,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.0457 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 2.409 Support notafion : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 3.375 1.625 0.800 0.950 1.750 2.575 2.425 3.375 2.375 1.125 0.800 0.450 1.250 1.575 1.925 2.375 Title Slock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 P'inted )t!.tts?i:ii, t3/A^; Wood Beam File = W:\2253\ENGINEERING\2253 engineering ,ec6 k ENERCALC, INC, 1983-2014, Build:6,14,1,23, Ver:6,14,1,23 | 1 Lie. #: KW-06008078 • •'..•r:-. ^; Licensee: innovative structural enaineerina. inc. (ise) ^^^^^^H Description: 810 - SHEET S2 - HEADER FRONT OF FAMILY ROOM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir - Larch No,2 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 121 uo 321 ,/ \ 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £; Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi ~7"\ Density 32.210pcf Span = 4.0 ft Applied Loads UniformLoad: D = 0.0150, DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflecfion Max Downward Total Deflection Max Upward Total Deflection L = 0.040 ksf. Tributary Width = 8.0 ft Service loads entered. Load Factors will be applied for calculations. 0.511: 1 4x6 598.44 psi 1,170.00 psi +D+L+H 2.000ft Span # 1 0.024 in Ratio = 0.000 in Ratio = 0.033 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs )1C 146 <360 <360 0,296 ; 1 4x6 53.06 psi 180.00 psi +D+L+H 3.547 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinafion Segment Lengtti Max Stt'ess Ratios Cd C FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinafion Segment Lengtti Span # M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+H 0.00 0,00 0,00 0.00 Lengtti = 4.0 ft 1 0.155 0.089 0.90 1.30 1.00 1.00 1.00 1.00 1.00 0.24 163.21 1053.00 0,19 14.47 162.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 4.0 ft 1 0.511 0.295 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.88 598.44 1170.00 0,68 53.06 180.00 +0+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtt) = 4.0 ft 1 0.112 0.064 1.25 1.30 1.00 1.00 1.00 1.00 1.00 0.24 163.21 1462.50 0,19 14.47 225.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtt) = 4.0 ft 1 0.121 0.070 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0.24 163.21 1345.50 0,19 14.47 207.00 +D+O.750Lr+O.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 4.0 ft 1 0.335 0.193 1.25 1.30 1.00 1.00 1.00 1.00 1.00 0.72 489.63 1462.50 0,56 43.41 225.00 +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 4.0 ft 1 0.364 0.210 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0.72 489.63 1345,50 0,56 43.41 207.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam Lie. #: KW-06008078 File = W:\2253€NGINEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver;6.14.1.23 I Licensee: innovative structurai engineering, inc. (Ise) Description: Load Combinafion 810 - SHEET S2 - HEADER FRONT OF FAMILY ROOM Max Stress Ratios Moment Values Shear Values Segment Lengtti Span# M . V Cd CpA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +O+0.60W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Lengtt) = 4.0 ft 1 0.087 0.050 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.24 163.21 1872.00 0.19 14.47 288.00 +D-tO.70E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengttt = 4.0 ft 1 0.087 0.050 1.60 1.30 1.00 1.00 1,00 1.00 1.00 0.24 163.21 1872.00 0.19 14.47 288.00 +D-tO.750Lr-tO.750L+O.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.262 0.151 1.60 1.30 1.00 1.00 1,00 1.00 1.00 0.72 489.63 1872.00 0.56 43.41 288.00 +D-K).750L+O.750S+O.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.262 0.151 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.72 489.63 1872.00 0.56 43.41 288.00 +D-K).750L+0.750S-K).5250E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.262 0.151 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.72 489.63 1872.00 0.56 43.41 288.00 +O.60D+O.60W+O.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 4.0 ft 1 0.052 0.030 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.14 97.93 1872.00 0,11 8.68 288.00 +{).60D+0.70E+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.052 0.030 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.14 97.93 1872.00 0.11 8.68 288.00 Overall Maximum Deflections - Unfactored Loads Span Max."-" Defl Locafion in Span Load Combination Load Combinafion Max."+" Defl Locatton in Span D+L Vertical Reactions - Unfactored 1 0.0328 2.015 Support notafion : Far left is #1 0.0000 Values in KIPS 0.000 Load Combinafion Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 0.880 0.240 0.640 0.880 0.880 0.240 0.640 0.880 Title Slock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Pinlsd :6 MAR 2014 S.-I/AW Wood Beam File = W:\2253\ENGINEERING\2253 englneering.ecS k ENERCALC, INC. 1983-2014, Build;6.14.1.23, Ver:6.14.1.23 J |Uc,#:KW-060M078 Licensee: innovative structural engineering, inc. (ise) Description : 811 - SHEET S2 • HEADER REAR OF DINING C0i3E REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch No.2 Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling D(1,5) Lr{1 5) 900,0 psi 900,0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £; Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf D(0.08Rr(0.08) y 4x6 Span = 4.0 ft Applied Loads UniformLoad; 0 = 0.020 Point Load : D= 1.50, Lr DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Lr = 0.020 ksf. Tributary Width = 4.0 ft 1.50 k@ 0.250 ft 0,374 1 4x6 547.34 psi 1,462.50 psi +D+Lr+H 0.832ft Span # 1 0.014 in Ratio = 0.000 in Ratio = 0.029 in Ratio = 0.000 in Ratio = <360 1659 Service loads entered. Load Factors will be applied for caiculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.151 : 1 4x6 33.90 psi 225.00 psi +D+L,'-+H 3.547 fl Span # 1 <360 Maximum Forces & Stresses for Load Combinations Load Combinafion Segment Lengtti Span# Max Stt'ess Ratios Cd C FA/ Ci Cr C m Ct Moment Values Shear Values Load Combinafion Segment Lengtti Span# M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.260 0.105 0.90 1.30 1.00 1.00 1.00 1.00 1.00 0.40 273.67 1053.00 0.22 16.95 162.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.234 0.094 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.40 273.67 1170.00 0.22 16.95 180.00 +0+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.374 0.151 1.25 1.30 1.00 1.00 1.00 1.00 1.00 0.80 547.34 1462.50 0.44 33.90 225.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.203 0.082 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0.40 273.67 1345.50 0.22 16.95 207.00 +D-tO.750Lr+O.750L+Fl 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.327 0.132 1.25 1.30 1.00 1.00 1.00 1.00 1.00 0.70 478.93 1462.50 0.38 29.67 225.00 +O-K).750L-tO.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Titte Block Line 1 You can change this area using the "Settings" menu item Project Title: Engineer: Project Descr: Project ID: and then using the "Printing & Title Block" selection. Titte Block Line 6 Pnritee. if! (,4AR 201,4 t'.ri/AM Wood Beam File = W:\2253€NGINEERING\2253 engineering.ecB b ENERCALC, INC. 1983-2014, Bulld:6.14.1.23, Ver:6.14.1.23 | |Uc#: KW-06008078 'Licensee: innovative structural engineering, inc. (ise) ^^^^^H Description: 811 - SHEET S2 - HEADER REAR OF DINING Load Combination Segment Lengtt) Span# Max Stress Ratios Cd C FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Lengtt) Span# M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V Iv F'v Lengtti = 4.0 ft 1 0.203 0.082 1.15 1.30 1,00 1.00 1.00 1.00 1.00 0.40 273.67 1345.50 0.22 16.95 207.00 -i€-tO.60W+H 1.30 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.146 0.059 1.60 1,30 1,00 1.00 1.00 1.00 1.00 0.40 273.67 1872.00 0.22 16.95 288.00 +D-tO.70E+H 1,30 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.146 0.059 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.40 273.67 1872.00 0.22 16.95 288.00 +D+O.750Lr-tO.750L-tO.450W+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt) = 4.0 ft 1 0.256 0.103 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.70 478.93 1872.00 0.38 29.67 288.00 +D-tO.750L-K).750S+O.450W+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.146 0.059 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.40 273.67 1872.00 0.22 16.95 288.00 +D-K).75OL+O.750S->{).5250E+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 4.0 ft 1 0.146 0.059 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.40 273.67 1872.00 0.22 16.95 288,00 +O.60D-^.60W-tO.60H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 4.0 ft 1 0.088 0.035 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.24 164.20 1872.00 0.13 10.17 288,00 +O.60D+O.70E+O.60H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 4.0 ft 1 0.088 0.035 1.60 1,30 1.00 1.00 1.00 1.00 1.00 0.24 164.20 1872.00 0.13 10.17 288.00 Overall Maximum Deflections • Unfactored Loads Load Combinatton Span Max."-" Defl Locafion in Span Load Combination Max."+" Defl Locafion in Span D+Lr 1 0.0289 1.839 0.0000 0.000 Vertical Reactions -Unfactored Support notafion: Far left is #1 Values in KIPS Load Combinafion Support 1 Support 2 Overall MAXimum 3.133 0.508 DOnly 1.566 0 254 Lr Only 1.566 0.254 D+Lr 3.133 0.508 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam File = W;\2253€NGINEERING\2253 engineering,ec6 k ENERCALC, INC. 1983-2014, BuHd:6.14.1.23, Ver:6.14.1.23 | 1 Lie. #: KW-06008078 ••i/t'.- Licensee: innovative structural engineering, inc. (ise) Description : 812 - SHEET S2 - HEADER FRONT OF LIVING CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir- No.2 Larch Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £; Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0 ksi Density 32.210pcf i i D(0 06) LriO.OSI V /\ / \ Span = 4.0 n Applied Loads UniformLoad: D = 0.020, Lr = 0.020 ksf. Tributary Width UniformLoad: D = 0.0150 ksf. Tributary Width = 2.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb: .Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection ^4.0 ft 0.37a 1 4x4 638.13psi 1,687.50 psi +D+Lr+H 2.000ft Span # 1 0.023 in 0.000 in 0.055 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio • Ratio • <360 <360 0.178 : 1 4x4 40.08 psi 225,00 psi +D+Lr+H 3,723 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinafion Segment Lengtti Max Sttess Ratios Cd C FA/ Ci Cr C m Ct Moment Values Shear Values Load Combinafion Segment Lengtti Span # M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V ^ F'v +D+F1 0.00 0.00 0.00 0.00 Lengtti = 4,0 ft 1 0.304 0.143 0,90 1.50 1.00 1.00 1.00 1.00 1.00 0,22 369,45 1215.00 0.19 23.20 162.00 +D+L+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4,0 ft 1 0.274 0.129 1,00 1.50 1.00 1.00 1.00 1.00 1.00 0,22 369.45 1350.00 0.19 23.20 180.00 +D+Lr+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4,0 ft 1 0.378 0.178 1,25 1.50 1.00 1.00 1.00 1.00 1.00 0,38 638.13 1687.50 0.33 40.08 225.00 +D+S+t1 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4,0 ft 1 0.238 0.112 1.15 1.50 1.00 1.00 1.00 1.00 1.00 0,22 369.45 1552.50 0.19 23.20 207.00 +D-K),750Lr-tO.750L+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.338 0.159 1.25 1.50 1.00 1.00 1.00 1.00 1,00 0,34 570.96 1687.50 0.29 35.86 225.00 +D+O.750L-tO.750S+H 1.50 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Titke Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TiUe Block" selection. Title Block Une 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam Lie. #: KW-06008078 Description : 812 - SHEET S2 - HEADER FRONT OF LIVING File = W:\2253€NGINEERING\2253 engineenng.ecO U ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 I Licensee: innovative structural engineering, inc. (ise) Load Combinatton Segment Lengtti Span* Max Sttess Rattos Cd C FA/ Ci Cr C m Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span* M , V Cd C FA/ Ci Cr C m Ct CL M .ft) F'b V fv F'v Lengtti = 4.0 fl 1 0.238 0.112 1.15 1.50 1.00 1.00 1.00 1.00 1.00 0.22 369.45 1552.50 0.19 23.20 207.00 +D-tO.60W+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.171 0.081 1.60 1.50 1.00 1.00 1.00 1.00 1.00 0.22 369.45 2160.00 0.19 23.20 288.00 +D-tO.70E+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.171 0.081 1.60 1.50 1.00 1.00 1.00 1.00 1.00 0.22 369.45 2160.00 0.19 23.20 288.00 +D-tO.750Lr+O.750L+O.450W+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0,264 0.125 1.60 1.50 1.00 1.00 1.00 1.00 1.00 0.34 570.96 2160.00 0.29 35.86 288.00 +D-K).750L+O.750S-tO.450W+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.171 0.081 1.60 1.50 1.00 1.00 1.00 1.00 1.00 0.22 369.45 2160.00 0.19 23.20 288.00 +D+0.750L4O.750S+O.5250E+H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.171 0.081 1.60 1.50 1.00 1.00 1.00 1.00 1.00 0.22 369.45 2160.00 0.19 23.20 288.00 •tO.60D-tO.60W+O.60H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.103 0.048 1.60 1.50 1.00 1.00 1.00 1.00 1.00 0.13 221.67 2160.00 0.11 13.92 288.00 •tO.60D+O.70E+{).50H 1.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 4.0 ft 1 0.103 0.048 1.60 1.50 1.00 1.00 1.00 1.00 1.00 0.13 221.67 2160.00 0.11 13.92 288.00 Overall Maximum Deflections • Unfactored Loads Span Load Combinatton Max."-' Defl Location in Span Load Combinatton Max."+" Defl Locatton in Span D+Lr Vertical Reactions • Load Combinatton 1 Unfactored 0.0550 2.015 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Support 1 Support 2 Overall MAXimum DOnly Lr Only D+Lr 0.380 0.220 0.160 0.380 0.380 0.220 0.160 0.380 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Piinire, 16 MAR/:;'4 ^.j/AM Wood Beam File = W;\2253\ENGINEER1NG\2253 engineering.ecO k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 | 1 Lie. #: KW-06008078 Licensee innovative structural engineering, inc. (ise) Description : 813 - SHEET S2 - GARAGE DOOR HEADER CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir - Larch No.l Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi £: Modulus of Elasticity Ebend-xx 1700 ksi Eminbend-xx 620 ksi Density 32.21 pcf D!0.1) Lr(0 1 i t i D(0.03) t t t t 6x12 Span = 17.50 tt Applied Loads Uniform Load : D = 0.0150 ksf, UniformLoad: D = 0.020, Lr = DES/GN SUMMARy Tributary Width = 2.0 ft 0.020 ksf, Tributary Width = 5.0 ft Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 6x12 871.54 psi 1,250.00 psi +D+Lr+H 8.750ft Span # 1 0.179 in 0.000 in 0.412 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio • <360 <360 0.189 : 1 6x12 42.50 psi 225.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinafion Max Sfi-ess Rattos Moment Values Shear Values Segment Lengtti Span # M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.547 0.148 0.90 1.00 1.00 1.00 1.00 1.00 1.00 4.98 492.61 900.00 1.01 24.02 162.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 1750 ft 1 0.493 0.133 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.98 492.61 1000.00 1.01 24.02 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 17.50 ft 1 0.697 0.189 1.25 1.00 1.00 1.00 1.00 1.00 1.00 8.80 871.54 1250.00 1.79 42.50 225.00 +0+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 17.50 ft 1 0.428 0.116 1.15 1.00 1.00 1.00 1.00 1.00 1.00 4.98 492.61 1150,00 1.01 24.02 207.00 +D+0.750Lr-K).750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.621 0.168 1.25 1.00 1.00 1.00 1.00 1.00 1.00 7.85 776.81 1250.00 1.60 37.88 225.00 +O-t{).750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Blxk Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam Lie. # : KW-06008078 Description: 813 - SHEET S2 - GARAGE DOOR HEADER File = W:\2253\ENGINEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 I Licensee: innovative structural engineering, inc. (ise) Load Combination Max Stt'ess Ratios Moment Values Shear Values Segment Lengtti Span* , M V Cd C FA/ Ci Cr Cm Ct CL M F'b V fv F'v Length = 17.50 ft 1 0.428 0.116 1.15 1.00 1.00 1.00 1,00 1.00 1.00 4.98 492.61 1150.00 1.01 24.02 207.00 +D-K).60W+FI 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.308 0.083 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.98 492.61 1600.00 1.01 24.02 288.00 +D-K).70E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.308 0.083 1.60 1.00 1.00 1,00 1.00 1.00 1.00 4.98 492.61 1600.00 1.01 24.02 288.00 +D-tO.750Lr+O.750L+O.450W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 17.50 ft 1 0.486 0.132 1.60 1.00 1.00 1,00 1.00 1.00 1.00 7.85 776.81 1600.00 1.60 37.88 288.00 +D+O.750L+O.750S+O.450W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.308 0.083 1.60 1.00 1.00 1,00 1.00 1.00 1.00 4.98 492.61 1600.00 1.01 24.02 288.00 +D-K).750L+O750S+O.5250E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.308 0.083 1.60 1.00 1.00 1,00 1.00 1.00 1.00 4.98 492.61 1600.00 1.01 24.02 288.00 +O.60D+O.60W+O.60H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.185 0.050 1.60 1.00 1.00 1,00 1.00 1.00 1.00 2.99 295.57 1600.00 0.61 14.41 288.00 +O.60D-K).70E-»O.60H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.185 0.050 1.60 1.00 1.00 1,00 1.00 1.00 1.00 2.99 295.57 1600.00 0.61 14.41 288.00 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max."-" Defl Locatton in Span Load Combinatton Max."+" Defl Locafion in Span D+Lr 1 0.4120 Vertical Reactions • Unfactored Support 1 Support 2 8.814 Support notafion: Far left is #1 0.0000 Values in KIPS 0.000 Load Combinafion Overall MAXimum DOnly Lr Only D+Lr 2.013 1.138 0.875 2.013 2.013 1.138 0.875 2.013 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Pi:i:!(>d it?v<AR2D14 c. i/iy Wood Beam File = W:\2253\ENGINEERING\2253 engineering.ecS ENERCALC, INC. 1983-2014,8uild:6.14.1.23, Ver:6.14.1.23 1 Lie #: KW-06008078 Licensee innovative structural engineering, inc. (ise) Description : 814 - SHEET S2 - HEADER LEFT OF HALL CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 IVlaterial Properties Analysis IVIethod: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Fb-Tension 1,000.0 psi Fb-Compr 1,000.0 psi Fc-Prll 1,500.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi Beam is Fully Braced against lateral-torsion buckling £; Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend-xx 620.0ksi Douglas Fir - Larch No.l Density 32.210pcf 1 1 * 1 i V / \ Applied Loads Service loads entered. Load Factors will be applied for calculations. 14.0 ft Uniform Load : D = 0.0150 ksf. Tributary Width = 10.0 ft UniformLoad: D = 0.020, Lr = 0.020 ksf. Tributary Width DESIGNSUMMARY Maximum Bending Stress Ratio = 0.595: 1 Section used for this span 6x8 ft): Actual = 743.56psi FB: Allowable = 1,250.00psi Load Combination +D+Lr+H Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.025 in Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deflection 0.063 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv; Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = ?881 <360 <360 0. K 274 : 1 6x8 61.62 psi 225.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinafion Segment Lengtti Max Stress Rattos Cd C FA/ Ci Cr C m Ct Moment Values Shear Values Load Combinafion Segment Lengtti Span # M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+FI 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.500 0.230 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.94 450.33 900.00 1.03 37.32 162.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 6.0 ft 1 0.450 0.207 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.94 450.33 1000.00 1.03 37.32 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 6.0 ft 1 0.595 0.274 1.25 1.00 1.00 1.00 1.00 1.00 1.00 3.20 743.56 1250.00 1.69 61.62 225.00 +0+S+FI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 6.0 ft 1 0.392 0.180 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.94 450.33 1150.00 1.03 37.32 207.00 +D-tO.750Lr-tO.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 6.0 ft 1 0.536 0.247 1.25 1.00 1.00 1.00 1.00 1.00 1.00 2.88 670.25 1250.00 1.53 55.55 225.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Titte Block Linel You can change this area using the "Settings" menu item Project Title: Engineer: Project Descr: Project ID: and then using the "Printing & Title Block" selection. Title Block Line 6 Printer i6 WR 201,', t.,!/.AM Wood Beam File = W:\2253CNGINEERING\2253 enginecring,ec6 | ENERCALC, INC, 1983-2014, Buikl:6,14,1.23, Ver:6,14,1,23 | |Uc.#: KW-06008078 , vfv. :, Ucensee : innovative structural engineering, inc. (ise) Description: Load Combination 814 - SHEET S2 - HEADER LEFT OF HALL Max Stress Ratios Moment Values Shear Values Segment Lengtti , Span # M V Cd C FA/ Ci Cr Cm Ct CL . M ft) F'b V , fv F'v Lengtti = 6.0 ft 1 0.392 0.180 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.94 450,33 1150.00 1,03 37.32 207.00 +D+0.60W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 6.0 ft 1 0.281 0.130 1.60 1.00 1.00 1,00 1.00 1.00 1.00 1.94 450,33 1600.00 1,03 37.32 288.00 +D+0.70E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 6.0 ft 1 0.281 0.130 1.60 1.00 1.00 1,00 1.00 1.00 1.00 1.94 450,33 1600.00 1,03 37.32 288.00 +D+0.750Lr-»O.750L+O.450W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 6.0 ft 1 0.419 0.193 1.60 1.00 1.00 1,00 1.00 1.00 1.00 2,88 670,25 1600.00 1,53 55.55 288.00 +D-K).750L+O.750S-K).450W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 6.0 ft 1 0.281 0.130 1.60 1.00 1.00 1,00 1.00 1.00 1.00 1,94 450,33 1600.00 1,03 37.32 288.00 +O+O.750L+O.750S+O.5250E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 6.0 ft 1 0.281 0.130 1.60 1.00 1.00 1,00 1.00 1.00 1.00 1,94 450 33 1600.00 1,03 37.32 288.00 +O.6OD+O.60W+O.60H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 6.0 ft 1 0.169 0.078 1.60 1.00 1.00 1,00 1.00 1.00 1.00 1,16 270,20 1600.00 0.62 22.39 288.00 +O.60D-tO.70E-tO.60H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt) = 6.0 ft 1 0.169 0.078 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.16 270,20 1600.00 0.62 22.39 288.00 Overall Maximum Deflections - Unfactored Loads Load Combinafion Span Max."-" Defl Locafion in Span Load Combination Max."+" Defl Locatton in Span D+Lr Vertical Reactions • Load Combinatton 1 0.0634 Unfactored 3.022 Support notafion: Far left is #1 0.0000 Values in KIPS 0.000 Support 1 Support 2 Overall M/\Ximum DOnly LrOnly D+Lr 2.130 1.290 0.840 2.130 2.130 1.290 0.840 2.130 Titte "Block Linel You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: P'cnlec ]h»R7[At 9 Wood Beam File = W:\2253€NGINEERING\2253 engineering.ec6 k ENERCALC, INC. 1983-2014, Bu«d:6.14.1.23, Ver:6.14.1.23 1 1 Lie #: KW-06008078 Licensee: innovative structural engineering, inc. (ise) Description : 815 - SHEET S2 - FLUSH BEAM FRONT OF BDRM 4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : iLevel Truss Joist Wood Grade : TimberStrand LSL 1.55E Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi £; Modulus of Elasticity Ebend-xx 1550 ksi Eminbend-xx 787.815ksi Density 32.21 pcf D(0 21U{0.56) Span = 7.250 ft Applied Loads UniformLoad: 0 = 0.0150, L = 0.040 ksf, Tributary Width DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual = FB : Allowable = Load Combination Locaiion of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 14.0ft 0.317 1 3.5x11.875 738.03psi 2,325.00psi +D+L+H 3.625ft Span # 1 Service loads entered. Load Faclors wiW be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # vi^here maximum occurs 0.046 in Ratio •• 0.000 in Ratio •• 0.064 in Ratio •• 0.000 in Ratio •• 168C <480 1367 0.237 : 1 3.5x11.875 73.53 psi 310.00 psi +D+L+H 0.000 ft Span # 1 <360 Maximum Forces & Stresses for Load Combinations Load Combinafion Max Stress Ratios Moment Values Shear Values Segment Lengtti Span # M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Lengtti = 7.250 ft 1 0.096 0.072 0.90 1.00 1.00 1,00 1,00 1,00 1,00 1.38 201.28 2092.50 0.56 20.05 279.00 +D+L+H 1.00 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 7.250 ft 1 0.317 0.237 1.00 1.00 1.00 1,00 1,00 1,00 1,00 5.06 738.03 2325.00 2.04 73.53 310.00 +D+Lr+H 1.00 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 7.250 ft 1 0.069 0.052 1.25 1.00 1.00 1,00 1,00 1,00 1,00 1.38 201.28 2906.25 0.56 20.05 387.50 +D+S+H 1.00 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 7.250 ft 1 0.075 0.056 1.15 1.00 1.00 1,00 1,00 1,00 1,00 1.38 201.28 2673.75 0.56 20.05 356.50 +D+0.750Lr+0.750L+H 1.00 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 7.250 ft 1 0.208 0.155 1.25 1.00 1.00 1,00 1,00 1,00 1,00 4.14 603.84 2906.25 1.67 60.16 387.50 +O+0.750L+0.750S+H 1.00 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 7.250 ft 1 0.226 0.169 1.15 1.00 1.00 1,00 1,00 1,00 1.00 4.14 603.84 2673.75 1.67 60.16 356.50 Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Prinfing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: File = W:\2253£NGINEERING\2253 engineering .ec6 k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 I < Licensee: innovative structural engineering, inc. (ise) Wood Beam Lie. #: KW-06008078 Description: 815 - SHEET S2 - FLUSH BEAM FRONT OF BDRM 4 Load Combination Max Stress Rattos Moment Values Shear Values Segment Lengtt) Span# M.-V Cd CpA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D-K).60W+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 7.250 ft 1 0.054 0.040 1,60 1.00 1.00 1.00 1.00 1.00 1.00 1.38 201.28 3720.00 0.56 20.05 496.00 +D-K).70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.250 ft 1 0.054 0.040 1,50 1.00 1.00 1.00 1.00 1.00 1.00 1.38 201.28 3720.00 0.56 20.05 496.00 +D-K).750Lr+O.750L+O.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.250 ft 1 0.162 0.121 1,60 1.00 1.00 1.00 1.00 1.00 1.00 4.14 603.84 3720.00 1.67 60.16 496.00 +D+O.750L+O.750S+O.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 7.250 ft 1 0.162 0.121 1.60 1.00 1.00 1.00 1,00 1.00 1.00 4.14 603.84 3720.00 1.67 60.16 496.00 +D-K).750L+O750S-K).5250E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.250 ft 1 0.162 0,121 1.60 1.00 1.00 1.00 1,00 1.00 1.00 4.14 603.84 3720.00 1.67 60.16 496.00 +O.60D+O.60W+O.60H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.250 ft 1 0.032 0,024 1.50 1.00 1.00 1.00 1,00 1.00 1.00 0.83 120.77 3720.00 0.33 12.03 496.00 +O.60DtO.70E-^.60H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 7.250 ft 1 0.032 0,024 1.60 1.00 1.00 1.00 1,00 1.00 1.00 0.83 120.77 3720.00 0.33 12.03 496.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Locafion in Span Load Combination Max."+" Defl Locatton in Span D+L Vertical Reactions - 0.0636 Unfactored 3.651 Support notatton : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 2.791 0.761 2.030 2.791 2.791 0.761 2.030 2.791 Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer Project Descr: Project ID: Wood Beam File = W:\2253\ENGINEERING\2253 engineering ,ec6 k ENERCALC, INC, 1983-2014, Build:6,14,1,23, Ver:6,14,1,23 | 1 Lie. #: KW-06008078 Licensee innovative structural engineering, inc. (ise) Description : 816 - SHEET S2 - HEADER LEFT OF HALL CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set; ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir - Larch No,1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 1000 psi £; Modulus of Elasticity Fb-Compr 1000 psi Ebend- xx 1700 ksi Fc-Pril 1500 psi Eminbend - xx 620 ksi Fc-Perp 625 psi Fv 180 psi Ft 675 psi Density 32,21 pcf D(0,76) L(2 03) DiO 01!^L(0.04) Span = 3,0 ft Applied Loads Point Load: D Uniform Load: DESIGNSUMMARY = 0,760, L = D = 0,0150, 2,030 k@ 0,50 ft L = 0,040 ksf. Tributary Width = 1,0 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.517 1 6x6 517,31 psi 1,000,00 psi +D+L+H 0,504ft Span # 1 0,008 in 0,000 in 0,011 in 0,000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # »/here maximum occurs Ratio = Ratio -• Ratio • Ratio •• <480 3234 0.666 : 1 6x6 118.16psi 180,00 psi +D+L+H 0,000 ft Span # 1 <360 Maximum Forces & Stresses for Load Combinations Load Combinatton Max Stress Ratios Moment Values Shear Values Segment Lengtti Span # M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Lengtti = 3,0 ft 1 0.157 0.199 0.90 1.00 1.00 1.00 1.00 1.00 1.00 0.33 140.92 900.00 0.65 32.19 162.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.517 0.656 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.20 517.31 1000.00 2.38 118.16 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.113 0.143 1.25 1.00 1.00 1.00 1.00 1.00 1.00 0.33 140.92 1250.00 0.65 32.19 225.00 +0+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.123 0.155 1.15 1.00 1.00 1.00 1.00 1.00 1.00 0.33 140.92 1150.00 0.65 32.19 207.00 +D-tO.750Lr+O.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.339 0.430 1.25 1.00 1.00 1.00 1.00 1.00 1.00 0.98 423.21 1250.00 1.95 96.66 225.00 +D-tO.750L+O.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam Lie. #: KW-06008078 Description: 816 - SHEET S2 - HEADER LEFT OF HALL File = W:\2253€NGINEERING\2253 engineering.ecS ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver.6.14.1.23 Licensee: innovative structural engineering, inc. (ise) Load Combinatton Max Stress Ratios Moment Values Shear Values Segment Lengtti Span# M V Cd C FA/ Ci , Cr C m Cf CL M ft) F'b V fv F'v Length = 3.0 ft 1 0.368 0,467 1.15 1.00 1,00 1,00 1.00 1.00 1.00 0.98 42321 1150.00 1.95 96.66 207.00 +O+0.60W+H 1.00 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.088 0,112 1.60 1.00 1,00 1,00 1.00 1.00 1.00 0.33 140.92 1600.00 0.65 32.19 288.00 +D+0.70E+H 1.00 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.088 0,112 1.60 1.00 1,00 1,00 1.00 1.00 1.00 0.33 140.92 1600.00 0.65 32.19 288.00 +D-K).750Lr-tO.750L+O.450W+H 1.00 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.265 0,336 1.60 1.00 1,00 1,00 1.00 1.00 1.00 0.98 423.21 1600.00 1.95 96.65 288.00 +D-K).750L->O750S-tO.450W+H 1.00 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.265 0.336 1.60 1.00 1,00 1,00 1.00 1.00 1.00 0.98 423.21 1600.00 1.95 96.66 288.00 +D-tO.750L->O.750$+O.52S0E+H 1.00 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.265 0.336 1.60 1.00 1,00 1.00 1.00 1.00 1.00 0.98 423.21 1600.00 1.95 96.66 288.00 +O.60D+O.60W+O.60H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.053 0.067 1.60 1.00 1,00 1.00 1.00 1.00 1.00 0.20 84.55 1600.00 0.39 19.31 288.00 +O.60D-H).70E+O.60H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 3.0 ft 1 0.053 0.067 1.60 1.00 1,00 1.00 1.00 1.00 1.00 0.20 84.55 1600.00 0.39 19.31 288.00 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max."-" Defl Location in Span Load Combinatton Max."+" Defl Locatton in Span D+L Vertical Reactions - Unfactored 0.0111 1.314 Support notafion : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall M/\Ximum DOnly LOnly D+L 2.408 0.656 1.752 2.408 0.548 0.149 0,398 0,548 Tite'Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: P'i'ifC !iW^K2iAS P,<;AM Wood Beam File = W:\2253CNGINEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver6.14.1.23 | 1 Lie; #: KW-06008078 ,,>v.v;..;>p..:LicensBe innovative structurai engineering, inc. (ise) Description : 817 - SHEET S2 - HEADER LEFT OF HALL CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch : No.1 Beam is Fully Braced against lateral-torsion buckling Dd .5)^r(1.G) ^ DfO 3) Lr{0 3) ' f i T i * I. Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi £; Modulus of Elasticity Ebend- xx Eminbend • Density XX 1,700.0ksi 620,0ksi 32.210pcf D(0,1) Lr(0.1) X 6x12 X' / \ Span = 10.250 ft Applied Loads Service loads entered. Load Factors will be applied for caicuiations. Point Load: 0=1.50, Lr= 1.50 k @ 3.750 ft Uniform Load : D = 0.020, Lr = 0.020 ksf. Extent = Uniform Load: D = 0.020, Lr = 0.020 ksf, Extent = DES/GN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.0 ~» 3.750 ft, Tributary Width = 15.0 ft 3.750 -» 10.250 ft, Tributary Width = 5.0 ft 0 c.Sft 1 Maximum Shear Stress Ratio 6x12 Section used for this span 1,122.28psi fv: Actual 1,250.00psi Fv : Allowable +D+Lr+H Load Combination 3.741 ft Location of maximum on span Span # 1 Span # where maximum occurs 0.078 in Ratio = 0.000 in Ratio = 0.157 in Ratio = 0.000 in Ratio = 1570 <480 785 0 379 : 1 6x12 85.18 psi 225.00 psi +D+Lr+H 0.000 ft Span # 1 <360 Maximum Forces & Stresses for Load Combinations Load Combinafion Max Stt'ess Rafios Moment Values Shear Values Segment Lengtti Span# M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 10.250 ft 1 0.623 0.263 0.90 1.00 1.00 1.00 1.00 1.00 1.00 5.67 561.14 900.00 1.80 42.59 162.00 +D+L+FI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 10.250 ft 1 0.561 0.237 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.67 561.14 1000.00 1.80 42.59 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 1 0.898 0.379 1.25 1.00 1.00 1.00 1.00 1.00 1.00 11.34 1,122.28 1250.00 3.59 85.18 225.00 +D+S-tH 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 1 0.488 0.206 1.15 1.00 1.00 1.00 1.00 1.00 1.00 5.67 561.14 1150.00 1.80 42.59 207.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LengUi = 10.250 ft 1 0.786 0.331 1.25 1.00 1.00 1.00 1.00 1.00 1.00 9.92 982.00 1250.00 3.14 74.54 225.00 Titte "Block Line 1 You can change this area using Ihe "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: ProjectID: File = W:\2253\ENGINEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Bulld:6.14.1.23, Ver:6.14.1.23 | Licensee: innovative structural engineering, inc. (ise) Wood Beam U&#:KW^6008078 Description: 817 - SHEET S2 - HEADER LEFT OF HALL Load Combination Max Stress Rafios Moment Values Shear Values Segment Lengttt Span# M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+O.750L+O.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 Length = 10.250 ft 1 0.488 0.206 1.15 1.00 1.00 1.00 1.00 1.00 1.00 5.67 561.14 1150,00 1.80 42.59 207.00 +D-K).60W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10.250 ft 1 0.351 0.148 1.60 1.00 1.00 1.00 1.00 1.00 1.00 5.67 561.14 1600,00 1.80 42.59 288.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10.250 ft 1 0.351 0.148 1.60 1.00 1.00 1.00 1.00 1.00 1.00 5.67 561.14 1600,00 1.80 42.59 288.00 +D-tO.750Lr+O.750L-K).450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10.250 ft 1 0.614 0.259 1.60 1,00 1.00 1.00 1.00 1.00 1.00 9.92 982,00 1600,00 3.14 74.54 288.00 +O+0.750L+O.750S-t0.450W+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10.250 ft 1 0.351 0.148 1.60 1,00 1.00 1.00 1.00 1.00 1.00 5.67 561,14 1600,00 1.80 42.59 288.00 +D+O.750L-K)750S+O.5250E+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10.250 ft 1 0.351 0.148 1.60 1,00 1.00 1.00 1.00 1.00 1.00 5.67 661,14 1600,00 1.80 42.59 288.00 +O.60D+O.60W-K).60H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10.250 ft 1 0.210 0.089 1.60 1,00 1.00 1.00 1.00 1.00 1.00 3.40 336,69 1600,00 1.08 25.56 288.00 +0.60D+0.70E+0.60H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10.250 ft 1 0.210 0.089 1.60 1.00 1.00 1.00 1.00 1.00 1.00 3.40 336,69 1500,00 1.08 25.56 288.00 Overall Maximum Deflections • Load Combinatton Unfactored Loads Span Max."-" Defl Locatton in Span Load Combinatton Max."+" Defl Locatton in Span D+Lr 1 0.1566 4.825 0.0000 0.000 Vertical Reactions -Unfactored Support notatton: Far left is #1 Values in KIPS Load Combinafion Support 1 Support 2 Overall MAXimum 4.153 2.397 DOnly 2.077 1.198 Lr Only 2.077 1.198 D+Lr 4.153 2.397 Titfe Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titie Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed 18 h/AR 2014 Wood Beam File = W:\2253€NGINEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 | lue. # : KW-06008078 , , . •,Licensee: innovative Structural engineering, inc. (ise) 1 Description : 818 - SHEET S2 - FLUSH 8EAM AT RIGHT SIDE OF GARAGE CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Spedes Wood Grade iLevel Truss Joist Parallam PSL 2.0E Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi £; Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 1,016.54ksi Density 32.210pcf i i D(0 22) Lr(0 22) i i • * i DiO.OISi MG.04j i i i i t . , ... ^ Span= 13.0 fl Applied Loads UniformLoad: D = 0.0150, L UniformLoad: D = 0.020, Lr = UniformLoad: D = 0.0150ksf DES/GN SUMMARY Maximum Bending Stress Ratio Section used for this span flj : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.040, Tributary Width = 1.0 ft 0.020 ksf. Tributary Width = 11.0 ft Tributary Width = 9.0 ft 0.502 1 3.5x11.875 1,818.22psi 3,625.00psi +D+Lr+H 6.500ft Span # 1 0.172 in 0.000 in 0.417 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = <480 <360 0,3?6 : 1 3.5x11.875 118.20 psi 362.50 psi +D+Lr+H 12.051ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Lengtti Span# Max Stt'ess Ratios Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) Fb V fv F'v +D+F1 0.00 0.00 0.00 0.00 Lengtti = 13.0 ft 1 0.437 0.284 0.90 1.00 1.00 1.00 1.00 1.00 1.00 7.82 1,140.24 2610.00 2.05 74.13 261.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 13.0 ft 1 0.436 0.283 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.66 1,263.51 2900.00 2.28 82.14 290.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 13.0 ft 1 0.502 0.326 1.25 1.00 1.00 1.00 1.00 1.00 1.00 12.46 1,818.22 3625.00 3.28 118.20 352,50 +D+S-4I 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 13.0 ft 1 0.342 0.222 1.15 1.00 1.00 1.00 1.00 1.00 1.00 7.82 1,140.24 3335.00 2.05 74.13 333,50 +O-K).750Lr-t0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 13.0 ft 1 0.480 0.312 1.25 1.00 1.00 1.00 1.00 1.00 1.00 11.94 1,741.17 3625.00 3.14 113.19 362,50 Titte Block Linel You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Titte: Engineer: Project Descr: Project ID: File = W;\2253\ENGINEERING\2253 engineering,ec6 k ENERCALC, INC, 1983-2014, Build:6,14,1,23, Ver:6,14,1,23 I Licensee: innovative structural engineering, inc. (ise) Wood Beam Mc. #: KW-06008078 Description: Load Combinatton 818 - SHEET S2 - FLUSH BEAM AT RIGHT SIDE OF GARAGE Max Stress Ratios Moment Values Shear Values Segment Lengtti Span* M , V Cd C FA/ Ci Cr C m Ct CL M -ft). F'b . V, fv F'v +D+O,750L+O,750S+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,370 0,240 1,15 1,00 1.00 1.00 1.00 1.00 1.00 8,45 1,232,69 3335.00 2.22 80.14 333.50 +D+0,60W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,246 0,160 1,60 1.00 1.00 1.00 1.00 1.00 1.00 7,82 1,140,24 4640.00 2.05 74.13 464.00 +D+0,70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,246 0,160 1,60 1.00 1.00 1.00 1.00 1.00 1.00 7,82 1,140,24 4640.00 2.05 74.13 464.00 +D-tO,750Lr+O,750L+O,450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,375 0,244 1,50 1.00 1.00 1.00 1.00 1.00 1.00 11,94 1,741,17 4640.00 3.14 113.19 464.00 +D-tO,750L-tO,750S-tO,450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenatti = 13,0 ft 1 0,266 0,173 1,60 1.00 1.00 1.00 1.00 1.00 1.00 8,45 1,232,69 4640.00 2.22 80.14 464.00 +D+O,750L+O,750S-^),5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,266 0,173 1,60 1.00 1.00 1.00 1.00 1.00 1.00 8,45 1,232.69 4640.00 2.22 80.14 464.00 +O,60D-K),60W-K),60H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,147 0,096 1,60 1.00 1.00 1.00 1.00 1.00 1,00 4,69 684.14 4640.00 1.23 44.48 464.00 -K),60D-.O,70E+O,60H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 13,0 ft 1 0,147 0,096 1,60 1.00 1.00 1.00 1.00 1.00 1,00 4,69 684.14 4640.00 1.23 44.48 464.00 Overall Maxinuim Deflections - Unfactored Loads Load Combinatton Span Max."-" Defl Locatton in Span Load Combination Max."+" Defl Locatton in Span D+L+Lr Vertical Reactions - Unfactored 1 0.4169 6.547 Support notafion: Far left is #1 0.0000 Values in KIPS 0.000 Load Combinatton Support 1 Jupport 2 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 4.095 2.405 0.260 1.430 1.690 3.835 2.665 4.095 4.095 2.405 0.260 1.430 1.690 3.835 2.665 4.095 Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. Titte Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam File = W:\2253\ENGINEERING\2253 engineering .ec6 k ENERCALC, INC. 1983-2014, Build:6.14.1,23, Ver:6.14.1.23 | |Uc.#: KW-06008078 Licensee: innovative structural engineering, inc. {ise)J Description : B19 - SHEET S2 - MAIN GARAGE FLUSH 8EAM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2,0E Beam Bracing 2,900,0 psi 2,900,0 psi 2,900,0 psi 750,0 psi 290,0 psi 2,025,0 psi £; Modulus of Elasticity Ebend-xx 2,000,0 ksi Eminbend-xx 1,016,54ksi Density 32,210pcf D(0.12m(0.12) •(0,105R(0,28) • (g.41) Li(1i,'13) L(0.26) Span = 21.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load Uniform Load Uniform Load D = 0.0150 ksf, Extent = 0.0 -» 13.250 ft, Tributary Width = 9.0 ft D = 0.0150, L = 0.040 ksf. Extent = 0.0 -» 13.250 ft. Tributary Width = 7.0 ft D = 0.020, Lr = 0.020 ksf. Extent = 0.0 -» 13.250 ft. Tributary Width = 6.0 ft Lr= 1.430, L = 0.260 k@ 13.250 ft Point Load: D = 2.410 DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB; Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.40Q 1 7x18 1,160.83 psi 2,900.00 psi +D+L+H 10.703ft Span # 1 0.267 in 0.000 in 0.549 in 0,000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = <480 <360 r •mm 0.242 : 1 7x18 70,22 psi 290.00 psi +D+L+H 0.000 ft Span # 1 m Maximum Forces & Stresses for Load Combinations Load Combinatton Max Stt'ess Ratios Moment Values Shear Values Segment Lengtti Span# M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.297 0.167 0.90 1.00 1.00 1.00 1,00 1,00 1.00 24.39 77414 2610.00 3.66 43.57 261.00 +0+L+H 1.00 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 LengUi = 21.250 ft 1 0.400 0.242 1.00 1.00 1.00 1.00 1,00 1,00 1.00 36.57 1,160.83 2900.00 5.90 70.22 290.00 +D+Lr+H 1.00 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.309 0.168 1.25 1.00 1.00 1,00 1,00 1,00 1.00 35.32 1,121.20 3625.00 5.12 60.90 362.50 +0+S+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.232 0.131 1.15 1.00 1.00 1,00 1,00 1.00 1.00 24.39 774.14 3335.00 3.66 43.57 333.50 TiUe Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Titte: Engineer: Project Descr: ProjectID: Wood Beam Lie. #: KW-06008078 Description : 819 - SHEET S2 - MAIN GARAGE FLUSH BEAM File = W:\2253\ENGINEERING\2253 engineering.ecS U ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 I Licensee; innovative structural engineering, inc. (ise) Load Combination Max Stt'ess Rattos Moment Values Shear Values Segment Lengtti Span# M V Cd C FN Ci Cr C m Ct CL M ft) V. fv F'v +D-K).750Lr+O.750L+H 1.00 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.364 0.211 1.25 1.00 1,00 1.00 1.00 1.00 1.00 41.52 1,318.07 3625.00 6.43 76.55 362.50 +D-K).750L+O.750S+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.319 0.191 1.15 1.00 1,00 1.00 1.00 1.00 1.00 33.49 1,063.08 3335.00 5.34 63.56 333.50 +D+0.60W+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.167 0.094 1.60 1.00 1,00 1.00 1.00 1.00 1.00 24.39 774.14 4640.00 3.66 43.57 464.00 +D+0.70E+F1 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.167 0.094 1.60 1.00 1,00 1.00 1.00 1.00 1.00 24.39 774.14 4640.00 3.66 43.57 464.00 +OtO.750Lr+O.750L+O.450W+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.284 0.165 1.60 1 00 1,00 1.00 1.00 1.00 1.00 41.52 1,318.07 4640.00 6.43 76.55 464.00 +O-tO.750L+O.750S-tO.450W+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.229 0.137 1.60 1.00 1,00 1.00 1.00 1.00 1.00 33.49 1,063.08 4640.00 5.34 63.56 464.00 +O+0.750L+0.750S+0.5250E+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt) = 21.250 ft 1 0.229 0.137 1.60 1.00 1,00 1.00 1.00 1.00 1.00 33.49 1,063.08 4640.00 5.34 63.56 464.00 +O.60D+O.60W+O.60H 1,00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.100 0.056 1.60 1,00 1,00 1.00 1.00 1.00 1.00 14.63 464.49 4640.00 2.20 26.14 464.00 +0.60D+{).70E-K).60H 1,00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.100 0.056 1.60 1,00 1,00 1.00 1.00 1.00 1.00 14.63 464.49 4640.00 2.20 26.14 464.00 Overall Maximum Deflections • Unfactored Loads Load Combinatton Span Max."-" Defl Locatton in Span Load Combination Max."+" Defl Locafion in Span D+L+Lr Vertical Reactions - Unfactored 0.5485 10.625 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Overall MAXimuirT DOnly LOnly LrOnly L+Lr D+Lr D+L D+L+Lr Support 1 Support 2 8.474 4.190 2.651 1.633 4.284 5.823 6.841 8.474 5.696 2.990 1.319 1.387 2.706 4.377 4.309 5.696 Tide'Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. Titte Block Line 6 Project Title: Engineer: Project Descr: ProjectID: Wood Beam File = W:\2253€N6INEERING\2253 engineering.ecS k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver6.14.1.23 | |Lic..#:'KW-06008078 ,: ' i:^,^.M;.-;v-:1.^s«; Ucensee: innovative structural engineering, inc. (ise) Description : 819 ALT. - SHEET S2 • MAIN GARAGE FLUSH BEAM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing i DF/DF :24F - V4 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling D(0.12) ^r(0.12) DfO. 105') 1(0.28) 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi T £; Modulus of Elasticity Ebend-xx 1800 ksi Eminbend-xx 930 ksi Ebend-yy 1600 ksi Eminbend-yy 830ksi Density 32.21 pcf • (£.•»!) Lm.43) L(0.26) 6.75x18 Span = 21.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150 ksf. Extent = 0.0 -» 13.250 ft. Tributary Width = 9.0 ft Uniform Load: D = 0.0150, L = 0,040 ksf. Extent = 0,0 -» 13,250 ft. Tributary Width = 7,0 ft Uniform Load: D = 0,020, Lr = 0,020 ksf. Extent = 0,0 ~» 13,250 ft, Tributary Width = 6,0 ft Point Load: D = 2.410, Lr= 1.430, L = 0.260 k @ 13250 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1 0 ^ ^ 3 ^ 6.75x18 1,203.83 psi 2,239.38 psi +D+L+H 10.703ft Span # 1 0.307 in 0.000 in 0.632 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # vi/here maximum occurs Ratio • Ratio •• Ratio •• Ratio • <480 <360 0.275 : 1 6.75x18 72.82 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stt'ess Ratios Moment Values Shear Values Segment Lengtti Span* M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+FI 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.398 0.189 0.90 0.93 1.00 1.00 1.00 1.00 1.00 24.39 802.82 2015.44 3.66 45.18 238.50 +D+L+H 0.93 1.00 1.00 I.OO 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.538 0.275 1.00 0.93 1.00 1.00 1.00 1.00 1.00 36.57 1,203.83 2239.38 5.90 72.82 265.00 +D+Lr+H 0.93 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.415 0.191 1.25 0.93 1.00 1.00 1.00 1.00 1.00 35.32 1,162.72 2799.22 5.12 63.15 331.25 +0+S+H 0.93 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.312 0.148 1.15 0.93 1.00 1.00 1.00 1.00 1.00 24.39 802.82 2575.28 3.66 45.18 304.75 TiHe'Block Line 1 You can change this area using the "Settings" menu item and then using the "Printtng & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam Lie #: KW-06008078 File = W:\2253CNGINEERING\2253 engineering.ecO ENERCALC, INC. 1983-2014, Build:6,14,1.23, Ver:6,14,1,23 Licensee: innovative structural engineering, inc. (ise) Description : 819 ALT. - SHEET S2 - MAIN GARAGE FLUSH BEAM Load Combination Max Stress Rattos Moment Values Shear Values Segment Lengtti Span* M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +D-tO.750Lr+O.750L+H 0.93 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.488 0.240 1.25 0.93 1,00 1,00 1,00 1,00 1,00 41,52 1,366,89 2799,22 6.43 79.39 331.25 +D+O.750L-tO.750S+H 0.93 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Length = 21.250 ft 1 0.428 0.216 1.15 0.93 1,00 1,00 1,00 1,00 1,00 33,49 1,102,45 2575,28 5.34 65.91 304.75 +D-»0.60W+H 0,93 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.224 0.107 1.60 0,93 1,00 1,00 1,00 1,00 1,00 24,39 802,82 3583.00 3.66 45,18 424.00 +D->O.70E+H 0,93 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0,00 0.00 Length = 21.250 ft 1 0.224 0.107 1.60 0,93 1,00 1,00 1,00 1,00 1,00 24,39 802,82 3583.00 3.66 45,18 424.00 +DtO.750Lr-tO.750L-tO.450W+H 0,93 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.381 0.187 1.60 0,93 1,00 1,00 1,00 1,00 1,00 41,52 1,366,89 3583.00 6.43 79.39 424.00 +D-K).750L+{).750S+O.450W+H 0,93 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.308 0.155 1.60 0,93 1,00 1,00 1,00 1,00 1,00 33,49 1,102,45 3583.00 5.34 65.91 424.00 +D-^.750L+{)750S+0.5250E+H 0,93 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.308 0.155 1.60 0,93 1,00 1,00 1,00 1,00 1.00 33,49 1,102,45 3583.00 5.34 65.91 424.00 •K).60D+O.6OW+O.60H 0,93 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 21.250 ft 1 0.134 0.064 1.60 0,93 1,00 1,00 1,00 1,00 1.00 14,63 481,69 3583.00 2.20 2711 424.00 •K).60D+O.70E-K).60H 0,93 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 21.250 ft 1 0.134 0.064 1.60 0,93 1,00 1,00 1,00 1,00 1,00 14,63 481,69 3583.00 2.20 2711 424.00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max. "-"Defl Location in Span Load Combination Max,"+" Defl Locatton in Span D+L+Lr Vertical Reactions - Unfactored 0.6320 10.625 Support notatton : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Overall M/\Ximum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr Support 1 Support 2 8.474 4.190 2.651 1.633 4.284 5.823 6.841 8.474 5.696 2.990 1.319 1.387 2.706 4.377 4.309 5.696 TiMe"Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Titte Block Line 6 Project Title: Engineer: Project Descr: Project ID: Wood Beam File = W:\2253\ENGINEER1NG\2253 engineering,ec6 k ENERCALC, INC, 1983-2014, Build:6,14,1,23, Ver:6,14,1,23 | 1 Lie. #: KW-06008078 Licensee: innovative structural engineering, inc. (ise) Description : 820 - SHEET S2 - FLUSH BEAM LEFT OF FAMILY CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASC E 7-10 Fb - Compr Fc - Pril Wood Species : iLevel Truss Joist ^'^" ^^'P Wood Grade : TimberStrand LSL 1.55E Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E: Modulus of Elasticity Ebend-xx 1550 ksi Eminbend-xx 787,815ksi Density 32,21 pcf LXO !6l LriO.161 • i • 0(0,0151 LiO.Ott • • i •* i D-'O : ?6S t t • • • Applied Loads Uniform Load: D = 0,0150 ksf. Tributary Width = 9,0 ft UniformLoad: 0 = 0,0150, L = 0,040 ksf. Tributary'Width = 1,0 ft Uniform Load : D = 0.020, Lr = 0.020 ksf. Tributary Width = 8.0 ft DES/GN SUMMARy Maximum Bending Stress Ratio = Section used for this span fla : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0,357: 1 3.5x11.875 1,037,03 psi 2,906,25psi +D+Lr+H 5,500ft Span # 1 0,088 in 0,000 in 0,223 in 0,000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1{ <480 <360 ,133 : 1 3.5x11.875 76,95 psi 387,50 psi +D+Lr+H 10,036 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Lengtti Span* Max Stt^ess Rattos Cd C FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span* M V Cd C FA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +0+H 0.00 0.00 0.00 0.00 Lengtti = 11,0 ft 1 0.327 0.182 0.90 1.00 1.00 1.00 1.00 1,00 1.00 4.69 684.00 2092.50 1.41 50.75 279.00 +D+L+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 11,0 ft 1 0.332 0.185 1.00 1.00 1.00 1.00 1.00 1,00 1.00 5.29 772.25 2325.00 1.59 5730 310.00 +D+Lr+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 11.0 ft 1 0.357 0.199 1.25 1.00 1.00 1.00 1.00 1.00 1.00 711 1,037.03 2906.25 2.13 76.95 387.50 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0ft 1 0.256 0.142 1.15 1.00 1.00 1.00 1.00 1.00 1.00 4.69 684.00 2673.75 1.41 50.75 356.50 +D-K).750Lr+O.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.349 0.194 1.25 1.00 1.00 1.00 1,00 1.00 1.00 6.96 1,014.96 2906.25 2.09 75.31 387.50 Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: File = W:\2253\ENGINEERiNG\2253 engineering.ecS L ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver;6.14.1.23 I Licensee: innovative structurai engineering, inc. (ise) Wood Beam Uc. #: KW-06008078 Description: Load Combinafion 820 - SHEET S2 - FLUSH BEAM LEFT OF FAMILY Max Stress Ratios Moment Values Shear Values Segment Lengtti Span* M V Cd C FA/ Ci Cr C m Ct CL M ft) • F'b V fv F'v +D+O.750L-tO.750S+H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Lengtti = 11.0ft 1 0.281 0.156 1.15 1.00 1.00 1.00 1.00 1,00 1,00 5,14 750,19 2673,75 1,54 55,67 356,50 +D-tO.60W+H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 11.0ft 1 0.184 0.102 1.60 1.00 1.00 1.00 1.00 1,00 1,00 4,69 684,00 3720,00 1,41 50,75 496,00 +D+0.70E+H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 11.0ft 1 0.184 0102 1.60 1.00 1.00 1.00 1.00 1,00 1,00 4,69 684,00 3720,00 1,41 50,75 496,00 +D-K).750Lr->O.750L-K).450W+H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 11.0 ft 1 0.273 0.152 1.60 1.00 1.00 1.00 1.00 1,00 1,00 6,96 1,014,96 3720,00 2,09 75,31 496,00 +D-tO.750L+O.750S->O.450W+H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 11.0ft 1 0.202 0.112 1.60 1.00 1.00 1.00 1.00 1,00 1,00 5,14 750,19 3720,00 1,54 55,67 496,00 +D-^.750L+O.750S+€.5250E+H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 11.0ft 1 0.202 0.112 1.60 1.00 1.00 1.00 1.00 1,00 1,00 5,14 750,19 3720,00 1,54 55,67 496.00 •tO.60D+O.60W+O.60H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0.00 Length = 11.0ft 1 0.110 0.061 1.60 1.00 1.00 1.00 1.00 1,00 1,00 2,81 410,40 3720,00 0,84 30,45 495.00 +O.60D-K).70E+O.60H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 000 Length = 11.0ft 1 0.110 0.061 1.60 1.00 1.00 1.00 1.00 1,00 1,00 2,81 410,40 3720,00 0,84 30,45 496.00 Overall Maximum Deflections • Unfactored Loads Load Combinatton Span Max."-" Defl Locafion in Span Load Combinafion Max."+" Defl Locafion in Span D+L+Lr Vertical Reactions - Unfactored Load Combinafion 1 0.2232 5.540 Support notafion : Far left is #1 0.0000 Values in KIPS 0.000 Support 1 Support 2 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 2.805 1.705 0.220 0.880 1.100 2.585 1.925 2.805 2.805 1.705 0.220 0880 1.100 2.585 1.925 2805 Title "Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: F'lrted US WAR 201,1 9.s/Ay Wood Beam File = W;\2253\ENGINEERING\2253 engineering.ecS k ENERCALC, INC, 1983-2014, Bulld:6.14.1.23, Vef:6.14.1.23 | |Uc.#:KW46008078 Licensee> innovative structural engineering, inc. (ise) Description : 821 - SHEET S2 - FLUSH BEAM REAR OF DECK CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2,0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi E: Modulus of Elasticity Ebend-xx 2000 ksi Eminbend-xx 1016,535ksi Density 32,21 pcf D(Q.075) LrQ.2) V 5,25x11,25 Span = 18,0 ft Applied Loads Service loads entered. Load Factors will be applied for caiculations. UniformLoad: 0 = 0,0150, L = 0,040 ksf. Tributary Width = 50 ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0,416 1 Section used for this span 5.25x11.25 ft): Actual = 1,206,86psi FB: Allowable = 2,900,00psi Load Combination +D+L+H Location of maximum on span = 9,000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,381 in Ratio = Max Upward L+Lr+S Deflection 0,000 in Ratio = Max Downward Total Deflection 0,524 in Ratio: Max Upward Total Deflection 0,000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 41 <480 <360 0,195 : 1 5.25x11.25 56.43 psi 290.00 psi +D+L+H 17.080 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Max Stress Rattos Cd C FA/ Ci Cr C m Ct Moment Values Shear Values Load Combination Segment Lengtti Span * M V Cd C FA/ Ci Cr C m Ct CL M ft) F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.126 0.059 0.90 1.00 1.00 1.00 1.00 1.00 1.00 3.04 329.14 2610.00 0.61 15.39 261.00 +0+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.416 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.14 1,206.86 2900.00 2.22 56.43 290.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.091 0.042 1.25 1.00 1.00 1.00 1.00 1.00 1.00 3.04 329.14 3625.00 0.61 15.39 362.50 +D+S+FI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.099 0.046 1.15 1.00 1.00 1.00 1.00 1.00 1.00 3.04 329.14 3335.00 0.61 15.39 333.50 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.272 0.127 1.25 1.00 1.00 1.00 1.00 1.00 1.00 9.11 987.43 3625.00 1.82 46,17 362.50 +O+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.296 0.138 1.15 1.00 1.00 1.00 1.00 1.00 1.00 9.11 987.43 3335.00 1.82 46.17 333.50 Ti«e'Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: File = W:\2253\ENGINEERING\2253engineering.ec6 k ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver;6.14.1.23 I Licensee; innovative structural engineering, inc. (ise) Wood Beam Lie. #: KW-06008078 Description: Load Combinatton 821 - SHEET S2 - FLUSH BEAM REAR OF DECK Max Stress Rattos Moment Values Shear Values Segment Lengtti Span* M V Cd C FN Ci Cr C m Cf CL M ft) F'b V Iv F'v +D-t{).60W+H 1,00 1.00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.071 0.033 1,60 1,00 1.00 1,00 1,00 1,00 1,00 3,04 329,14 4640,00 0.61 15.39 464.00 +D-K).70E+H 1,00 1.00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Length = 18.0 ft 1 0.071 0,033 1,60 1,00 1,00 1,00 1,00 1,00 1,00 3,04 329,14 4640,00 0.61 15.39 464.00 +D4O.750Lr-tO.750L+O.450W+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.213 0,100 1,60 1,00 1,00 1,00 1,00 1,00 1,00 9,11 987,43 4640,00 1.82 46.17 464.00 +D-K).750L+0.750S+0.450W+H 1.00 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Length = 18.0 ft 1 0.213 0,100 1,60 1.00 1,00 1,00 1,00 1,00 1,00 9,11 987,43 4640.00 1.82 46.17 464.00 +D+0.750L+0.750S+0.5250E+tH 1.00 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.213 0,100 1,60 1.00 1,00 1,00 1,00 1,00 1,00 9,11 987,43 4640.00 1.82 46.17 464.00 -•O.60D+O.60W+O.60H 1.00 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.043 0,020 1,60 1.00 1,00 1,00 1,00 1,00 1,00 1,82 197,49 4640.00 0.36 9.23 464.00 +0.60D-^).70E+0.60H 1.00 1,00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.043 0,020 1,60 1.00 1,00 1,00 1,00 1,00 1,00 1,82 197,49 4640.00 0.36 9.23 464.00 Overall Maximum Deflections • Unfactored Loads Load Combinatton Span Max."-" Defl Location in Span Load Combination Max."+" Defl Locafion in Span D+L Vertical Reactions - Unfactored Load Combinafion 1 0.5244 9.066 Support notation; Far left is *1 0.0000 Values in KIPS 0.000 Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 2.475 0.575 1.800 2.475 2.475 0.675 1.800 2.475 iiUSGS Design Maps Summary Report User-Specified Input Report Title GALICIA WAY Tuo March 1 l, ?0:;'^ ''-/S:?':'. i ' Building Code Reference Document ASCE 7-10 Standard Site Coordinates 33.0849°N, 117.2522°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2nii \\ SOOOm \\ mapquest USGS-Provided Output \ \ % Encinitas Escon< fo ©2014 A M b 1 C A ® MapQuest Ss = 1.049 g S. = 0.405 g SMS SMI 1.134 g 0.647 g SDS = 0.756 g So, = 0.431 g For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference docuiTient. MCER Response Spectrum Design Response Spectrum 0 10 O.W 0.8* 1.00 5 20 1,10 1 «0 1,80 2 00 Period, T (sec) n I 20 0,10 0 SO 0,80 1 00 1.20 1,1© 1 SO 1 80 2.00 Period, T (sec) For PGAM, TL, CRS, and Cs, values, please view the detailed report. Sheet: EQ-ANALYSIS INNOVATIVE 29970 Technology Drive, Suite 212 Date: STRUCTURAL Murrieta, CA 92563 #: [NGItiEERlHG (951) 600-0032, (951) 600-0036 Fax A : Horizontal Earthquake Load Analysis - 2013 California Building Code / ASCE 7-xo Short Period Spectral Response Acceleration, Ss = IS Period Spectral Response Acceleration, Si = So;7 Site Class = Risk Category of Building or Structure = Site Coefficient, Fa = Site Coefficient, Fv = Sms = Fa*Ss = Smi = Fv*Si = Sds = 2/3*Sms = Sda = 2/3*Smi = Seismic Design Category - 1.049 Per USGS- 2008 Data 0.405 Per USGS-2008 Data c Per Geotech Engineer II Table 1.5-1 1.00 Table 11.4-1 1.40 Table 11.4-2 1.05 Equation 11.4-1 0.56 Equation 11.4-2 0.70 Equation 11.4-3 0.38 Equation 11.4-4 D Table 11.6-1 & 2 Building Structure - Seismic Equivalent Lateral Force Procedure - Section 12.8 Impotance Factor, /e = Response Modification Factor, R = C, = X = Approximate Fundamental Period, Ta = C, (hn)'' = Long Period Transition Period, T^ = Average Height of Roof, /j„ = Cs = Sds/(R/le) = Cs = Sdi/Ta{R/le) = Cs = SdiTJTa'(R/le) = Cs = 0.044 Sds le = Cs = o.5Si/(R/le) = Seismic Base Shear, V = Cs W= Redundancy Factor,/? = (Strength Level) 1.of,, =pQe = (ASD Level) o./f^ = pOe = 1.00 Table 1.5-2 6.50 Light Framed Shear Walls Table 12.2-1 0.02 Table 12.8-2 0.75 Table 12.8-2 0.11 s, Equation 12.8-7 12 Figure 22-(i2-i6) 10.00 ft 0.11 Equation 12.8-2 0.52 Equation 12.8-3 MAX;T<TL 54-97 Equation 12.8-4 MAX; T > TL 0.03 Equation 12.8-5 MIN >o.oi 0.03 Equation 12.8-6 MIN;Si>o.6 0.11 W, Equation 12.8-1 1.30 Section 12.3.4.2 0.140 W, Equation 12.4-3 0.098 W, Equation 12.4-3 Sheet: EQ-ANALYSIS INNOVATIVE 29970 Technology Drive, Suite 212 Date: STRUCTURAL Murrieta, CA 92563 #: ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : Horizontal Earthquake Load Analysis - 2013 California Building Code / ASCE 7-10 Vertical Distribution of Seismic Forces - Section 12.8.3 Building Weight Summary - Projected Horizontal Plan Weight Roof Weight = Top Floor Wall Weight = Floor Weight = Mid Floor Wall Weight = 20.0 psf psf (2nd Floor Upper Half) psf psf Roof Weight = Top Floor Wall Weight = Floor Weight = Mid Floor Wall Weight = 10.0 psf psf (2nd Floor Upper Half) psf psf Roof Weight = Top Floor Wall Weight = Floor Weight = Mid Floor Wall Weight = 15.0 psf psf (2nd Floor Upper Half) psf psf Roof Weight = Top Floor Wall Weight = Floor Weight = Mid Floor Wall Weight = 20.0 psf psf (2nd Floor Upper Half) psf psf -Story Building Vertical Distribution of Forces Building info Distribution 1.0 E (Strength) 0.7 E (ASD) Level Wi (psf) hi(ft) Wi hi'' )JWi hi' Fx Fx Fx Fx 1 30.0 10.0 300.0 300.0 0.140 W 4.20 psf 0.098 W 2.94 psf Base 30.0 0.0 0.0 300.0 0.140 W 4.20 psf 0.098 W 2.94 psf k= 1.0 -Story Building Vertical Distribution of Forces Buiiding Info Distribution 1.0 E (Strength) 0.7 E (ASD) Level Wi (psf) hi(ft) Wi hi'' LWi hr Fx Fx Fx Fx 2 30.0 21.0 630.0 630.0 0.090 W 5.84 psf 0.063 W 4.09 psf 1 35.0 10.0 350.0 980.0 0.050 W 3.25 psf 0.035 w 2.27 psf Base 65.0 0.0 0.0 980.0 0.140 W 9.09 psf 0.098 w 6.36 psf k= 1.0 Sheet: W-ANALYSIS INNOVATIVE 29970 Technology Drive, Suite 212 Date: STRUCTURAL Murrieta, CA 92563 #: ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : Wind Load Analysis - 2013 California Building Code / ASCE 7-10 Chapter 27 - All Buildings - Directional Procedure - Residential Building with Sloped Roof Building Risk Category = II Table 1.5-1 Basic Wind Speed, V -110 mph. Fig. 26.5-iA, B, C Building Enclosure Classification = Enclosed Section 26.2 Factor +/- GCpi = 0.18 Table 26.11-1 Building Flexibility = Rigid ni > 1 Hz Gust Factor, G = 0.85 Section 26.9.4 Directionality Factor, Kd = 0.85 Table 26.6-1, MWFRS Exposure Category = C Section 26.7 Topographic Factor, Kzt = 1.0 Section 26.8.2 - FLAT Velocity Pressure Coefficients, Kz, Kh = 0.91 Table 26.6-1, MWFRS Building Width, B = 30.0 ft Building Length, L = 60.0 ft L/B = 2.0 Approximate Roof Area, A = 1800.0 sf Roof Pitch = 1 4 |:12 , 0 = 18.4 degrees /)//.= 0.4 2-Story Building Wind Analysis Level Height (ft) Kz/Kh qz (psf) Ridge Height 24 0.93 24.54 Mean Roof 22 0.91 24.01 2nd Level 19 0.89 2343 1st Level 10 0.85 22.38 Velocity Pressure, qz = o.oo256KzKztKdV2 =qh Pressure on Building By Component (Roof Loads Normal to Roof Surface) Surface Level (ft) Cp qh or q (psf) External Pressure, q(GCp)(psf) Internal Pressure, qh(+/-GCpi) Net Pressure (psf) Surface Level (ft) Cp qh or q (psf) External Pressure, q(GCp)(psf) Internal Pressure, qh(+/-GCpi) + (GCpi) -(GCpi) Windward Roof - (-Cp) 24 -0.44 qh 24.54 -9.21 4-4 -4-79 -13.62 Windward Roof - (+Cp) 24 0.02 qh 2454 0.44 4-4 4.86 -3.98 Leeward Roof 24 -0.57 qh 24.54 -11.86 4-4 -7-45 -16.28 Windward Wall 19 0.8 qz 2343 15-93 4-4 20.35 11.52 Leeward Wall 19 -0.30 qh 24.54 -6.26 4-4 -1.84 -10.67 Windward Wall 10 0.8 qz 22.38 15.22 4-4 19.64 10.80 Leeward Wall 10 -0.30 qh 2454 -6.26 4-4 -1.84 -10.67 Sheet: W-ANALYSIS INNOVATIVE 29970 Technology Drive, Suite 212 Date: STRUCTURAL Murrieta, CA 92563 #: ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : Wind Load Analysis - 2013 California Building Code / ASCE 7-10 Chapter 27 - All Buildings - Directional Procedure - Residential Building with Sloped Roof Wind Loading - Horizontal Components Surface Level (ft) +lnternal -Internal Design (psf) Min. (psf) Surface Level (ft) psf Design (psf) Min. (psf) Windward Roof 24 1-54 -1.26 3.89 8 Leeward Roof 24 -2-35 -5-15 3.89 8 Windward Wall 19 20.35 11.52 22.19 16 Leeward Wall 19 -1.84 -10.67 22.19 16 Windward Wall 10 19.64 10.80 21.48 16 Leeward Wall 10 -1.84 -10.67 21.48 16 WIND LOAD NORMAL TO RIDGE AT SLOPED ROOF Level i.oW (Strength) 0.6W (ASD) 2nd Fir 140 plf 84 plf 1st Fir 207 plf 124 plf Base 347 plf 208 plf WIND 2ND 1ST WIND LOAD NORMAL TO GABLE END Level i.oW (Strength) 0.6W (ASD) 2nd Fir 174 plf 104 plf 1st Fir 207 plf 124 plf Base 381 plf 229 plf WIND ROOT 2ND 1ST 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 1 Date: #: A : WOOD FRAMED SHEAR WALL - 2013 CPC / AF&PA 5DPW5-200a RIGHT OF 2ND FLOOR Total Length of Shear Wall Segmente: Selemic Loa^l Load = 4.09 psf X 4-4 ft X 2,5,5 ft/2 2294 load = 0.00 psf X 0 ft X 0 ft/2 0 load = 0.00 psf X 0 ft X 0 ft/2 0 load = 0.00 psf X 0 ft X 0 ft/2 0 load = 0.00 psf X 0 ft X 0 ft/2 0 load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic load 2294 Ibs Ibs Ibs Ibs Ibs Ibs libs Wln^l Load Load = 104 plf X 25,5 ft /2 1326 load = 0 plf X 0 ft /2 0 load = 0 plf X n fr. /2 0 load -0 plf X 0 ft = 0 Total Wind Load PERFOKATBP WALL ADJUSTMENT FACTOR. Co = | QZ&B] 1526 Ibs Ibs Ibs Ibs libs 15.25 FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-200a Section 4.35.1 LOAD TTPE SEISMIC WIND SHEAR Vu (LB) 2,294 1,326 WIDTH (FT) 15.25 15,25 UNIT SHEAR Vu(PLF) 150 67 Aspect Ratio Check (h/w) Height, h : Width, w : Aspect Ratio : 1.13 ft ft (h/w) ALLOW SHEAR, v.CPLF) 229 321 S.W. TYPE Shear Wall Overtuming Deeign Woret Caee Wall: Height = Width = 19.25 Trlb.Pead Load on Wall Roof: Wall : Floor: 26 ft/2 ft ft/2 Shear Load at Wall = Overturning Moment (O.T.M.) = (0.6-0.14Sp5) Resisting Moment (R.M.) = Net Moment (OTM-RM) = Sps = 10.701 Uplift = Uplift from Shear Wall Above = Total Uplift at End Post = 2294 Ibs 20646 ft-lb 36739 ft-lb -16093 ft-lb -636 Ibs Ibs O -636 Ibs Provide: NO FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM Sht: PW 1 INNOVATIVE 29970 Technology Drive, Suite 212 Date: ~ STRUCTURAL Murrieta, CA 92563 #: ~ ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : ~ PERFORATED SHEAR WALL PER 2010 CBC & AF&PA SDPWS-200a - 4.5.3.5 RIGHT OF 2NP FLOOR / \ CHECK PERFORATED SHEAR WALL CAPACITY: DETERMINE ADJUSTMENT FACTOR. Co h = 9.00 ft 19.25 ft Le = 15.25 ft (Ll + L2 + L3+...Li) Ao = 20.00 ft^ (Al + A2+....Ai) r = 0.67 (1 / (1+(Ao/h*Ls)) Co = 0.86 (r/(3-2r))*Ltotal / Ls 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 2 Data «: A : WOOD FRAMED SHEAR WALL - 2013 C5C / AF&PA SDPWS-200& R1GH1 Selemic Load Load = Load = Load = Load = Load = Load = 4.09 0,00 0.00 0.00 0.00 0.00 psf psf psf psf psf psf 13 ft X ft X ft X ft X ft X ft X 13.5 O Total Length of Shear Wall Segmente: I ft/2 ft/2 ft/ 2 ft/2 ft/ 2 ft 359 0 0 0 0 0 Total Seismic Load 359 Ibs Ibs Ibs Ibs lbs Ibs libs Wind Load 0.50 Load : Load : Load : Load : 104 plf plf plf plf 13.5 ft /2 ft /2 ft /2 ft 351 O O O Total Wind Load =^ PERFORATED WALL ADJUSTMENT FACTOR. Co = \ 0.32! 351 Ibs Ibs Ibs Ibs ]lbs FULL HEIC5HT - Segmented Shear Wall Check per AF&PA SDPWS-2008 Section 4.3.5.1 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 359 351 WIDTH (FT) 6 UNIT SHEAR Vu(fLF) 45 44 Aspect Ratio Check (h/w) Height, h : Width, w : Aspect Ratio : 2.25 ft ft (h/w) ALLOW SHEAR, v.(PLF) 190 299 S.W. TYPE Shear Wall Overturning Deeign Worst Caee Wall: Height: Width = 12 Trib.Pead Load on Wall Roof: Wall : Floor: 13 ft/2 ft ft/2 Shear Load at Wall = Overturning Moment (O.T.M.) = (0.6-0.145DS) Resisting Moment (R.M.) = Net Moment (OTM-RM) = Sp6 =|0.70| Uplift = Uplift from Shear Wall Above = Total Uplift at End Post = 359 Ibs 3231 ft-lb 9576 ft-lb -6347 ft-lb -529 Ibs lbs O -529 Ibs Provide: NO FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM Sht: PW 2 INNOVATIVE 29970 Technology Drive, Suite 212 Date: STRUCTURAL Murrieta, CA 92563 #: ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : - I PERFORATED SHEAR WALL PER 2010 CBC & AF&PA SDPWS"200g - 4.5.3.5 KiGHT OF 5DRM 3 CHECK. PERFORATED SHEAR WALL CAPACITY: DETERMINE ADJUSTMENT FACTOR. Co h = 9.00 ft 12.00 ft Le = 8.00 ft (Ll + L2 + L3+...Li) Ao = 20.00 ft^ (Al + A2+....Ai) r = 0.76 (1 / (l+(Ao/h*L6)) Co = 0.62 (r/(3-2r))*Ltotal / Ls 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 3 Dates #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2003 LEFT OF BOm 3 Total Lenqth of Shear Wall Segmente = Seiemic Load Load = 4.03 psf X 44 ft X 25.5 ft/2 2294 Load = 4.09 psf X 13 ft X 13,5 ft/2 359 Load = 4.09 psf X 16 ft X 12.5 ft/2 409 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load 3062 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load 0.50 • Load = 104 plf X 38 ft /2 988 Load = 0 plf X 0 ft /2 = 0 Load = 0 plf X 0 ft /2 = 0 Load = 0 plf X 0 ft 0 Total Wind Load =| PERFORATED WALL ADJUSTMENT FACTOR. Co = \ tOo] 966 Ibs Ibs Ibs Ibs jjibs 12 FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR. LOAD TYPE Vu (LB) (FT) Vu(PLF) Height, h = 9 ft V. (PLF) S.W. TYPE SEISMIC 3,062 12 255 Width, w = 12 ft 260 6 WIND 988 12 82 Aspect Ratio = 0.75 (h/w) 365 6 Shear Wall Overtuming Design Woret Caee Wall: Shear Load at Wall = 3062 Ibs Height = 9 ft Overturning Moment (O.T.M.) = 27558 ft-!b Width = 12 ft (0.6-0.145ps) Resisting Moment (R.M.) = 9576 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = 17960 ft-lb Roof = 13 ft/ 2 Sp5=[0.70| Uplift = 1496 Ibs Wall = 9 ft Uplift from Shear Wall Above = 0 Ibs Floor = 0 ft/2 Total Uplift at End Post = 1496 Ibs Provide: CS16 FLOOR TO FLOOR STRAP AT BASE OF END POST TO RiM 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 4 Date: #: a: WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2003 4 .EFT OF M. BATH Total Length of Shear Wall Segmente = Selemic Load Load = 4.09 psf X 16 ft X 12.5 ft/2 409 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 O Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load 409 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = 104 plf X 12.5 ft 12 650 Load = 0 plf X 0 ft IZ = 0 Load = 0 plf X 0 ft 0 Load = 0 plf X 0 ft 0 Total Wind Load PERFORATED WALL ADJUSTMENT FACTOR. Co = | i .QQ^ 650 Ibs Ibs Ibs Ibs libs FULL HEIC5HT - Segmented Shear Wali Check per AF&PA SDPWS-2006 Section 4.3.5.1 12 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 409 650 WIDTH (FT) 12 12 UNIT SHEAR Vu(PLF) 34 54 Aspect Ratio Check (h/w) Height, h = Width, w = Aspect Ratio = 12 0.75 ft ft (h/w) ALLOW SHEAR, V. (PLF) 260 365 S.W. TYPE Shear Wall Overturning Deeign Woret Caee Wall: Height = Width = 12 Trib.Dead Load on Wall Roof: Wall: Floor: 6 ft/2 ft ft/2 Shear Load at Wall = Overturning Moment (O.T.M.) = (0.6-0.14Sps) Resisting Moment (R.M.) = Net Moment (OTM-RM) = 5DS = 10.701 Uplift = Uplift from Shear Wall Above = Total Uplift at End Post = 650 Ibs 5850 ft-lb 7771 ft-lb -1921 ft-lb -160 Ibs Ibs O -160 Ibs Provide: NO FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 5 Date: #: A : WOOD FRAMED SHEAR WALL -2015 CBC / AF&PA SDPWS-200a 5 >? F' \K OF M, PpKM Total Lenqth of Shear Wall Segmente = 13.06 1 Seiemic Load 1 •',2t;> Load = 4,09 psf X 25.5 ft X 44 ft/ 2 2294 Ibs Load = 4.09 psf X 12,5 ft X 16 ft/2 409 Ibs Load = 0.00 psf X 0 ft X 0 ft/2 0 Ibs Load = 0.00 psf X 0 ft X 0 ft/2 0 Ibs Load = 0.00 psf X 0 ft X 0 ft/2 0 Ibs Load = 0.00 psf X 0 ft X 0 ft 0 Ibs Total Seiemic load = 2703 |lbs Wind Load | Load = 104 plf X 44 ft /2 2288 Ibs Load = 0 plf X 0 ft /2 0 Ibs Load = 0 plf X 0 ft / 2 = 0 Ibs Load = 0 plf X 0 ft 0 Ibs Total Wind Load =1 2266 PERFORATED WALL ADJUSTMENT FACTOR, Co = | p.^ FULL HEIGHT - Segmented Shear Wall Check per AF&PA 6DPWS-2006 Sectfon 4.35.1 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 2,703 2.268 WIDTH (FT) 13.06 13.08 UNIT SHEAR Vu(fLF) 207 175 Aspect Ratio Check (h/w) Height, h = Width, w = Aspect Ratio = 5.63 1.54 ft ft (h/w) ALLOW SHEAR, V, (PLF) 252 354 S.W. TYPE 6 Shear Wall Overturning Deeign Woret Caee Wall: Height = Width = 15.25 Trib.Dead Load on Wall Roof: Wall: Floor: 10 ft/2 ft ft/2 Shear Load at Wall : Overturning Moment (O.T.M.) (0.6-0.145ps) Resisting Moment (R.M.) Net Moment (OTM-RM) Sps=|0.70" 2703 Uplift = Uplift from Shear Wall Above = Total Uplift at End Post = Ibs 24327 ft-lb 13716 ft-lb 10609 ft-lb 696 Ibs Ibs O 696 Ibs Provide: CS16 FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM Sht: PW 5 INNOVATIVE 29970 Technology Drive, Suite 212 Date: - STRUCTURAL Murrieta, CA 92563 #: ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : ~ PERFORATED SHEAR WALL PER 2010 CBC & AF&PA SDPWS-200a - 4.5.5.5 f?EAR OF M. fc;)pRM \ / A CHECK. PERFORATED SHEAR WALL CAPACITY: DETERMINE ADJUSTMENT FACTOR, Co h = 9.00 ft Ltotal = 15.25 ft Le = 13.06 ft (Ll + L2+L3+...Li) Ao = 8.00 ft^ (A1 + A2+....Ai) r = 0.94 (1 / (1+(Ao/h*Ls)) Co = 0.97 (r/(3-2r))*Ltotal / Ls 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 6 Datet #: : WOOD FRAMED SHEAR WALL -2015 CBC / AF&PA SDPWS-200e 6 FRC NT OF c A. 5ATH Total Lenqth of Shear Wall Segmente = 6 1 Seiemic Load 1 -t Load = 4.09 psf X 12.5 ft X 16 ft/2 409 lbs 4 Load = 0.00 psf X 0 ft X 0 ft/2 0 Ibs Load = 0.00 psf X 0 ft X 0 ft/2 0 Ibs Load = 0.00 psf X 0 ft X 0 ft/2 0 Ibs Load = 0.00 psf X 0 ft X 0 ft/2 0 Ibs Load = 0.00 psf X 0 ft X 0 ft 0 Ibs Total Seismic Load =j 409 |lbs 1 Wind Load 1 0.50 * Load = 104 plf X 16 ft /2 416 Ibs Load = 0 plf X 0 ft /2 0 Ibs Load = 0 plf X 0 ft /2 0 Ibs Load = 0 plf X 0 ft 0 Ibs Total Wind Load : PERFORATED WALL ADJUSTMENT FACTOR. Co = | 0.94] 416 libs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPW©-2008 Section 4.35.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LB) (FT) Vu(PLF) Height, h = 9 ft v. (PLF) S.W. TYPE SEISMIC 409 8 51 Width, w = 4 ft 217 6 WIND 416 8 52 Aspect Ratio = 2.25 (h/w) 343 6 Shear Wall Overturning Deeign Woret Caee Wall: Shear Load at Wall = 416 Ibs Height = 9 ft Overturning Moment (O.T.M.) = 3744 ft-lb Width = 10 ft (0.6-ai45[,s) Resisting Moment (R.M.) = 4695 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = -1151 ft-lb Roof = 6 ft/2 Sps=|0.70 Uplift = -115 Ibs Wal! = 9 ft Uplift from Shear Wa II Above = 0 Ibs Floor -0 ft/2 Total Uplift at End Post = -115 Ibs Frovlde: NO FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM Sht: PW 6 INNOVATIVE 29970 Technology Drive, Suite 212 Date: ~ STRUCTURAL Murrieta, CA 92563 #: ~ ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : PERFORATED SHEAR WALL PER 2010 CBC & AF&PA SDPWS-200a - 4.5.5.5 6 FRONT OF M. BATH CHECK. PERFORATED SHEAR WALL CAPACITY: DETERMINE ADJUSTMENT FACTOR. Co h = 9.00 ft l-tot»l = 10.00 ft Le = 8.00 ft (Ll + L2 + L3+...Li) Ao = 8.00 ft^ (Al + A2+....Ai) r = 0.90 (1 / (l+(Ao/h*Ls)) Co = 0.94 (r/(3-2r))*Ltotal / Ls 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 7 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2003 OF wm 3 Selemic Load Total Lenqth of Shear Wall Segments: ] Load = 4.09 psf X 25.5 ft X 44 ft/2 2294 Load = 4.09 psf X 1v3 5 ft X ft/2 359 Load = 0.00 psf X n ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load 2653 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = 104 plf X 57 ft /2 = 2964 Load = 0 plf X 0 ft /2 = 0 Load = 0 plf X 0 ft /2 = 0 Load = 0 plf X 0 ft = 0 Total Wind Load : PERFORATED WALL ADJUSTMENT FACTOR. Co = \ ioo\ 2964 Ibs Ibs Ibs Ibs Ibs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.5!gr 6 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR. LOAD TYPE Vu (LB) (FT) Vu(PLF) Height, h = 9 ft v.(PLF) S.W. TYPE SEISMIC 2,653 6 332 Width, w = 6 ft 350 4 WIND 2,964 8 371 Aspect Ratio = 1.13 (h/w) 532 4 Shear Wall Overturning Design Woret Case Wall: Shear Load at Wall = 2964 Ibs Height = 9 ft Overturning Moment (O.T.M.) = 26676 ft-lb Width = 8 ft (0,6-0,145DS) Resisting Moment (R.M.) = 3454 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = 23222 ft-lb Roof = 8 ft/2 Sps=|0.70 Uplift = 2903 Ibs Wall = 9 ft Uplift from Shear Wall Above = 0 Ibs Floor = 0 ft/2 Total Uplift at End Post = 2903 Ibs Provide: 2-CS16 FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 6 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-200& FRONT OF wm Total Lenqth of Shear Wall Segments = Selemic Load Load = 4.09 psf X 13.5 ft X 13 ft/2 359 Load = 0,00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load 359 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = 104 plf X 13 ft 12 676 Load = 0 plf X 0 ft 12 0 Load = 0 plf X 0 ft IZ = 0 Load = 0 plf X 0 ft = 0 Total Wind Load =1 Ibs Ibs Ibs Ibs libs PERFORATED WALL ADJUSTMENT FACTOR. Co = | 0.75] FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.35.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR. LOAD TYPE Vu (LB) (FT) Vu(PLF) Height, h = 9 ft V. (PLF) S.W. TYPE SEISMIC 359 8 45 Width, w = 4 ft 173 6 WIND 676 8 65 Aspect Ratio = 2.25 (h/w) 274 6 Shear Wall Overturning Deeign Worst Case Wall: Shear Load at Wall = 676 Ibs Height = 9 ft Overturning Moment (O.T.M.) = 6084 ft-lb Width = 13.5 ft (0.6-0.145ps) Resisting Moment (R.M.) = 8005 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = -1921 ft-lb Roof = 4 ft/2 5p&=|0-70| Uplift = -142 Ibs Wall = 9 ft Uplift from Shear Wall Above = 0 Ibs Floor = 0 ft/ 2 Total Uplift at End Post = -142 Ibs Provide: NO FLOOR TO FLOOR STRAP AT BASE OF END POST TO RIM Sht: PW 8 INNOVATIVE 29970 Technology Drive, Suite 212 Date: STRUCTURAL Murrieta, CA 92563 #: ENGINEERING (951) 600-0032, (951) 600-0036 Fax A : - I PERFORATED SHEAR WALL PER 2010 CBC & AF&PA SDPWS-200g - 4.5.5.5 FRONT OF mMM 5 CHECK. PERFORATED SHEAR WALL CAPACITY: DETERMINE ADJUSTMENT FACTOR. Co h = 9.00 ft Uotsl = 13.50 ft Le = 8.00 ft (Ll + L2 + L3+...Li) Ao = 30.00 ft^ (Al + A2+....Ai) r = 0.71 (l/(1+(Ao/h'Ls)) Co = 0.75 (r/(3-2r))*Ltotal / Ls 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 9 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-200a 9 RiGHT OF 1ST FLOOR Selemic Load Load = Load = Load = Load = Load = Load = 4.09 4.09 0.00 0.00 0.00 psf psf psf psf psf psf 44- 13.i 64 O ft X ft X ft X ft X ft X ft X Zo.'o 13 Total Lenqth of Shear Wall Segments; I ft/2 ft/2 ft/2 ft/2 ft/2 ft 2294 359 1453 O O O Total Seismic Load : 4106 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = Load = Load = Load = 104 124 plf plf plf plf 25.5 16 PERFORATED WALL ADJUSTMENT FACTOR. Co = FULL HEIGHT - Segmented Shear Wal! Check per AF&PA SDPWS-2006 Section 4.3.5.1 ft /2 ft / 2 ft / 2 ft Total Wind Load : I 1.00 I 1326 992 0 O [ 2316 Ibs Ibs Ibs Ibs libs 16 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 4,106 2.318 WIDTH (FT) 16 16 UNIT SHEAR Vu(PLF) 257 145 Aspect Ratio Check (h/w) Height, h : Width, IV : Aspect Ratio : 9 1.13 ft ft (h/w) ALLOW SHEAR, V. (PLF) 260 365 S.W. TYPE Shear Wail Overturning Design Woret Caee Wall: Height : Width = 8 Trib.Dead Load on Wall Roof: Wall : Floor : O O ft/2 ft ft/2 2053 Shear Load at Wall: Overturning Moment (O.T.M.) = 16478 (0.6-0.14Spj,) Resisting Moment (R.M.) = 2169 Net Moment (OTM-RM) = 16309 Sps =|0.70| Uplift = 2039 Uplift from Shear Wali Above = Total Uplift at End Post = O 2039 Ibs ft-lb ft-lb ft-lb Ibs Ibs Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTr4 INNOVAIIVE STRiinTllRAl, 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 10 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-200ft 10 i,EFT OF HALLWA'i Selemic Load Load = Load = Load = Load = Load = Load = 2.27 2.27 0.00 0.00 0.00 0.00 psf psf psf psf psf psf 16 ft X ft X ft X ft X ft X ft X 38 18 0 Total Length of Shear Wall Segmente: 1 ft/2 ft/2 ft/2 ft/2 ft/2 ft 690 572 0 O O 0 Total Seismic Load 1262 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = Load = Load = Load = 124 plf plf plf plf 38 ft IZ ft 12 ft 12 ft Total Wind load PERFORATED WALL ADJUSTMENT FACTOR. Co = | I.QQ] [ 2356 Ibs 0 Ibs 0 Ibs 0 Ibs libs 2356 FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.35.1 6 SHEAR WIDTH UNIT SHEAR Aspect Rat 0 Check (h/w) ALLOW SHEAR. LOAD TYPE Vu (LB) (FT) Vu(PLF) Height, h = 9 ft V. (PLF) S.W. TYPE SEISMIC 1,262 8 158 Width, w = 6 ft 260 6 WIND 2,356 8 295 Aspect Ratio = 1.13 (h/w) 365 6 Shear Wall Overtuming Deeign Worst Case Wall: Shear Load at Wall = 2356 Ibs Height = 9 ft Overturning Moment (O.T.M.) = 21204 ft-lb Width = 8 ft (0.6-0.145o5) Resisting Moment (R.M.) = 2169 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = 19035 ft-lb Roof = 0 ft/2 Sp5=|0.70 Uplift = 2379 Ibs Wall = 9 ft Uplift from Shear Wall Above = 0 Ibs Floor = 0 ft/2 Total Uplift at End Post = 2379 Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTr4 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 11 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 LF-FT OF 2-CAR GARAGE Total Length of Shear Wall Segments = Selemic Load Load = 4.09 psf X 44 ft X 25,5 ft/2 2294 Load = 4.09 psf X 13 ft X 13.5 ft/2 359 Load = 4.09 psf X 16 ft X 12.5 ft/2 409 Load = 2.27 psf X 20 ft X 21.5 ft/2 486 Load = 2.94 psf X 27 ft X 12.5 ft/2 496 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load = 4047 Ibs Ibs Ibs Ibs Ibs lbs libs Wind Load Load -104 plf X 38 ft IZ = 1976 load -104 plf X 12.5 ft IZ 650 load -124 plf X 26 ft IZ = 1612 load -0 plf X 0 ft = 0 Total Wind Load : PERFORATED WALL ADJUSTMENT FACTOR. Co = | \Eo\ 4236 Ibs Ibs Ibs Ibs Ibs FULL HEiGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.3.5.1 12 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LB) (FT) v„(PLF) Height, h = 9 ft v.(PLF) S.W. TYPE SEISMIC 4,047 12 337 Width, w = 12 ft 350 4 WIND 4,238 12 353 Aspect Ratio = 0.75 (h/w) 365 6 Shear Wall Overtuming Deeign Woret Caee Wall: Shear Load at Wall = 4238 Ibs Height = 9 ft Overturning Moment (O.T.M.) = 38142 ft-lb Width = 12 ft (0.6-0.145DS) Resisting Moment (R.M.) = 4879 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = 33263 ft-lb Roof = 0 ft/2 SD5=|0.70 Uplift = 2772 Ibs Wall = 9 ft Uplift from Shear Wall Above = 1498 Ibs Floor = 0 ft/2 Total Uplift at End Post = 4270 Ibs Provide: HTT4 HOLDOWN TO CONCRETE AT BASE OF END POST 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Shu W 12 Datet #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 12 LEFT OF DiNiNG ROOM Total Length of Shear Wall Segmente: Selemic Load Load = 2.69 psf X 27 ft X 12.5 ft/2 488 Load = 0.00 psf X Q ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load ; 466 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = 104 plf X 12.5 ft 12 = 650 Load = 0 plf X 0 ft 12 = 0 Load = 0 plf X 0 ft IZ 0 Load = 0 plf X 0 ft 0 Total Wind Load : PERFORATED WALL ADJUSTMENT FACTOR, Co = | top] 650 Ibs Ibs Ibs Ibs jibs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-a306 Section 4.35.1 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 488 650 WIDTH (FT) 6 6 UNIT SHEAR Vu(RLF) 81 108 Aspect Ratio Check (h/w) Height, h = Width, w = Aspect Ratio = 1.50 ft ft (h/w) ALLOW SHEAR, v.(PLF) 260 365 S.W. TYPE 6 Shear Wall Overtuming Deeign Woret Caee Wall: Height = Width = Trib.Dead Load on Wall Roof: Wall: Floor : O ft/2 ft ft/2 Shear Load at Wall = Overturning Moment (O.T.M.) = (0.6-0.145DS) Resisting Moment (R.M.) = Net Moment (OTM-RM) = SD6 =|O.7O| Uplift = Uplift from Shear Wall Above = Total Uplift at End Post = 650 5850 1220 4630 772 0 772 Ibs ft-lb ft-lb ft-lb Ibs Ibs Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTr4 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 13 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 LEFT OF FAK4iLY ROOM Total Length of Shear Wall Segments = Selemic Load Load = 4.09 psf X 16 ft X 12.5 ft/2 409 Load = 2.27 psf X 16 ft X 20 ft/2 363 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/ 2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load 772 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load -XOA plf X 12.5 ft 12 = 650 load = 124 plf X 20 ft 12 = 1240 load = 0 plf X 0 ft 12 = 0 load = n plf X O ft 0 Total Wind Load =| PERFORATED WALL ADJUSTMENT FACTOR. Co = | tool 1690 Ibs Ibs Ibs Ibs jibs 3.75 FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.35.1 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 772 1,890 WIDTH (FT) 3.75 3.75 UNIT SHEAR Vu(PLF) 206 504 Aspect Ratio Check (h/w) Height, h = Width, w = Aspect Ratio = 1.50 ft ft (h/w) ALLOW SHEAR, V. (PLF) 260 532 S.W. TYPE 6 Shear Wall Overtuming Design Worst Caee Wall: Height: Width = 3.75 Trib.Dead Load on Wall Roof: Wall: Floor: 8 ft/2 ft ft/2 Shear Load at Wall = Overturning Moment (O.T.M.) = (0.6-0.145ps) Resisting Moment (R.M.) = Net Moment (OTM-RM) = Sps =|0.70| Uplift = Uplift from Shear Wall Above = Total Uplift at End Post = 1890 17010 759 16251 4334 O 4334 Ibs ft-lb ft-lb ft.-lb Ibs Ibs Ibs Provide: HTT4 HOLDOWN TO CONCRETE AT BASE OF END POST INNOVATIVE ENniNEFRING 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 14 Date: #: A : WOOD FRAMED SHEAR WALL - 2013 CBC / AF&PA 5DPW5-2006 14 REAR OF 1ST FLOOR Total Length of Shear Wall Segments = Seismic Load 1 Load = 4.09 psf X 25.5 ft X 44 ft/2 2294 Load = 4.09 psf X 12.5 ft X 16 ft/2 409 Load = 2.27 psf X 38 ft X 16 ft/2 690 Load = 2.27 psf X 20 ft X 10 ft/2 227 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Total Seismic Load = 3621 Ibs Ibs Ibs Ibs Ibs Ibs jibs Wind Load Load = 104 plf X 44 ft /2 2288 Ibs Load = 124 plf X 16 ft /2 992 Ibs 0.50 * Load = 124 plf X 10 ft /2 510 Ibs Load = 0 plf X 0 ft 0 Ibs Total Wind load =[ 3590 libs FULL HEiGHT - Segmented Shear Wal! Check per AF&PA SDPW5-2006 Section 4.3.5.1 10 SHEAR WIDTH UNiT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR. LOAD TYPE Vu (LB) (FT) Vu(F'LF) Height, h = 9 ft V. (PLF) S.W. TYPE SEISMIC 3,621 10 362 Width, w = 4 ft 436 3 WIND 3,590 10 359 Aspect Ratio = 2.25 (h/w) 565 6 Shear Wall Overturning Design Woret Case Wall: Shear Load at Wall = 1448 Ibs Height = 9 ft Overturning Moment (O.T.M.) = 13034 ft-lb Width = 4 ft (0.6-0.14Sos) Resisting Moment (R.M.) = 1024 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = 12010 ft-lb Roof = 0 ft/2 Sng =|o.70 Uplift = 3002 Ibs Wall = 9 ft Uplift from Shear Wall Above = 0 Ibs Floor = 16 ft/2 Total Uplift at End Post = 3002 Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTT4 INNOVATIVf STRUCTURAI INGIfiHfilNC 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 15 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 FRONT OF FAMILY ROOM Total Length of Shear Wall Segments = Seiemic Load Load = 4.09 psf X 12,5 ft X 16 ft/2 409 Load = 2.27 psf X 38 ft X 16 ft/ 2 690 Load = 2.27 psf X 18 ft X 28 ft/2 572 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft/2 0 Load = 0.00 psf X 0 ft X 0 ft 0 Totai Seismic Load : 1671 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = 104 plf X 44 ft IZ = 2288 Load = 124 plf X 16 ft IZ = 992 Load = 0 plf X 0 ft-IZ 0 Load = 0 plf X 0 ft = 0 Total Wind Load : PERFORATED WALL ADJUSTMENT FACTOR. Co = | i.QQ] 3260 Ibs Ibs Ibs Ibs Ibs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPVi^-2006 Section 4.35.1 6 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 1,671 3,260 WIDTH (FT) 8 UNIT SHEAR v„(PLP) 209 410 Aspect Ratio Check (h/w) Height, h = Width, w = Aspect Ratio = 8 1.13 ft ft (h/w) ALLOW SHEAR, v.(PLF) 260 532 S.W. TYPE 6 Shear Wall Overtuming Deeign Woret Caee Wall: Height: Width = 8 Trib.Dead Load on Wall Roof: Wall : Floor : 0 27 ft/2 ft ft/2 3280 Shear Load at Wall : Overturning Moment (O.T.M.) = 29520 (0.6-0.14SDS) Resisting Moment (R.M.) = 5422 Net Moment (OTM-RM) = 24098 SDS =|O.7O| Uplift = Uplift from Shear Wall Above = Total Uplift at End Post = 3012 O 3012 Ibs ft-lb ft-lb ft-lb Ibs Ibs Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTT4 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 16 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 16 REAR OF VimZG ROOM Total Length of Shear Waii Segments -. Seismic Load load = load = load = load = Load = Load = 2.94 0.00 0.00 0.00 0.00 0.00 psf psf psf psf psf psf ft X ft X ft X ft X ft X ft X 27 0 ft/2 ft/2 ft/2 ft/2 ft/2 ft 496 O O O O 0 Total Seismic Load 496 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load 0.60 Load = Load = Load = Load = 104 plf plf plf plf PERFORATED WALL ADJUSTMENT FACTOR. Co = ft /2 ft /2 ft /2 ft Total Wind Load : I 1.00 I 842 0 0 O 642 Ibs Ibs Ibs Ibs ]lbs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.3.5.1 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 496 842 WIDTH (FT) UNIT SHEAR Vu(PLF) 124 211 Aspect Ratio Check (h/w) Height, h : Width, w : Aspect Ratio : 2.25 ft ft (h/w) ALLOW SHEAR, V. (PLF) 231 365 S.W. TYPE Shear Wall Overturning Deeign Woret Case Wall: Height = Width = Trib.Dead Load on Wall Roof: Wall: Floor : o o ft/2 ft ft/2 842 Shear Load at Wall : Overturning Moment (O.T.M.) = 7562 (0.6-0.14Sps) Resisting Moment (R.M.) = 542 Net Moment (OTM-RM) = 7039 Sp5 = 10.701 Uplift = 1760 Uplift from Shear Wall Above = Total Uplift at End Post = O 1760 Ibs ft-lb ft-lb ft-lb Ibs Ibs Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTT4 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 17 Data #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 17 FRONT OF LIVING ROOM Totai Length of Shear Wall Segments = Seismic Load Load = Load = Load = Load = Load = Load = ;.94 0.00 0.00 0.00 0.00 0.00 psf psf psf psf psf psf 12.5 ft X ft X ft X ft X ft X ft X 27 ft/2 ft/2 ft/2 ft/2 ft/2 ft 496 0 0 0 0 0 Total Seismic Load : 496 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Wind Load Load = Load = Load = Load = 104 plf plf plf plf 27 PERFORATED WALL ADJUSTMENT FACTOR. Co = ft /2 ft /2 ft /2 ft Total Wind Load : I 1.00 I 1404 0 0 0 [ 1404 Ibs Ibs Ibs Ibs jibs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.35IT LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 496 1,404 WIDTH (FT) UNIT SHEAR Vu(PLF) 124 351 Aspect Ratio Check (h/w) Height, h = Width, w = Aspect Ratio = 9 2.25 ft ft (h/w) ALLOW SHEAR, v.(PLF) 231 365 S.W. TYPE 6 Shear Wall Overturning Deeign Worst Case Wall: Height = Width - Trib.Dead Load on Wall Roof: Wall: Floor: O 0 ft/2 ft ft/2 1404 Shear Load at Wall = Overturning Moment (O.T.M.) = 12636 (0.6-0.145ps) Resisting Moment (R.M.) = 542 Net Moment (OTM-RM) = 12094 Sps =|0.70| Uplift = 3023 Uplift from Shear Wall Above : Total Uplift at End Post: 0 3023 lbs ft-lb ft-lb ft-lb Ibs Ibs Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTr4 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 16 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 IS REAR OF GARAGE Seismic Load load = load = Load = Load = Load = Load = 4.09 4.09 2,27 2.27 0.00 0.00 psf psf psf psf psf psf 25.5 18 ft X ft X ft X ft X ft X ft X 44 13 Total Length of Shear Wall Segments = I ft/2 ft/2 ft/2 ft/2 ft/2 ft 2294 359 572 488 O O Total Seismic Load = 3713 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load : Load : Load : Load : 104 124 plf plf plf plf 57 48 ft IZ ft 12 ft 12 ft 2964 2976 0 0 Total Wind Load =^ PERFORATED WALL ADJUSTMENT f ACTOR. Co = | ],ooJ 5940 Ibe lbs Ibe Ibs Ibs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPWS-2006 Section 4.35.1 12 LOAD TYPE SEISMIC WIND SHEAR Vu (LB) 3,713 5,940 WIDTH (FT) 12 12 UNIT SHEAR Vu(PLF) 309 495 Aspect Ratio Check (h/w) Height, h : Width, w : Aspect Ratio : 12 0.75 ft ft (h/w) ALLOW SHEAR, v.(PLF) 350 532 S.W. TYPE Shear Wall Overturning Desiqn Worst Case WaiV. Heiqht = Width = 12 Trib.Dead Load on Wall Roof: Wall: Floor : o 30 ft/ 2 ft ft/2 5940 Shear Load at Wall = Overturning Moment (O.T.M.) = 53460 (0.6-0.145DS) Resisting Moment (R.M.) = 13012 Net Moment (OTM-RM) = 40448 Sps=|0-70| Uplift = 3371 Uplift from Shear Wall Above = Total Uplift at End Post = 0 3371 Ibs ft-lb ft-lb ft-lb Ibs Ibs Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTT4 29970 Technology Drive, Suite 212 Murrieta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht: W 19 Date: #: A : WOOD FRAMED SHEAR WALL - 2015 CBC / AF&PA SDPWS-2006 FRONT OF GARAGE Seismic Load Load = Load = Load = Load = Load = Load = 4.09 2.27 0.00 0.00 0.00 0.00 psf psf psf psf psf psf 13.E ft X ft X ft X ft X ft X ft X Total Length of Shear Wall Segments: I ft/2 ft/2 ft/2 ft/2 ft/2 ft 359 486 0 0 0 O Total Seismic Load = 847 Ibs Ibs Ibs Ibs Ibs Ibs libs Wind Load Load = Load = Load = Load = 104 124 plf plf plf plf 13 ^1.5 ft 12 ft IZ ft IZ ft 676 1333 0 0 Total Wind Load PERFORATED WALL ADJUSTMENT FACTOR. Co = j I.QQ] C 2009 Ibs Ibs Ibs Ibs ]lbs FULL HEIGHT - Segmented Shear Wall Check per AF&PA SDPV\i©-2006 Section 4.3.5.1 4.5 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR. LOAD TYPE Vu (LB) (FT) vJPLF) Height, h = 7 ft V. (PLF) S.W. TYPE SEISMIC 647 4.5 188 Width, w = 2.25 ft 225 4 WIND 2,009 4.5 446 Aspect Ratio = 3.11 (h/w) 532 4 Shear Wall Overturning Design Woret Case Wall: Shear Load at Wall = 1005 Ibs Height = 7 ft Overturning Moment (O.T.M.) = 7032 ft-lb Width = 2.25 ft (0.6-0.14SDS) Resisting Moment (R.M.) = 133 ft-lb Trib.Dead Load on Wall Net Moment (OTM-RM) = 6898 ft-lb Roof = 0 ft/2 S&&=|0.70| Uplift = 3066 Ibs Wall = 7 ft Uplift from Shear Wall Above = 0 Ibs Floor = 0 ft/2 Total Uplift at End Post = 3066 Ibs Provide: STHD14 HOLDOWN TO CONCRETE AT BASE OF END POST ALT: HTr4 Sht: F 1 INfjOVAIIVE 29970 Technology Drive, Suite 212 Date: STRUCTURAL Murrieta, CA 92563 #: (NGIfHIRING (951) 600-0032, (951) 600-0036 Fax A : Conventional Fou notation Analysis {Design Values: j Allowable Soil Bearing Preeeure (pef) Soils Report by: 2000- iva need GEOtecM n ica 1 So I utio ns [Cont. Garage Footinq Design: 1 Recjuired Footing Width 1- Story Footinq: 2- Story footinq: 12 1266 / ( 2000 - 50 ) = 0.65 ft ' X I 12 I" wl Steel Reinforcing Per Plans ( [ 18 I" wl Steel Reinforcing Per Plans [Allowable Point Load at Footinq: \ P max = S.B.P. X S X Width /144 5 = 2 X {Depth + Slab Thick) + Post Width (3.5in min post width used) P max at 1-Story = 7250 Ib P max at 2-Story = 11563 Ib Pad Design: Ae Needed Fl 24 " Sc[. X 18 " Dp. Pad Footing wl (3) #4 BOT EA WAY Pmax = 8000 LB F2 30 " S(\. X 18 " Dp. Pad Footing wl (4) #4 BOT. EA WAY Pmax = 12500 LB Fl 36 " Sq. X 18 " Dp. Pad Footing wl (5) #4 BOT. EA WAY Pmax = 18000 LB F4 42 " Sc\. X 18 " Dp. Pad Footing wl (6) #4 BOT. EA WAY Pmax = 24500 LB F5 48 " Sc\. X 18 " Dp. Pad Footing wl (6) #4 BOT. EA WAY Pmax = 32000 LB Buildmg Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760)347-0202 hi Galicia Way Newpointe Communities, Inc 03/26/2014 20-00-00 •••APPROVEO"* The attached ehop construction A«><w9»oriiMrtara*BpMC»fte«ttoi»«W(»jy contract documents for thie prqect as prepared by Innovwtlve Stnetarj) Eng\neaUi§, Inc. (I5E). The check was perforni<!dfor4enerrfconformaiK»tethe«lesl0newiceptrfth» project structural contract documents. Iht Cotttractor i» reafwnsIHe for eonfirmlng anA correcting ai! quantities and dimenelone. adecting fabricator, proceeeea and teChnhyM* of corgtruction, coordinating their work wfth aH other trades, and performina thofrwodr in a safe and satisfactory manner. The structural '-t-]-^j rf trrmr ntirwii In tlwwi uhnf drawings are the sole responsibUity of the contractor's englne«r. not ISE. INNOVATIVE STRUCTURAL EM(5INEERIN<?. INC. (ISE) Shawn Lothrop, PE - Califomia CMI (C66069) J2a£e 0 E 3 J3 O 0 '5 CQ o o o a: (U c D) (A) <D Q CO ro o ro CD <D E ro o 0) c 0) O o IO o LO CN CO (D ro Q w w 0) •D o o CM O) < o a z CM CO CO CO CO I o CD 1^ Roof Layout ^ 01 C a; s 5.1 This is a truss placement diagram only. These tmsses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility ofthe building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 583 D'Onifrio Drive Madison, WI 53179 MITek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Lot_238_Galicia Way Fax 916/676-1909 Galicia The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41648909 thru R41648943 My license renewal date for the state of Califomia is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. March 25,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI I. Job Truss Truss Type Qty Ply Galicia_ R4164S909 1.0T_238_GALICIA_WAY_ AOf Hip 1 o e. Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 ruliJek Industries, Inc. Tue Mar 25 10:02:31 2014 Pagel ID;mvnxEa2AF9Cspnvy70EdnzXf3A-wpRTPYTSiQI5dOXbFG6FBxS9f2QEFOUpCUsjptlzXOxM 17-6-0 I 20-9-13 X 25-6-0 27-0-0 i Scale = 1:46.1 .5-11-n 4-.5-fi 4-g-O Plate Offsets (X,Y): [1:0-11-8,0-1-01, [7:0-11-8,0-1-01,110:0-3-0,0-3-81,111:0-5-0,0-4-121 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.33 BC 0.78 WB 0.40 (Matrlx-M) DEFL in (loc) l/defl L/d Vert(LL) -0.29 11-12 >999 240 Vert(TL) -0.62 11-12 >493 180 HorzCTL) 0.12 7 n/a n/a PLATES MT20 GRIP 220/195 Weight; 248 Ib FT = 20% LUMBER TOPCHORD 2x4DFNo.1&BtrG BOT CHORD 2x6 DFSS WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood slieathing directly applied or 4-2-15 oc purlins, except 2-0-0 oc puriins (4-3-8 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 =2178/Mechanical, 7=2258/0-3-8 (min. 0-1-12) Max Horz1=-38(LC 5) Max Uplifl1=-201(LC 4), 7=-253(LC 5) Max Grav 1=3264(LC 28), 7=3265(LC 35) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-9947/610, 2-3=-10031/608, 3-4-10303/559, 4-5—10188/557, 5-6-9688/591, 6-7=-9596/591 BOT CHORD 1-12—558/9395, 11-12=-478/8632, 10-11-536/10348, 9-10=-458/8420, 7-9=-508/9057 WEBS 2-12-149/273, 3-12—93/1600, 3-11 —58/2474, 4-11 —323/73, 4-10=-452/63, 5-10=-51/2593, 5-9=-76/1421, 6-9=-137/291 NOTES 1) 2-ply truss to be connected together with IOd (0.131"x3") nails asfoltows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 5) Provide adequate drainage to prevent water ponding. 6) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will frt between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied tor the green lumber members. 9) Refer to girder{s) for trass to trass connecfions. 10) Provide mechanical connection (by others) of trass to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1 =201, 7=253. 11) This trass is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 12) This trass has been designed for a moving concentrated load of 250.01b live and 5.01b dead tocated at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ^,n^liniiiiri„f;in,„nMfiiA. March 25,2014 A ^mmm • v^tiff de^a psfBinQ sad Rm miEs QH WIS m im.m£D mrEKmEREm M5£ mi- im «%. i/is/iou BSfmm Design valid for use only with MiTek connectors. This design is based only upon parameters shovi/n, and is for an individual building componeni. Applicability of design parameters and proper incorporation of componeni is responsibility of building designer - not truss designer. Bracing shov^^n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional pemianent bracing of the overall structure is the responsibility of the building designer. For general guidance regording fabrication, quality controi, storage, delivery, erection and bracing, consult ANSl/TPM Quality Criteria. DSB-8V and BCSI BuHding Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Toiss Truss Type Qty Ply Galicia_ R41648909 LOT_238_GALICIA_WAY_ AOI Hip 1 O £. Job Reference (optional) BMC, Indio, CA - 92203 7.430 sJul252013 MiTek Industries, Inc. Tue Mar 25 10:02:31 2014 Page 2 ID:mvnxEa2AF9Cspnvy70EclnzXf3A-wpRTPYTSiQI5dOXbFG6FBxS9f2QEFOUpCUsjphzXOxM NOTES 14) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated load(s) 134 Ib down and 70 lb up at 8-0-0, and 90 Ib down and 105 lb up at 17-6-0 on top chord, and 1746 Ib down and 130 Ib up at 8-0-0, 300 Ib down at 9-5-4, 300 Ib down at 11-5-4, 300 Ib down at 13-5-4, and 300 Ib down at 15-5-4, and 1719 Ib down and 121 Ib up at 17-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 5-8=-68, 1-7=-20 Concentrated Loads (Ib) Vert: 3—134(B) 5=-90(B) 19—860(B) 20-53(8) 21—53(B) 23=-53(B) 24=-53{B) 25=-798(B) A Vm&m -Veriff ies^iipfasiefen 3»i MAS Kim ON THIS AND IfKlimEB «I7EfCR£F£R£NaEM5£«rrj473ras i/»/ieM iffOKf L«£ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and prOfDer incorporation of componeni is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temp>orarv bracing to insure stability during construction is the responsibillity of the erector. Additional permanenl bracing of fhe overall structure is fhe responsibilify of fhe building designer. For general guidance regarding fabrication, quality confrol, storage, delivery, erection and bracing, consult ANSi/TPil Quality Criteria, DSB-89 and BCSi tuilding Component Safely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. 1?S©irtIwm t%i« 1^krmbef i*ip«c!fs«d, (he dietifrr «aIties af« thena fcffeetlve S&/fli/2Qi3 ti^-AiSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Galicia_ LOT_238_GALlClA_WAY_ A02 Hip 1 1 Job Reference (optional) R4164S910 Indio, CA • 92203 I 6;.5rJ_ 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:02:33 2014 Page 1 ID:nlvnxEa2AF9Cspnvy70EclnzXf3A-sBYDqEVjE1Ypsih_Mh8jGMYWIr6ZjL35foLquazXOxK 20-0-15 , 25-6-0 I 27-0-0 -+-4-6-15 5-5-1 1-6-0 Scale = 1:46.2 4.00 (l2~ Plale Offsets (X.Y): [1:0-1-1,Edge], [6:0-1-1,Edge), [9:0-3-0,0-3^1 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012n"PI2007 CSI TC 0.32 BC 0.79 WB 0.20 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.16 1-10 >999 240 VertfTL) -0.44 8-9 >695 180 Horz(TL) 0.12 6 n/a n/a PLATES MT20 GRIP 220/195 Weight 1031b FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1109/Mechanical, 6=1232/0-3-8 (min. 0-1-8) Max Horz 1=-42(LC 11) Max Uplift 1=-87(LC 4), 6=-133(LC 5) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-13 oc puriins, except 2-0-0 oc puriins (4-5-7 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bradng be installed during truss erection, in arxordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2814/232, 2-3=-2591/220, 3-4=-2103/170, 4-5=-2538/200, 5-6=-2748/208 BOT CHORD 1-10—201/2613, 9-10—126/2060, 8-9=-100/2047, 6-8=-143/2542 WEBS 2-10=-302/88, 3-10=-43/654, 4-8—37/627, 5-8—269/84 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 lOmph (3-second gust) Vasd=87mph: TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcun^ent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Refer to girder(s) for tmss to tmss connections. 8) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Ot=lb) 6=133. 9) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. L0ADCASE{S) Standard March 25,2014 A WAimm - Verif riesigs psrasieErj snd READ M}JES OH THIS mS IKllfficC mTEKREFmfamiaEmi-!47S res l/iS/aSlI SffOSf LK Design valid for use only with MiTek connectors. This design is based only u|Don [Doromefers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibilify of building designer - nof truss designer. Bracing shown is for lateral support of individual web members only. Additional femiDorory tDracing fo insure sfabilif/ during construction is the responsibillify of the erector. Additional permanent bracing of fhe overall sfructure is ffie reSFX)nsibilify of the building designer. For general gukdonce regarding fabrication, qualify confrol, storage, delivery, erection and iDracing. consult ANSlTTPIl Quality Criteria, DSB-89 and BCSI Buiiding Component Safefy informafion ovailatsle from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Sou*S^8*m ?inft |SS*| Sur?lfc*r sssjaesifsfed. fi^s d;Bi%T5-^a-lues »ire th&m «i5«LtW-t Oe/Sl/2<113 iy^MSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Galicia_ R41648911 LOT_238_GALICIA_WAY_ A03 Hip 1 1 Job Reference (optional) Indio, CA • 92203 7.430 s Jul 25 2013 MiTek Industries, Inc, Tue Mar 25 10:02:35 2014 Page 1 ID:mvnxEa2AF9Cspnvy7OEclnzXf3A-pag_FwWzmeoX60riyiU6BBLndpEfo1BFJO66qxySzXOxl 20-0-15 I 25-6-0 I 27-0-0 | 4-6-15 5-5-1 1-6-0 Scale = 1:47.1 --1- Plate Offsets (X,Y): [1:0-1-1,Edge], [4:0-2-0,Edgel, [5:0-2-0,Edgel, [8:0-1-1 ,Edqe|, [11:0-3-0,0-3^1 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10,0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.16 1-12 >999 240 Vert(TL) -0.43 10-11 >707 180 Horz(TL) 0.11 8 n/a n/a PLATES MT20 GRIP 220/195 Weight 1111b FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G BFIACING TOP CHORD BOT CHORD Stmctural wood sheathing directly applied or 3-8-1 oc puriins, except 2-0-0 oc puriins (6-0-0 max.): 3-6, 4-5. Rigid ceiling directly applied or 10-0-0 oc bradng. REACTIONS (lb/size) 1=1109/Mechanical, 8=1232/0-3-8 (min. 0-1-8) Max Horz 1=^8(LC 11) Max Uplift 1=-80(LC 4), 8=-127(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2815/215, 2-3=-2581/202, 3-4=-393/48, 3-6=-1654/110, 5-6=-394/49, 6-7=-2528/182, 7-8=-2760/192, 4-5=-359/47 BOT CHORD 1-12=-190/2627, 11-12=-102/1974, 10-11=-71/1964, 8-10=-128/2556 WEBS 2-12=-367/90, 3-12=-45/705, 6-10=-39/677, 7-10=-334/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 lOmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Refer to girder(s) for tmss to tmss connections. 8) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Ot=lb) 8=127. 9) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. March 25,2014 A Vmmm -Vfenf? Jesss fmsiemi and R£«) NOTES OH MS ANO INaUOED MITEK HEFERENd MG£ fOT-7473 fei J/25/2ffl4S£FOSf tffl£ Design valid for use only with MiTek connectors. This design is based onfy upon [DOramefers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - nof tnjss designer. Bracing shown is for lateral support of individual web members only. Addifional temporary bracing to insure stability during construction is fhe responsibillity of the erector, Additionol-raermanenf bracing of fhe overall sfrudure is fhe responsibilify of fhe building designer. For general guidance regarding fabricafion, quality confroL storage, delivery, erection and txacing, consult ANSl/TPM Quaiity Crtteria, DSB-S? and BCSI Building Componeni Safety Information available from Truss Plate Institute, 781 N, Lee Streef, Suite 312. Alexandrid, VA 22314. MiTek 7777 Greenback Lane, Suile 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ LOT_238_GALIClA_WAY_ A04 Common 4 1 Job Reference (optional) R41648912 Indio, CA - 92203 7.430 s Jul 25 2013 MH'ck Industries, Inc. Tue Mar 25 10:02:37 2014 Page 1 ID:mvnxEa2AF9Cspnvy70EdnzXf3A-lzokgcYDIG2ELJ?lbXDfQCi9XSQUf9ThaQJ21LzXOxG 18-10-9 I 25-6-0 I 27-0-0 Scale = 1:44.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.31 1-8 >978 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.71 1-8 >429 180 BCLL 0.0 * Rep Stress Incr YES WB 0.24 Horz(TL) 0.11 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 98 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1105/0-3-8 (min. 0-1-8), 5=1228/0-3-8 (min. 0-1-8) Max Horz 1=-51(LC 9) Max Uplift 1=-77(LC 4), 5=-124(LC 5) BFIACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 3-7-0 oc puriins. Rigid ceiling directly applied or 2-2-0 oc bradng. MiTek recommends that Stabilizers and required cross bracing be installed during tmss eredion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2669/202, 2-3-2336/174, 3-4=-2315/161, 4-5—2657/186 BOT CHORD 1-8=-173/2480, 7-8=-59/1664, 5-7-116/2452 WEBS 3-7=-44/766, 4-7=-473/116, 3-8=-48/777, 2-8=^87/118 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 lOmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcun^ent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Ot=lb) 5=124. 7) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard March 25,2014 A mmm -Veiffdesisii fimmem-, and MM) tiOTlS ON THIsm im.W£D HimREFlMKB PASE HII- 7473 rat ms/iOU gSmmE Design valid for use only with MiTek connedors. Tliis design is based only upon parameters shown, and is for on individual tDuHding component. Applicability of design parameters and pro|3er incorporofion of component is responsibilify of building designer - nof truss designer. Bracing shown 'IS for lateral support of individual web members only. Addifional temporary tsracing fo insure stability during constnjcfion is fhe responsibillity of the erector.- Additional permanent bracing of fhe overall strucfureisltTe responsibility of the building designer. For generot guidance regarding fatyicofion. quality control, storage, delivery, eredion and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSi Building Component Saiety Intormation available from Tnjss Plate Institute, 781 N, Lee Sfreet, Suite 312, Alexandria, VA 22314. ^S<eaihmrt. Wine iiirp*^i^eri, thx <S*s^ ,i«fK«s *f« if«t«i tR«cti*-« bfy MSC MiTek 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648913 L0T_238_GAL1C1A_WAY_ A05 Common 1 1 Job Reference (optional) Indio, CA - 92203 7,430 s Jul 25 2013 MTTek industries. Inc. Tue Mar 25 10:02:39 2014 Page 1 lD:mvnxEa2AF9Cspnvy7OEdnzXf3A-hLwU5HZUqtJyad87jyF7VdoV0G6y73y_1ko95DzXOxE 18-10-9 I 25-6-0 I 27-0-0 6-1-9 6-7-7 1-6-0 Scale = 1:44.5 8-8-7 Plate Offsets (X,Y): [8:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.31 1-8 >978 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.71 1-8 >429 180 BCLL 0.0 * Rep Stress Incr YES WB 0.24 HorzfTL) 0.11 5 n/a n/a BCDL 10.0 Code IBC20127TPI2007 (Matrix) Weight: 98 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1105/0-3-8 (min. 0-1-8), 5=1228/0-3-8 (min. 0-1-8) Max Horz 1—51 (LC 32) Max Uplift 1=-246(LC 17), 5=-293(LC 20) BRACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 3-7-0 oc puriins. Rigid ceiling directly applied or 2-2-0 oc bradng. MiTek recommends that Stabilizers and required cross bracing be installed during tmss eredion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2669/693, 2-3=-2336/404, 3-4=-2315/391, 4-5=-2657/677 BOT CHORD 1-8=-660/2480, 7-8=-217/1664, 5-7=-603/2452 WEBS 3-7=-50/766, 4-7=-473/120, 3-8—54/777, 2-8=-487/122 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcunrent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 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) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=246, 5=293. 7) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This tmss has been designed for a total drag load of 1000 Ib. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned tmss to resist drag loads along bottom chord from 0-0-0 to 25-6-0 for 39.2 pIL LOADCASE(S) Standard C074486 |5| > 12-31-15 A WMNim-Vsriffiiesigii psmme&r, and READ miES QH THIS AND IfOMBB l4tmK BEFERENCE PAGE 1411-7473 lEh 1/29/mUMFCMUSE Design valid for use only with MiTek connedors. Ttiis design is based only upon paranneters shown, and is for an individual building componenl. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Addrtional pernrorient bracing of the overall structure is the responsibility of the building desigrrerrPor general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 QuoTrty Crtteria, DSB-87 and BCSI BuHding Component Safely Infonnalion available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. S©-ut^8»i Pine {SP} k!mb*-r Ui^-cWt^-, tfee design w^wss »r« th&s-a «ffecti's'e 0&/Qi/2O15 b^' AISC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tnjss Tmss Type Qty Ply Galicia_ L0T_238_GAL1C1A_WAY_ A06 Common 5 1 Job Reference (optional) R41648914 Indio, CA - 92203 7.430 s Jul 25 2013 MH'ek Industries. Inc. Tue Mar 25 10:02:42 2014 Paget lD:mvnxEa2AF9Cspnvy70EdnzXf3A-6wbdjJbM7ohXR4tiO4pq7GQ2ITBGKJwQjh1piYzX0xB 18-10-9 [. 25-6-0 I 27-0-0 5-1-9 6-7-7 1-6-0 Scale = 1:45.3 Plate Offsets (X,Y): [1:0-3-1 ,Edgel, [4:0-2-0,Edge|, [7:0-3-1,Edge[, [12:0^-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.25 12-15 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.52 12-15 >587 180 BCLL 0.0 • Rep Stress Incr YES WB 0.67 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC20127TPI2007 (Matrtx-M) WeighL 110 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&Btr G 2x4 DF No.l&Btr G 'Except* 10-11: 2x6 DF No.2 G 2x4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=1210/0-3-8 (min. 0-1-8), 7=1319/0-3-8 (min. 0-1-8) Max HOIZ 1=-51(LC 11) Max Uplift7=-32(LC 5) Stmdural wood sheathing diredly applied or 3-9-8 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bradng be installed during tmss eredion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2787/81, 2-3=-2507/0, 3-4-397/44, 4-5=-404/45, 5-6=-2496/0, 6-7=-2775/48 BOT CHORD 1-12=-124/2584, 9-12=0/2109, 7-9=-60/2570 WEBS 5-9=0/661, 6-9=-428/115, 3-12=0/669, 2-12=-435/116, 3-5=-1743/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 12-9-0 from left end, supported at hwo points, 5-0-0 apart. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcun^nt with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit behveen the bottom chord and any other members. 6) A plate rating redudion of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7. 8) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard A wmmm -Slear design parasieteii asd RH£ mTES ON THIS AND IKimES HITEK KFERENCE PAGE HII- 747i res m/m4 SEFOgf £B£ Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Appricabllity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown is for lateral support ot individual web members on^. Additional temioorary taracing to insure sfabllity during construcfion is fhe responsibillify of the --erector. Additional permanent bracing of the overall structure is fhe resfxjnsibilify of the buildingdesigner. fcx general guidance regarding fabricafion. quality confrol. storage, delivery, erection and loracing. consult ANSI/TPI1 Quality Crtteria, DSB-89 and BCSI Building Component Safety Infornnation availatsle from Tnjss Plate Institute. 781 N. Lee Streef. Suite 312. Alexandria, VA 22314. ISS^uthKTn f^n«|SP} ltsmfe«T Bs|wftifl«d, the design ^lti«t «r« tho,i««fS*ct}ve 1^/01/2011 by AISC MiTek 7777 Greenback Lane, Surte 109 Citrus Heights, CA, 95610 Job Tnjss Tnjss Type Qty Ply Galicia_ R41648915 LOT_238_GALlCIA_WAY_ Aa7 HIP 1 1 Job Reference (optional) Initio, CA - 92203 7.430 s Jul 25 2013 MiTelt Industries, Inc. Tue Mar 25 10:02:44 2014 Page 1 ID:mvnxEa2AF9Cspnvy70EdnzXf3A-2JjN8?dcePxFh015VWrlChVLLHs4oHZjB?WvmRzXOx9 19-8-7 27-0-0 Scale = 1:48,7 Plate Offsets (X.Y): fl 1.0-3-0,0-3^! LOADING (psf) SPACING 2-4-8 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.18 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.50 9-10 >608 180 BCLL 0.0 * Rep Stress Incr NO WB 0.41 HorzCTL) 0.14 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 104 Ib FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 3-3-14 oc puriins, except 2-0-0 oc puriins (4-4-3 max.): 4-5. Rigid ceiling diredly applied or 10-0-0 oc bradng. REACTIONS (lb/size) 2=1454/0-3-8 (min. 0-1-9), 7=1454/0-3-8 (min. 0-1-9) Max Horz 2=46(LC 8) Max Uplift2=-155(LC 4), 7=-155(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3235/233, 3-4=-2501/188, 4-5=-2293/189, 5-6=-2489/189, 6-7—3236/233 BOT CHORD 2-12=-196/2989, 11-12=-196/2989, 10-11=-100/2293, 9-10—154/2990, 7-9=-154/2990 WEBS 3-12=0/394, 3-11=-841/135, 4-11=0/470, 5-10=0/469, 6-10=-852/135, 6-9=0/395 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 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) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=155, 7=155. 8) This tmss is designed in accordance with the 2012 Intemational Building Code sedion 2306.1 and referenced standard ANSl/TPI 1. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOADCASE(S) Standard March 25,2014 A WmaNS-Verilftesgs prasieEo isdHEADmTESONTHIS/mIKLiXED HITEKREFEREfKEPA&E«I?-7473 res im/lSUBffXiSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibilify of building designer - nof truss designer. Bracing shown e for lateral support of individual web members on\y. Addifional tem|Dorary bracing to insure stability during consfruction is fhe responsibillify of fhe erector. Addifional permcanenf bracing of the overall structure is the resr>onsibillfy of fhe building designer, for generaf guidance regarding fabrication, quality conlrol, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 ond BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Streef. Suite 312, Alexandria, VA 22314. If Southern Prne |S:g3^ iumfej&i- b jspejifrad, the 4:BMSr! ^kr«s j,r< thote «g«gtk'e 06/01/2013 AiSC Milek 7777 Greenback Lane, Suite 109 CHms Heigfits, CA, 95610 Job Tmss Truss Type Qty Ply Galicia_ R41648916 LOT_238_GALlCIA_WAY_ A08 HIP GIRDER 1 2 Job Reference (optional) Indio. CA - 92203 -1-6-0 3-11-9 7-430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:02:47 2014 Page 1 ID;mvnx£a2AF9Cspnvy7OEclnzXf3A-SuPWtn0fVxKJqYsmgBdP?qJ7s2Urf?d99tzkaNmzXOx6 17-6-0 I 21-6-6 I 25-6-0 4-9-0 4-0-6 + 27-0-0 3-11-10 1-6-0 12-9-0 3-11-9 tJtZ 4-9-0 Plafe Offsets (X.Y): [2:0-3-7,0-0-21, [8:0-3-7,0-0-101, [11:0-5-0,0-5-01, [12:0-5-0.0-4-61 LOADING (psf) SPACING 2-4-8 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.22 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.61 11-12 >495 180 BCLL 0.0 * Rep Stress Incr NO WB 0.42 HorzfTL) 0.15 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Weight: 264 Ib FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Stmdural wood sheathing directly applied or 4-2-1 oc puriins, except 2-0-0 oc puriins (4-9-0 max.): 4-6. Rigid ceiling diredly applied or 10-0-0 oc bradng. REACTIONS (lb/size) 2=3169/0-3-8 (min. 0-1-15), 8=2937/0-3-8 (min. 0-1-12) Max Horz 2—36(LC 5) Max Uplift2—527(LC 4), 8=-356(LC 5) Max Grav 2=3690(LC 29), 8=3225(LC 37) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-10358/1323, 3^-7343/854, 4-5=-6881/818, 5-6=-8670/832, 6-7=-9263/871, 7-8-9169/839 BOT CHORD 2-14=-1234/9796, 13-14=-1234/9796, 12-13-790/8233, 11-12-790/8233, 10-11—738/8672, 8-10=-738/8672 WEBS 3-14=-290/2136, 3-13—3204/536, 4-13=-186/2068, 5-13=-1679/86, 5-12=0/298, 5-11 =-486/765, 6-11—198/2711, 7-11 =-316/346 NOTES 1) Spedal connedion required to distribute top chord loads equally between all plies. 2) 2-ply tmss to be conneded together with IOd (0.131"x3") nails as follows: Top chords conneded as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords conneded as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs conneded as follows: 2x4 - 2 rows staggered at 0-2-0 oc, Except member 13-3 2x4 -1 row at 0-9-0 oc, member 13-4 2x4 -1 row at 0-9-0 oc, member 13-5 2x4 -1 row at 0-9-0 oc, member 5-12 2x4 -1 row at 0-9-0 oc, member 11-5 2x4 -1 row at 0-9-0 oc, member 11-6 2x4 -1 row at 0-2-0 oc, member 11-7 2x4 -1 row at 0-9-0 oc, member 7-10 2x4 -1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sedion. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 6) Provide adequate drainage to prevent water ponding. 7) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 8) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit behween the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 2=527, 8=356. 11) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPl 1. 12) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. t>tGraphicaUiudii»representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. March 25,2014 A ^MNim - VefTffiSesigii psmmetan siidREAD WTESQN THISmim.lH>ED miEKREfEHEmMQEmi-7473/EK m/20USm^ElSE Design valid for use only with MiTek connectors. Ttiis design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing stiov^n is for lateral support ol individual web members only. Additional temporary bracing to insure stability during constnjction is ttie responsibillity of ttie erector- Additional permanent bracing of the overall structure is the responsibiitty of the building designer. For generat guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt ANSl/TPM Qualtty CrHeria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ifSovth^fT: Pm«fSP| !tfmfcerf5.Tpecifi*d^ the detign yakj^:! «fe ihota eff»ctiw OG/Ql/2mS by AISC MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits. CA, 95610 Job Truss Truss Type Qty Ply Galicia_ R41648916 LOT_238_GALIClA_W/AY_ AQS HIP GIRDER 1 £, Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:02:47 2014 Page 2 ID:mvnxEa2AF9Cspnvy7OEclnzXf3A-SuPWm0fVxKJqYsmgBdP?qJ7sZUrt?d99tzkaNmzXOx6 NOTES 14) Hanger(s) or other connedion device(s) shall be provided sufficient to support concentrated load(s) 2166 Ib down and 376 Ib up at 3-11-4, and 2690 Ib down and 219 Ib up at 17-6-12 on bottom chord. The design/seledion of such connection device(s) is the responsibility of others. LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-81, 4-6—81, 6-9=-81, 2-8=-24 Concentrated Loads (Ib) Vert: 14=-1358(F) 11=-1840(F) A Wm.'m -yefSfdesijn fusms^n sed READ NOTES OH THIS Atm IfKLlSSED HITEK REFEF£NCE PASE MII-74n res Ua/miSSmtM Design valid tor use only wiffi MITek connectors. Ttiis design B based on^ upon parameters stiown. and is for an individual building component. Applicability of design parameters and proper incorporatksn of component is responsibility of building designer - nof truss designer. Bracing shown is for lateral support of individual web memben; only. Addifional lemporary bracing fo Insure stability during construction is the responsibillify of the " erector. A'dditionol Fsemnanent bracing of fhe overall structure fs •ttre resioonsibifify of fhe buikjing designer. Forgeneral guidance regarding fabrication, qualify confrol, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria. DSB-89 and BCSI BuUding Component Safety Informafion available trom Tnjss Pkife Institute. 781 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. fif Southern Pin* !^fmfe*T ii sp««ifi«l, tftm rfiesigK T^iue.s »r« thms eS«ctr«« 0G/Qlf2m3 brfAlSC MiTek 7777 Greenback Lane, Surte 109 Citrus Heights, CA, 95610 Job Tmss Truss Type Qty Ply Galicia_ R41648917 LOT_238_GALlClA_W/AY_ BOI Connmon 1 2 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:02:49 2014 Page 1 ID:mvnxEa2AF9Cspnvy70EdnzXf3A-OGWGBihlTyZXn9y212RTvkCDElb1TRGSKHDgSezXOx4 11-1-0 , 15-8-0 I -t-3-3-0 4-7-0 Scales 1:287 3x10 II Plate Offsets (X.Y): [2:0-1-4,Edgel, [6:0-1-4,Edgel, [8:0-6-0,0-4-121 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.39 BC 0.68 WB 0.83 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.13 8-9 >999 240 VertfTL) -0.39 7-8 >476 180 Horz(TL) 0.08 6 n/a n/a PLATES MT20 GRIP 220/195 Weight: 1471b FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G BRACING TOP CHORD BOTCHORD Strudural wood sheathing diredly applied or 3-10-15 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bradng. REACTIONS (lb/size) 6=4414/0-3-8 (min. 0-2-6), 2=2923/0-3-8 (min. 0-1-15) Max Horz 2=39(LC 4) Max Uplift6=-610(LC 20), 2=-536(LC 17) Max Grav 6=4458(LC 49), 2=3583(LC 45) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-9620/1386, 3-4=-8844/942, 4-5-8844/932, 5-6-11074/1618 BOT CHORD 2-9=-1319/9108, 8-9=-902/9108, 7-8-1069/10495, 6-7—1482/10495 WEBS 4-8—367/5369, 5-8-3205/310, 5-7=-154/2050, 3-8=-947/87, 3-9=-1/655 NOTES 1) 2-ply truss to be conneded together with IOd (0.131"x3") nails as follows: Top chords conneded as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords conneded as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-3-0 oc. Except member 8-5 2x4 -1 row at 0-9-0 oc, member 5-7 2x4 -1 row at 0-9-0 oc, member 8-3 2x4 - 1 row at 0-9-0 oc, member 3-9 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or bade (B) face in the LOAD CASE(S) sedion. Ply to ply connedions have been provided to distribute only loads noted as (F) or (B), unless othetwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 7) A plate rating redudion of 20% has been applied for the green lumber members. 8) Provide mechanical connedion (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 6=610, 2=536. 9) This truss is designed in accordance with the 2012 IntemaUonal Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This tmss has been designed for a total drag load of 1500 Ib. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned tmss to resist drag loads along bottom chord from 0-0-0 to 15-8-0 for 95.7 pIL 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 Ib down and 25 Ib up at 2-0-12, 325 Ib down and 29 Ib up at 4-0-12, 375 Ib down and 35 Ib up at 6-0-12, 3244 Ib down and 221 Ib up at 8-1-8, 1089 Ib down and 107 Ib up at 10-0-12, and 1089 Ib down and 100 Ib up at 12-0-12, and 1085 Ib down and 97 Ib up at 14-0-12 on bottom chord. The design/selection of such connedion device(s) is the responsibility of others. March 25,2014 omiiuaiu . ^Am?ii -Veriff des%fl paramsEEn asd miES QH THIS ANO IHCLUOcD MITEK HEFmm PAQE mi 7473 reii l/^5/20^4 BmREm Design valid for use onty v/ifti MiTek connectors. Ttiis design is based onty upon parannefers stiown, and is for an individual building component. Applicability of design parameters and proper incorporation of componenl is responsibility of building designer - not tnjss designer. Bracing stiown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity of ttie erector. Additional pemianent bracing of the overall structure is thie responsibility of ttie building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and tiracing, consult ANSI/TPIl Quaiity Crtteria, DSK-89 and BCSi Building Component Safety Information available from Tnjss Plate Institute, 781 N. Lee Streef. Suite 312, Alexandria, VA 22314. MiTek 7777 Greenback Lane, Surte 109 Citrus Heigtits, CA, 95610 Job Tnjss Truss Type Qty Ply Galicia_ R41648917 L0T_238_GAL1C1A_WAY_ BOI Common 1 Job Reference (optional) Inaio, CA - 92203 7.430 s Jul 25 2013 MH'ek Industries, Inc. Tue Mar 25 10:02:49 2014 Page 2 lD:mvnxEa2AF9Cspnvy70EdnzXf3A-OGWGBihlTyZXn9v212RTvkCDElb1TRGSKHDgSezXOx4 LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6—68, 2-6—20 Concentrated Loads (Ib) Vert: 8=-2158(B) 10=-65 12—146 13=-237(B) 15=-1089(B) 16=-1089(B) 18=-1085(B) A WAmm -Ver^f design fsmmelEn isdmSfBTES ON THIS AND IKlilOEB MITEK KFCRENd PASE Nil-7471 rat Ua/iili SEFOSf USE Design valid for use only with MiTek connectore. This design is based only u|DOn parameters shown, and is for an individual building componenl. Applicabllit/ of design parameters and proper incorporation of component Is res|Donsibill1y of building designer - nof truss designer. Bracing sfiown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during consiruciion is the responsibillity of the erector. Additionofpermanenf tiracing of fhe overall stnjcture is the responsibilffvof the building designer. For general guidance regarding fafDricatbn. qualify control, storage, delivery, erection and bracing, consult ANSl/TPn Quality Critefia, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Insfitufe, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. }f Soyt^am |SP^lMmfe«f ilsp»zWmA, tKa dasjjn *takt«s »r« th«^« et^fcctive 66..Wt/2Qli tyy AISC Mffek' 7777 Greenback Lane, Suite 109 Crtrus Heigtits, CA, 95610 Job Truss Tnjss Type Qfy Ply Galici3_ R41648918 LOT_238_GALlClA_V\/AY_ B02 Common 1 1 Job Reference (optional) indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Mar25 10:02:51 2014 Pagel ID:mvnxEa2AF9Cspnvy70EdnzXf3A-Lfe1cOi??ZpF1T3RQTTx?9HYz6FXxV\AflobinWXzXOx2 I 15-8-0 I Plate Offsets (X,Y): f2:0-3-5,Ed.qel, f4:0-3-5.Ed.qel LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 DEFL Vert(LL) Vert(TL) HorzCTL) in (loc) l/defl L/d PLATES GRIP -0.24 2-5 >775 240 MT20 220/195 -0.46 4-5 >404 180 0.04 4 n/a n/a Weight: 50 Ib FT = 20% LUMBER BRACING TOPCHORD 2x4 DF No.l SBtrG TOPCHORD BOT CHORD 2x4 DF No.l&Btr G BOT CHORD WEBS 2x4 DF Stud G Strudural wood sheathing diredly applied or 5-1-13 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bradng. MiTel< recommends that Stabilizers and required cross bracing be installed during tmss eredion, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=670/0-3-8 (min. 0-1-8), 2=798/0-3-8 (min. 0-1-8) Max Horz 2=36(LC 4) Max Uplift4=-47(LC 5), 2=-95(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3—1334/93, 3-4=-1332/85 BOT CHORD 2-5=-39/1191, 4-5=-39/1191 WEBS 3-5=0/447 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt behween the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4,2. 7) This tmss is designed in accordance with the 2012 Intemational Building Code sedion 2306.1 and referenced sfandard ANSI/TPI 1. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard March 25,2014 ^ WAmm-\7enfi design psmmemr.MdIiEAD NOTES ON THIS Am IKLUDEB MITEK mrCRimPm Mil-7473 !Sf.m^ Design valid for use only with IvllTek connectors. This design is based only upon parameters shown, and is for on individual txjildtng component. Applicabilify of design parameters and pnDper incorporation of component is resfDonsibllify of building designer - nof truss designer. Bracing sfiown is tor lateral supiDorf ot individual web members only. Addifional temporary bracing fo insure stabilify during construction is fhe responsibillify of fhe erector; Additional permanent bracing of ttie overall strucfureis fheresponsibility of fhe building designer. For general guidance regarding fabrication, quality confrol, storage, delivery, erecfican and bracing, consult ANSI/TPIl Quafity Crtteria, DSB-89 and BCSI Bullding Component Safety Information available from Truss Plate Insfitute, 781 N. iee Sfreet, Suite 312, Alexandria, VA 22314. If SotHhe^ai ^m«|SP|its«lfe«r iss^r:ifi«d, fhe iSiBSlgn vakwES »m «stf«ctiw» Q£/Sli/20i5 ALSC MiTek 7777 Greenback Lane. Surte 109 Chrus Heigtits, CA, 95610 Job Taiss Truss Type Qty Ply Galida_ LOT_238_GALlC IA_WAY_ BOS Common 2 1 Job Reference (Qptional) R41648919 Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:02:52 2014 Page 1 ID:mvnxEa2AF9Cspnvy70EclnzXf3A-pfCPpkjdmb(6ededzB_/\XNqj?Vb_gynu1FSL3zzXOx1 15-8-0 I 17-2-0 I Scale = 1:31.0 2x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.24 2-6 >775 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.43 2-6 >424 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Hor2(TL) 0.04 4 n/a n/a BCDL 10.0 Code IBC20127rPI2007 (Matrix) Weight: 52 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&Btr G 2x4 DF No.l&Btr G 2x4 DF Stud G BRACING TOP CHORD Stmctural wood sheathing diredly applied or 5-3-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=792/0-3-8 (min. 0-1-8), 4=792/0-3-8 (min. 0-1-8) Max Horz 2=30(LC 10) Max Uplift2=-94(LC 4), 4=-94(LC 5) MiTel< recommends that Stabilizers and required cross bradng be installed during tmss eredion, in accordance with Stabilizer InstallaUon ouide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1305/81, 3-4=-1305/81 BOT CHORD 2-6—31/1164, 4-6=-31/1164 WEBS 3-6=0/443 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 lOmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connedion (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2,4. 7) This tmss is designed in accordance with the 2012 Intemaflonal Building Code sedion 2306.1 and referenced standard ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonrxincurrent with any other live loads, LOADCASE(S) Standard March 25,2014 A mmm-Vsriff design fn^stsn ssd READ miES ON THlS/m mi\S>ED mTEKmmm fmEmi-747} /ES m^/mi BESmtM Design valid for use only wilh MITek connectors. This design is based only upon parameters shown, and is for an individual building componenl. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral supprart of individual web members only. Addifional temporary tDracing lo insure stability during constnjction is the responsibillity of the erector. "Additional permanenl bracing of the overall structure is fhe responsibility of the building designer. For general guidance regarding fabrication, quality confrol, storage, delivery, erection and bracing, consult ANSI/TPIl QuoTrty Criteria, DSB-89 and BCSI Building Component Sofety Information availatsle from Truss Plate Insfitute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 7777 Greenback Lane. Suite 109 Citms Heights, CA, 95610 Job Tmss Truss Type Qty Ply Galraa_ R41648920 LOT_238_GALlCIA_WAY_ B04 Hip Girder 1 1 Hip Girder Job Reference (optional) Indio, CA - 92203 -1-6-0 4-5-0 7.430 s Jul 25 2013 MH'ek industries, Inc. Tue Mar 25 10:02:54 2014 Page 1 lD:mvnxEa2AF9Cspnvy7OEdnzXf3A-lEK9EQlulUBquwo06b1ecov0WJIJ8lJBUZxR7s2XOx? 11-3-0 I 15-8-0 I 17-2-0 3-1-0 4-5-0 -f-1-6-0 Scale: 3/8"= 1' 2x4 II 7x10 = 7x10 2x4 1 4x12 1 4-5-0 1 7-6-0 8-2-0 1 11-3-0 1 15-8-0 1 4-5-0 3-1-0 0-8-0 . . _ s-1-n 1 4-5-n 1 Plate Offsets (X.Y): [2:0-6-0,0-1-121, [7:0-6-0,0-1-121, [10:0-3-9,0-4-121, [11:0-5-0,0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.22 9-10 >845 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.45 10 >414 180 BCLL 0.0 * Rep Stress Incr NO WB 0.58 HorzfTL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 80 Ib FT = 20% LUMBER TOPCHORD 2x4 DF No.l&Btr G BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1744/0-3-8 (min. 0-2-10), 7=1720/0-3-8 (min. 0-2-9) Max Horz 2-30(LC 5) Max Uplift2-232(LC 4), 7=-228(LC 5) Max Grav 2=2443(LC 26), 7=2414(LC 31) BRACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 2-3-5 oc puriins, except 2-0-0 oc puriins (2-6-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bradng. MiTel< recommends that Stabilizers and required cross bradng be installed during tmss eredion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-6649/527, 3-4—6792/544, 4-5=-6364/520, 5-6=-6606/527, 6-7=-6585/516 BOT CHORD 2-12=-489/6285, 11-12=-489/6285, 10-11 =-451/6190, 9-10=-451/6226, 7-9=-451/6226 WEBS 3-11-331/369, 4-11 =-133/1892, 5-11=-73/677, 5-10=-113/1793, 6-10-341/230 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. 11; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 6) A plate rating redudion of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of tmss to tearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=232, 7=228. 8) This tmss is designed in accordance with the 2012 IntemaUonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) Hanger(s) or other connection dev)ce(s) shall be provided suffident to support concentrated load(s) 93 Ib up at 7-6-0, and 22 Ib down and 154 Ib up at 8-2-0 on top chord, and 1847 Ib down and 169 Ib up at 7-6-0, and 1847 Ib down and 169 Ib up at 8-1-4 on bottom chord. The design/seledion of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) secflon, loads applied to the face of the tmss are noted as fl'ont (F) or bacl^ (B). LOADCASE(S) Standard March 25,2014 A WAmm-Vefi!idesgn fsmmemr. isd REAS miES OH THIS AND IfaiXSED MITEK HEFCRCKE PASE HII 7471 res mS/mSSCFmCtM Design valid for use only with MiTek connectors. This design is based on^' upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorjooration of componenl is res|Donsibiiity of building designer - not truss designer. Bracing shown is for lateral supiDorl of individual web members oniy. Additional temporary taracing to insure stability during construction is the responsibillity of the - erector.- Additional Fjermanenf larocing of the overall stnjcture is the responsibHiiy of the building designer. For general guidance regarding fabrication, quality conlrol, storage, delivery, erection and txacing, consult ANSI/TPIl QualHy Crtteria. DSB-89 and BCSI Building Component Safety Infomiafion available from Truss Plate Institute. 781 N. Lee Streel, Suite 312, Alexandria, VA 22314, If Somhmm t«mfe*r iSi^MeceFfftd:. tha ^JiasjEri ^a^es »r« ttwia «f?«ctj*re OS/Si/2013 irfAtU:. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Truss Type Qty Ply Galicia_ R41648920 L0T_238_GAL1C1A_WAY_ B04 Hip Girder 1 1 Hip Girder Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:02:54 2014 Page2 lD:mvnxEa2AF9Cspnvy7OEdnzXf3A-IEK9EQlulUBquwo05b1ecov0WJIJ8IJBUZxR7szXOx? LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-68,4-5—68, 5-8=-68, 2-7—20 Concentrated Loads (Ib) Vert; 4=53(F) 5=127(F) 11=-1030(F) 10=-705(F) 15=-325(F) Ak. WAmm-Meriff dssign fsramesn s»d READ NOTESON THIS mi IKliaED MITEK HEFCUBKE PASEHII-74n isi, Ifalim SCFOKUSE Design valid tor use only with MiTek connectors. This design is based only u|Don parameters shown, and is for an individual building comi^onent. Applicability of design parameters and pro|3er incorporation of componenl is reS|Donsibility of building designer - not truss designer. Bnacing shown is for lateral supiDort of individual web members onfy. Additional temporary bracing to insure stability during constnjction rs the responsibillity of the erector. Additional permanent iDracing ot the overall structure is the responsibilify of the building designer. For general guidance regarding fabrication, guaiity control, storage, delivery, erection and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Insfitute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek 7777 Greenback Lane, Surte 109 Citfus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galida_ L0T_238_GAL1C1A_WAY_ coo Common 4 1 Job Reference (optional) R41648921 Indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Mar 25 10:02:55 2014 Page 1 lD:mvnxEa2AF9Cspnvy70EdnzXf3A-DQuYSlmW3oKhV4NCfJYt9?SFvjfUtJdLjDg?flzXOx_ 13-6-0 1 6-9-0 Scales 1:22,4 1 Plate Offsets (X.Y): [1:0-1-5,Edgel, [3:0-1-5,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.16 3-4 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.29 3-4 >549 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 41 Ib FT = 20% LUMBER TOPCHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1 =589/Mechanical, 3=589/Mechanical Max Horz 1=22(LC 10) Max Uplift 1 =-41 (LC 4), 3=-41(LC 5) BRACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 5-8-12 oc puriins. Rigid ceiling diredly applied or 10-0-0 oc bradng. MiTek recommends that Stabilizers and required cross bradng be installed during tmss eredion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1186/82, 2-3=-1186/82 BOT CHORD 1-4=-45/1064, 3-4=-45/1064 WEBS 2-4=0/423 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and rigtit exposed ; end vertical lefl and right exposed; Lumber D0L=1.00 plate grip l30L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 5) A plate rating redudion of 20% has been applied for the green lumber members. 6) Refer to girder(s) for tmss to tmss connecUons. 7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1,3. 8) This tmss is designed in accordance with the 2012 International Building Code sedion 2306.1 and referenced standard ANSI/TP11. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard [If C 074486 )5 EXE? 12-31-15 A Wmim-Wriff design pamsieBa sed READ NOTES ON THIS.AND INCiimcB HITEK REF£KN(S PASE mi-7473ief. llltlimSSmm. Design valid for use only witti MiTek connectors. Thiis design is based onty upon parameters shown, and is for an individual building component. AppRcabilify of design parameters and proper incorporation of component is responsibility of building designer - nof truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is fhe responsibility of fhe -erector. Additional permanent bracing of fhe overall structure is fhe responsibility of fhe buikiing designer. Forgeneralguidance regarding fotsricafion, qL>ality confrol, storage, delivery, erection and bracing, consult ANSI/TPIl Qualtty Criteria, DSB-89 and BCSI Building Componenf Safety Informafion available from Truss Ptate Institute, 781 N. Lee Streef, Suite 312, Alexandria, VA 22314. MiTek* 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Truss Type Qty Ply Galicla_ R41648922 LOT_238_GALlCIA_WAY_ COI Common 1 1 Job Reference (optional) BMC, Indio, CA - 92203 I 7.430 s Jul 25 2013 MH'ek Industries, Inc. Tue Mar25 10:02:57 2014 Paget lD:mvnxEa2AF9Cspnvy70EdnzXf3A-9p?lsRnmaPaPIOXbmkaLEQXbZWK7LD7dAX96jBzXOwy 13-6-0 I Scale = 1:22.3 4,00 ri2~ 6-9-0 Plate Offsets (X.Y): [1:0-3-5.Edqel, [3:0-3-5,Edgel LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.36 BC 0.66 WB 0.13 (Matrix) DEFL Vert(LL) Vert(TL) in (loc) l/defl L/d PLATES GRIP -0.15 3-4 >999 240 MT20 220/195 -0.28 3-4 >565 180 0.03 3 n/a n/a Weight 41 Ib FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOT CHORD 2x4DFNo.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=581/0-3-8 (min. 0-1-8), 3=581/0-3-8 (min. 0-1-8) Max Horz 1=-22(LC 28) Max Uplift1=-714(LC 17), 3=-714(LC 20) Max Grav 1 =991 (LC 34), 3=991 (LC 33) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2479/2124, 2-3=-2479/2124 BOT CHORD 1 -4=-2000/2398, 3-4=-2000/2419 WEBS 2-4=0/421 BRACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 4-1-13 oc puriins. Rigid ceiling diredly applied or 4-8-15 oc bradng. MiTel< recommends that Stabilizers and required cross bracing be installed during tmss eredion, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered tor this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcun^ent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will flt between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connedion (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 1 =714, 3=714. 7) This tmss is designed in accordance with the 2012 Intemational Buiiding Code section 2306.1 and referenced standani ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This tmss has been designed for a total drag load of 4000 Ib. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned tmss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 for 296.3 pff. LOADCASE(S) Standard March 25,2014 A mmm -Venlrdesign psrasiesn s»d READ fSTESON THISJW INHigiED MITEKBEFEMP^ mSE mi-7473 ret. l/lSlmimmm Design valid tor use onty with MiTek connectors. This design is based only upon parameters shown, and is tor an individual building component. Applicability ot design parameters and proper incorporation of component is responsibility of building designer - not truss des'^ner. Bracing shown is for kateral support of individual web members only. Additional temporary bracing to insure stability during construction is fhe responsibillity of the erector. Additional permanent txacing of the overall structure is the responsibility of the buikiing designer:-f or general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSl/TPll Quallhr Criteria, DSB-89 and BCSI Building Component Safety Informafion ovoilatsle fromTnJss Plate Institute, 781 N, Lee Street, Suite 312. Alexandrio, VA 22314. iS S&mhmm Wm* |^ lirmt»ir H sjj«ciK*<t. thu sSiBSrgn k(«s ftr* tho** «ff«ct)w« &&Mtf20iS bjjt :^SC MiTek* 7777 Greenback Lane, Suite 10 Citnjs Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ V L0T_238_GAL1C1A_WAY_ C02 Common 5 1 Job Reference (optional) R41648923 Indio, CA - 92203 6-9-0 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 26 10:02:58 2014 Page 1 ID:mvnxEa2AF9Cspnvy70EclnzXf3A-e?Zg4noOLiiGMY5nKR5ane4mjwgY4hQnPBvfFdzXOwx 13-6-0 I 15-0-0 i 6-9-0 1-6-0 Scale = 1:27.4 2x4 II 6-9-0 1 13-6-0 1 6-9-0 1 6-9-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.15 4-6 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0,65 Vert(TL) -0.27 4-6 >590 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 46 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=696/0-3-8 (min. 0-1-8), 4=696/0-3-8 (min. 0-1-8) Max Horz 2=27(LC 4) Max Uplift 2='88(LC 4), 4=-88(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1096/65, 3-4=-1096/65 BOT CHORD 2-6=-21/974, 4-6=-21/974 WEBS 3-6=0/412 BRACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss eredion, in accordance with Stabilizer Installation ouide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); canUlever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonrxtncurrent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in ail areas where a redangle 3-6-0 tall by 1-0-0 wide wili flt behyeen the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) This tmss is designed in arxordance with the 2012 Intemational Building Code section 2306. land referenced standard ANSI/TPI 1. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard March 25,2014 Ak. WAmm -Verifi design psrametefi and MAD NOTES ON THIS AND INCLUDED MITEK REFEREmi PASE Mil-7473 Kt. l/2i/20S« SffCmUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor on individual txjilding component. Applicability ot design parameters and proper incofi^oration of componenl is responsibifity of building designer - not truss designer. Bracing shown is for kateral support ot indlvkjual web members only. Additional temiDorary iDTOcing to insure stability during constnjction is the responsibllfity of the erector. Addifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, deliver/, erection and bracing, consult ANSI/TPIl Quality Crtteria, DSB-89 and BCSI Building Component Safety Informafion ovoitable from Tnjss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. )f Southarn Pirte |SI») l«rttb«r it 5j»Kifr«^. thm dasigw v»kt^ »f« thow *ff*ct)«» 0€/ai/2015 by AISC MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits. CA, 95610 Job Tmss Tmss Type Qty Ply Gaiicia_ R41648924 LOT_238_GALlClA_WAY_ C03 Common 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Mar25 10:03:00 2014 Paget lD:mvnxEa2AF9Cspnvy7OEdnzXf3A-aOhRVTpftKy_cri^ARs72s396DkM0Ybw4sVOmKWzXOwv 13-6-0 I 15-0-0 -+-6-9-0 1-6-0 Scale = 1:27.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.15 4-6 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.27 4-6 >590 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 46 Ib FT = 20% LUMBER TOPCHORD 2x4DFNo.1&BtrG BOT CHORD 2x4DFNo.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=696/0-3-8 (min. 0-1-8), 4=696/0-3-8 (min. 0-1-8) Max Horz 2=27(LC 17) Max Uplift2—256(LC 17), 4=-256(LC 20) BRACING TOP CHORD Stmdural wood sheathing diredly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bradng be installed during tmss eredion, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3—1114/557, 3-4=-1114/557 BOT CHORD 2-6=-511/980, 4-6=-510/980 WEBS 3-6=0/412 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); canUlever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit behween the bottom chord and any other members. 5) A plate rating reducUon of 20% has been applied for the green lumber members. 6) Provide mechanical connedion (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jt=lb) 2=256, 4=256. 7) This tmss is designed in accordance with the 2012 Intemational Building Code secflon 2306.1 and referenced standard ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.0ib dead located at all mid panels and al all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This tmss has been designed for a total drag load of 1000 Ib. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned tmss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 for 74.1 pit. LOADCASE(S) Standard March 25,2014 A wmmm - Vef»f design fiissie&n md READ NOTES ON THIS Am INaUDEB HITEK R£f £R£WCE PASE Mil- 7473 tet. I/Blms mmttSE Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and is tor on individual building comioonent. Applicability of design parameters and proper incoriDoration of component is responsibifity of building designer - not truss designer. Bracing shown is for lateral supfDort of individual web members only. Additional temiDorary iDracing to insure stability during construction B fhe resiDonsibllfity of ttie erector. Additional permanent txacing ot the overatt structure is the responsibility of fhe bul+dlng designer For general gukdonce regarding fabricat'Kjn. quality control, storage, defivery, erection and txacing. consult ANSI/TPIl Quality Criteria. DSB-89 and BCSI Building Component Safety Intormafion available from Tmss Pkite instifute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. ^ Sotrtifetfm Wvert |Sffl) jwnfe^ B spmcWi»d. thm4miisn ium < tfw«g effeetj^^ a&/Qt/2013 ir^ AISC MiTek 7777 Greenback Lane, Suite 10 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply Galicia^ LOT_238_GALICIA_WAY_ C04 GABLE 1 1 Job Reference (optional) R41648925 BMC, Indk), CA - 92203 I -1-6-0 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:12:13 2014 Paget lD:mvnxEa2AF9Cspnvy70EclnzXf3A-T9184nkWdH3_XlC67eV6kAZXie8BchET11 rXFyzXOoG 13-6-0 I 15-0-0 I Scale = 1:26,8 4.00 [W Plate Offsets (X.Y): t3:0-0-7,Edgel, 15:0-3-0,Edgel, 17:0-0-6,0-2-141 LOADING (psf) TCLL 20,0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.10 7-10 >999 240 Vert(TL) -0.27 7-10 >587 180 Horz(TL) 0.02 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G 'Except* 3-5,5-7: 2x6 DF No.2 G BOT CHORD 2x4 DF No.l &BtrG OTHERS 2x4 DF Stud G BFtACING TOP CHORD BOT CHORD Stmdural wood sheathing diredly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bradng. REACTIONS FORCES (lb) TOP CHORD BOT CHORD WEBS NOTES (lb/size) 2=673/0-3-8 (min. 0-1-8), 8=673/0-3-8 (min. 0-1-8) Max Horz 2=-201(LC 19) Max Uplift 2=-234(LC 17), 8=-234(LC 20) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3-4=-1121/473, 4-5—1000/176, 5-6—1000/173, 6-7=-1121/470 3-20—343/1025, 11-20=-195/1025, 11-21 =-88/1025, 10-21=-218/1025, 10-22—367/1025, 7-22=-515/1025 6-10=0/326,4-11=0/326 MiTek recommends that Stabilizers and required cross bracing be installed during tmss eredion, in accordance with Stabilizer Installalion guide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. 11; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Tmss designed for wind loads in the plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITTP11. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating redudion of 20% has been applied for the green lumber members. 9) Provide mechanical connedion (by others) of tmss to bearing plate capable of withstanding 234 Ib uplift at joint 2 and 234 Ib uplift at joint 8. 10) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. 11) This tmss has been designed for a total drag load of 1000 Ib. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned tmss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 for 74.1 plf. LOADCASE(S) Standard March 25,2014 A WAmm-Vefjlf design paamelBn and READ NOTES ON THIS Am INCLiXED MITEK RBFEKENH PASE Mil 7473 !e>. I/ISISIU SSTMIM Design vafid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor an individual building component. Applicability of design parameters and proi^er incorporation of componenl is responsibility of building designer - not truss designer. Bracing shown is for kateral support of indivkluai web memlser^ only. Additional temporary bracing to insure stabifity during constnjcfron is the responsibillity of the erector. Additional permanent bracing of fhe overaH structure is the responsibility of thefDUilding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Crtteria. DSB.89 and BCSI Building Component Safely Informafion available trom Truss Plate Institute, 781 N. Lee Street, Suite 312, Atexandria, VA 22314, 15 S<Mrth»m Prn« ISP) t«mb*f is 5j»cifi«ct. thm detijn \«ki«s ar« Ihmn mfSmzi^^ 0€/Ql/2013 by AiSC MiTek 7777 Greenback Lane. Surte 109 Citrus Heigtits, CA, 95610 Job Tnjss Tmss Type Qty Ply Galicia_ Fi41648926 LOT_238_GALlCIA_WAY_ CJA Diagonal Hip GinJer 3 1 Diagonal Hip GinJer Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:03:04 2014 Page 1 lD:mvnxEa2AF9Cspnvy7OEdnzXf3A-S9wxLqt9xYSP4T2xgiC_0vKosLeqUHofn6IVIzTHzXOwr 6-8-0 I 9-10-3 11-3-0 3-2-1 -+-3-2-4 -+-1-4-13 Scale = 1:22.1 _ _ ' 3-5-15 1 3-2-1 1 3-2-4 ' 1-4-li ' Plate Offsets (X.Y): l8:Edge,0-1-8l, 110:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.17 10-11 >785 240 MT20 220/195 TCDL 14,0 Lumber Increase 1.25 BC 0.98 VertfTL) -0.26 10-11 >508 180 BCLL 0,0 * Rep Stress Incr NO WB 0.58 Horz(TL) 0.06 8 n/a n/a BCDL 10,0 Code IBC20127TPI2007 (Matrix) Weight: 52 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x4 DF No.l&BtrG 2x4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 6=-40/Mechanical, 2=714/0-4-9 (min. 0-1-8), 8=764/Mechanical Max Horz 2=88(LC 4) Max Uplift6=.40(LC 1), 2=-118(LC 4), 8=-101(LC 8) Max Grav6=35(LC 11), 2=1407(LC 22), 8=1440(LC 21) Stmdural wood sheathing diredly applied or 3-0-13 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bradng. MiTek recommends that Stabilizers and required cross bradng be installed during tmss eredion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4108/125, 3-4=-2879/123, 4-5=-904/44 BOT CHORD 2-11 =-172/3961,10-11 =-172/3961, 9-10=-157/2802, 8-9—54/862 WEBS 4-10=0/1279, 4-9=-2235/115, 5-9-17/1597, 5-8—1773/111,3-11 =0/801, 3-10=-1395/17 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tmss has been designed for a live ioad of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 4) A plate rating redudion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to tmss connections. 6) Provide mechanical connedion (by others) of tmss to bearing piate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=118 ,8=101. 7) This tmss is designed in accordance with the 2012 Intemational Building Code sedion 2306.1 and referenced standard ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any ottier live loads. 9) Hanger(s) or other connecBon device(s) shall be provided suffident to support concentrated load(s) 4 Ib down and 46 Ib up at 2-9-8,4 Ib down and 46 Ib up at 2-9-8, 34 Ib down and 51 Ib up at 5-7-7, 34 Ib down and 51 Ib up at 5-7-7, and 111 Ib down and 69 Ib up at 8-5-6, and 111 Ib down and 69 Ib up at 8-5-6 on top chord, and 254 Ib down and 14 Ib up at 2-9-8, 254 Ib down and 14 Ib up at 2-9-8, 273 Ib down and 9 Ib up at 5-7-7, 273 Ib down and 9 Ib up at 5-7-7, and 293 Ib down and 3 Ib up at 8-5-6, and 293 Ib down and 3 Ib up at 8-5-6 on bottom chord. The design/seledion of such connecfion device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increas6=1.25 March 25,2014 A mmm-Venff design paraweEn md READ KTES ON THIS Am INdmEB MTEKFmHENCE PASE Mil- 7413 ren l/a/im mmUSE Design vafid tor use only with MiTek connectors. This design is based only upon parameters shown, and is tor an individual building componenl. Appficabilrty of design parameters and proper incorporation of componenl ts responsibility of building designer - not truss designer. Bracing shown is tor lateral support of individual web members onfy. Addifional temporory bracing to insure stability during construction the responsibfifity of the erector. Addlfional iDermanent bracing ot the overoH stnjcture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPIl Quality Crtteria, DSB-89 and BCSI Building Component Safety Informafion available trom Truss Plate Institute. 781 N, Lee Streel, Suite 312, Alexandria, VA 22314, if SotrJfeem Wmm J^|: l«m^e^ issp.^'^md, Ehe vaikras tfwsse «#«ctiv& OG/^l/2QtS tiy AiSC MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtrts, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648926 LOT_238_GALlCIA_WAY_ CJA Diagonal Hip Girder 3 1 Diagonal Hip Girder Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries. Inc. Tue Mar 25 10:03:04 2014 Page 2 ID;mvnxEa2AF9Cspnvy7OEdnzXf3A-S9wxLqt9xYSP4TZxgiC_0vKosLeqUHofn6MzTHzXOwr LOADCASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert: 12=92(F=46, B=46) 13= •68(F=-34, B=-34) 14=-222(F—111, B=-111) 16=1(F=1, B=1) 18=-35(F=-18, B=-18) 19-75(F—38, B=-38) A WAmm - Verif r design fatsmeetn md MAD NOTES ON THIS Am INdiBEB HITEK REFERENCE PASE Mil- 7473 set. 1/25/2014 BmmUSE Design valid tor use only with MiTek connectors. The design is iDOsed only upon [Darameters shown, and is tor an individuai building component. Appliccabillty of design paramefer3 and pro|Der incorporation of component is responsitsifity of txiilding designer - not truss designer. Bracing shown Is for kileral support of individual web members only. Additional lemporary bracing to Insure stability during construcfion is the responsibfility of the erector. -Additionof permanent bracing of the overall stnjcture is fhe responsibility ot the buikfing designer. For general guidance regarding folxication. quafity controL storage, defivery, erection and bracing, consult ANSl/TPll QualHy Crtteria, DSB.89 and BCSI BuHding Component Safety Information availat>le from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. If £ot!^^r^«^^« |SP| Iwmlse? H ipmcifim^ thm dawgti I»SM«S »f« tho^ «g*ctiw S>S/QS/agi3 fay,^5£' MiTek* 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galic:ia_ R41648927 LOT_238_GAl.lClA_WAY_ CJAX Diagonal Hip Girder 1 1 Diagonal Hip Girder Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Mar 25 10,03.06 2014 Pagel ID:mvnxEa2AF9Cspnvy70EdnzXf3A-PY2ilWuPTAi7KmjKo7ES5KP4R9K3yA5yFQr4X9zXOwp I 9-10-3 I 11-3-0 I 2.83 O-ft* 3-5-15 1 6-8-0 1 9-10-3 f 11-2-10 11-3-0 0-()-6 3-5-9 3-2-1 1 3-2-4 1 1-4-7 n-fl-6 Plate Offsets (X,Y): 17:Edqe,0-1-81,19:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.17 9-10 >781 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.27 9-10 >485 180 BCLL 0.0 * Rep Stress Incr NO WB 0.59 HorzfTL) 0.06 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 49 ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x4 DF No.l&BtrG 2x4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=589/0-4-3 (min. 0-1-8), 5=-45/Mechanical, 7=826/Mechanical Max Horz 1 =69(LC 4) Max Uplift 1=-57(LC 4), 5=-45(LC 1), 7=-110(LC 4) Max Grav 1=1354(LC 22), 5=35(LC 11), 7=1467(LC 21) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4271/176, 2-3—2942/144, 3-4=-920/50 BOT CHORD 1-10=-224/4122, 9-10—224/4122, 8-9=-177/2864, 7-8=-59/877 WEBS 3-9=0/1304, 3-8=-2286/132, 4-7—1805/121, 4-8=-24/1622, 2-10=0/816, 2-9-1498/49 Stmdural wood sheathing diredly applied or 3-0-0 oc puriins. Rigid ceiling diredly applied or 10-0-0 oc bradng. MiTek recommends that Stabilizers and required cross bracing be installed during tmss eredion, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on (he bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit behrveen the bottom chord and any other members. 4) A plate rating reduction ot 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to tmss connedions. 6) Refer to girder(s) for tmss to tmss connedions. 7) Pravide mechanical connedion (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (it=lb) 7=110. 8) This tmss is designed in accordance with the 2012 internafional Building Code sedion 2306.1 and referenced standard ANSITTP11. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connedion device(s) shall be provided suffident to support concentrated load(s) 39 Ib up at 2-9-8,4 Ib down and 46 Ib up at 2-9-8, 60 Ib down and 55 Ib up at 5-7-7, 34 Ib down and 51 lb up at 5-7-7, and 131 Ib down and 72 Ib up at 8-5-6, and 111 Ib down and 69 Ib up at 8-5-6 on top chord, and 254 Ib down and 14 Ib up at 2-9-8, 254 Ib down and 14 Ib up at 2-9-8, 273 Ib down and 9 lb up at 5-7-7, 273 Ib down and 9 Ib up at 5-7-7, and 293 Ib down and 2 Ib up at 8-5-6, and 293 Ib down and 3 Ib up at 8-5-6 on bottom chord. The design/seledion of such connedion device(s) is the responsibility of others. 11) In the LOAD CASE(S) secfion, loads applied to the face of the tmss are noted as ft-ont (F) or back (B). LOADCASE(S) Standard mi March 25,2014 £k WAmm - Verif riesga paimteEn md READ SOJES ON THIS Am IKLUBEB HITEK REFEREKI PASE Mil 7473 ien. J/25/2ffH SEFOgf USE Design valid for use onty with MiTek connectors. Th'e design is based only upon parameters shown, and is for an individual bufiding component. Applicc]t>ility of design parameters and pro|Der incorrDoration of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indivkluai web members only. Additional temporary bracing to insure stability during construction is the responsibllfity of the erector. AdditionaiTaermanenI txac'mg of the overall structure is the res[Donsib'riity-of the building designer. For general goidarrce regarding fabrication, quqfity controL slcxoge, delivery, erection and txacing, consult ANSIAPIl QuaHty CrHeria, DSB-89 and BCSI BuHding Component Safety Informafion available from Tnjss Plate Institute, 781 N. Lee Streel, Suite 312, Alexandria. VA 22314. :if £«,t!<iKamPww|S:P) kmif>ftr k^Mt^ififtd, tttB idietSsn wakr«s»t« those«#*ctrife06,^®l/2tfl3ii^ AiSC MiTek' 7777 Greentiack Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648927 LOT_238_GAUClA_WAY_ CJAX Diagonal Hip Girder 1 1 Diagonal Hip Girder Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc, Tue Mar25 10:03:06 2014 Page2 ID:mvnxEa2AF9Cspnvy70EclnzXf3A-PY2ilWuPTAi7KmjKo7ES5KP4R9K3yA5yFQr4X9zXOwp LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-68. 1-6=-20 Concentrated Loads (Ib) Vert: 11=48(F=2. B=46) 12=-94(F=-60, B=-34) 13=-242(F=-131, B=-111) 15=1(F=1, 8=1) 17=-35(F=-18, B=-18) 18=-76(F=-38. B=-38) A WAmm -Veriffdssigp psfBSistsr. ssd MAD miESQHlUISm IPn.mED miEKBEFERENCBPABE mi-74?^ res l/BflQUmmUSE Design valid for use only withi MiTek connectors. This design is based onfy upon parameters shown, and is for an individuai building component. Applicability of design parameters and proper incorporation of component is responsibility of buiiding 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 responsibillify of the erector. A-etdHiorTahDerTnanenf bracing of the overall structure is fhe-r«ponsibilify of the buHding-designer. Fcr-ger>eral guidance regarding falDrication. quality control, storoge, delivery, erection and bracing, consult ANSl/TPll Qualfty Criteria, DSB-89 and BCSI BuBding Component Safety Informatfon available from Truss Plate Institute. 781 N. Lee Slreet. Suite 312, Alexandria. VA 22314. -Milek* 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA. 95610 Job Truss Truss Type Qty Ply Galicia_ R41648926 LOT_238_GALlClA_WAY_ CJB Diagonal Hip Girder 3 1 Diagonal Hip Girder Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, inc, Tue Ii^ar25 10:03:08 2014 Paget lD:mvnxEa2AF9Cspnvy7OEdnzXf3A-LwASACwg?nyrZ4sivYHwBIVUSy0gQ50Fil<KBc2zXOwn 3-5-15 6-8-0 9-8-7 g-iOrS ia 0-'l-l3 0-i 3-5-15 >-1-13 Plate Offsets (X,Y): [8:Edfle,0-2-01, [9:0-2-8,0-3^1, [10:0-3-9,0-3-01 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2012/TPI2007 CSI TC 0.32 BC 0.92 WB 0.57 (Matrix-M) DEFL in (loc) l/defl L/d Vert(LL) -0.14 10-11 >896 240 Vert(TL) -0.21 10-11 >594 180 Hor2(TL) 0.05 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 49 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x4 DF No.l&BtrG 2x4 DF Stud G BFiACING TOP CHORD BOT CHORD REACTIONS (lb/size) 6=-115/Mechanical, 2=682/0-4-9 {min. 0-1-8), 8=725/Mechanical Max Horz 2=84(LC 4) Max Uplift6=-115(LC 1), 2=-93(LC 4), 8=-82(LC 8) Max Grav 6=32(LC 8), 2=1351(LC 23), 8=1446(LC 22) Structural wood stteatbing directly applied or 3-4-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance viritti Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3—3611/57, 3-*=-2421/40, 4-5=-480/6 BOT CHORD 2-11 =-102/3492, 10-11=-102/3492, 9-10=-69/2357, 8-9—16/453 WEBS 4-10=0/1290, 4-9=-2183/59, 3-11=-3/705, 3-10=-1353/34, 5-8—1832/64, 5-9=0/1767 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope): cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tnjss has been designed for a live ioad of 20.0psf on the trottom 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2,8 except Ot=lb) 6=115. 7) This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 69 Ib up at 8-5-6 on top chord, and 254 Ib down and 14 Ib up at 2-9-8, 254 Ib down and 14 Ib up at 2-9-8, 273 Ib down and 9 Ib up at 5-7-7, 273 Ib down and 9 Ib up at 5-7-7, and 293 Ib down and 3 Ib up at 8-5-6, and 293 Ib down and 3 Ib up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bacic (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unifonrt Loads (plf) Vert: 1-6=-68, 7-12=-20 ifiiiiiiiiiia^^^^ March 25,2014 A WAmm -Veriff design parasieEfs ssd READ KTES ON THIS Am INClimm HITBCmEREtgl PME Klf-7473 res 1/iSlmi BCFOSEm Design valid tor use only with MUek connectors. This design is based only upon iDarameters sliown, and is for an Individual building comiDonent. Applicability of design parameters and proiDer inconaoration of componenl is responsitsilify of iDullding designer - not truss des^ner. Bracing stiown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the - er^^rtrDr.^'AddttionatpenTianenf tjracing of the overaH strtrc+ore is the responsibility ot the building designer. Frsr general guidance regardkig - fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPI1 QualHy Criteria. DSB-89 and BCSI Building Component Safety Infoimation available from Tnjss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. tif £<>fct1fe«im Pin* twmfcer it sjjec^ftif^ tine <J»tigri liakwfS mam tfe&w «R*cti«« Og/^t/201S AISC Mffek: 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply Galida_ R41648928 LOT_238_GALIClA_WAY_ CJB Diagonal Hip Girder 3 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Uar 25 10:03:08 2014 Page 2 lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-LwASACwg?nyrZ4sivYHwBIVUSy0gQ50FikKBc2zXOwn L0A0CASE{S) Standard Concentrated Loads (Ib) Vert: 15=-111(F) 18=1 (F=1, B=1) 20—35(F=-18, B=-18) 21=-75(F=-38, B=-38) A WAmm-Veafdesignfaf3xeler,3BdREADmTES0HTHISAmmcmEBHITEKMfEMm£PAIaEMn-74nis>. l/29lmimiXEm Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is tor an individual building component. ApplicalDillty of design parameters and proper incorporation of component is responsibility of building designer - not tnjss des'^ner. Bracing stiown is tor lateral support of individual web members only. Additional temporary bracing to insure stability during construction B fhe responsibillity of ttie •'•'erector. AdditionatpermarienltDracirig of the overall structure is the resporisibillty of ttie iDuilding des'igrrer. For general guidance regarding fabrication, quality control, storage, deFrvery, erection and bracing, consult ANSl/TPM Quality Criteria, DSB-89 and BCSI Building Component Safely Infofmation avoik^ble from Truss Plate Institute, 781 N, Lee Street, Suite 312, Alexandria, VA 22314. aZauthmm Piftft |SP) itmife^r it ^3»ctfred:, ti^e .daMgrt -mhim »f«theAa mSimcla^ 0€/@V2gl3 by AISC Milek' 7777 GreentMCk Lane, Suite 109 CKrus Heights, CA, 95610 * Job Truss Truss Type Qty Ply Galicia_ R41648929 LOT_238_GALlClA_WAY_ CJBB Diagonal Hip Girder 1 1 Job Reference (optional) Indio, CA - 92203 3-5-15 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 25 10:03:09 2014 Page 1 lD:mvnxEa2AF9Cspnvy70EclnzXf3A-p7l<qOYwim54iBERuTFo9jy1exMN09YAOx03k8UzXOwm 5-11-9 I 8-6-0 I 9-8-7 | 10-6-6 , 2-5-10 2-6-7 1-2-7 0-10-2 Scale = 1:20.9 Plate Offsets (X.Y): [8:Edge,0-2-01, [9:0-3-9,0-3-01, [10:0-3-9,0-3-01 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2012/TPI2007 CSI TC 0.34 BC 0.89 WB 0.57 (Matrix-M) DEFL in (loc) l/defl L/d Vert(LL) -0.11 10-11 >999 240 Vert(TL) -0.21 10-11 >607 180 HorzfTL) 0.05 8 n/a n/a PLATES MT20 GRIP 220/195 Weight: 47 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x4 DF No.l&BtrG 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-1-14 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=60/Mechanical, 2=880/0-4-9 (min. 0-1-9), 8=1382/Mechanical Max Hotz 2=84(LC 4) Max Uplift6=.13(LC 4), 2=-115(LC 4), 8=-131(LC 8) Max Grav6=60(LC 1), 2=1452(LC 23), 8=1825(LC 22) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3953/136, 3-4=-3092/133, 4-5=-1719/116 BOT CHORD 2-11 =-179/3824,10-11 =-179/3824, 9-10=-162/3014, 8-9=-129/1667 WEBS 4-10=0/1031, 4-9=-1651/38, 3-11=-31/617, 3-10=-1017/18, 5-8=-2407/186, 5-9—70/1864 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (envelope); cantilever lett and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 4) A plate rafing reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) tor truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=115 , 8=131, 7) This truss is designed in accordance with the 2012 internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connecfion device(s) shall be provided sufficient to support concentrated load(s) 391 Ib down and 58 Ib up at 8-6-0 on top chord, and 254 Ib down and 14 Ib up at 2-9-8, 254 Ib down and 14 Ib up at 2-9-8, 273 Ib down and 9 Ib up at 5-7-7, 273 Ib down and 9 Ib up at 5-7-7, and 787 Ib down and 94 lb up at 8-5-6, and 293 Ib down and 3 lb up at 8-5-6 on bottom chord. The design/selection of such connecfion device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead * Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 innliniirflon nw ? March 25,2014 A WAmm -Ve/Tffife^fl pammmr. sad READ mJES OH THIS mim,m£PHmKB£FEMmE PAQE mi-7471 fBt. i/25/iffi4 SffOSf U5£ Design valid for use only witli MiTek connectors. This design is based on\y upon parameters shown, and is for an individual building component. AppJicability of design parameters and proper incorporation of componenf is responsibility of building designer - not truss designer. Bracing stTOwn is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is fhe responsibillify of the erector. Additionafpermanent bracing of the overall structure is ttie responsibilify of the building designer. f=or general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Crtteria, DSB-89 and BCSI Building Component Safety Informafion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. meuz 7777 Greenback Lane, Suite 10 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply Galida_ R41648929 L0T_238_GAL1C1A_WAY_ CJBB Diagonal Hip Girder 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:03:10 2014 Page 2 lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-HJlCbuxwXOCZoO051zJOGAaphmjdu?PYA2plgwzXOwl LOADCASE{S) Standard Uniform Loads (plf) Vert: 1-6=-68, 7-12-20 Concentrated Loads (Ib) Vert: 9=-825(F=-38, B—787) 5=-391(F) 17=1 (F=1, 8=1) 19—35(F=-18, B-18) A WAmm -yeiffi design psfssieEn isd READ NOTES OH THIS/m INCOmEB HITEK REFEIENCE PASE MI17473 ret. 1/2!I20U gffSRf USE Design valid for use only with MITek connectors. This design based only upon parameters shown, and is for an individual building component. Applicability of design parameters and pro|oer incorporotkjn of component is responsitaiity of building designer - not truss designer. Bracing shown rs tor lateral support of individual web members only. Additional temporary bracing fo insure stability during constnjcfran is the responsibillity of the erector. -Additkmal pemnanent brocrng of fhe overall structure is the responsibilityof the buikJing designer; For general gukfance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPI1 QuaHty Criteria, DSB-89 and BCSI BuHding Componenf Safefy Infomiation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. MiTek* 7777 Greentiack Lane, Suite 109 Citnjs Heigtits, CA, 95610 Job Truss Truss Type Qty Ply Gallda_ R41648930 LOT_238_t5ALlCIA_WAY_ CJC DIAGONAL HiP GIRDER 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Mar 25 10:03:11 2014 Paget lD:mvnxEa2AF9Cspnvy70EclnzXf3A-lVrbpEyYHiLQQYbHbgqdoN6_9A2odSI<hOiYrDNzXOwk 6-8-0 I 9-8-7 9-)0,3 11-0-14 ; 3-2-1 3-0-7 1-2-11 2.83 Fii" a-^i.-i Plate Offsets (X,Y): [8:Edge,0-1-61. r9:0-3-9,0-3-01, [10:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRiP TCLL 20.0 Plates Increase 1.25 TC 0.35 Veit(LL) -0.16 10-11 >792 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 VertfTL) -0.25 10-11 >521 180 BCLL 0.0 * Rep Stress Incr NO WB 0.57 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 51 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings Mechanical except Ot=length) 2=0-4-9. (lb)- Max Horz 2=87(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 6, 6, 8 except 2=-101(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 6 except 2=1388(LC 22), 8=1412(LC 21), 8=658(LC 1) MiTelt recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4012/53, 3-4=-2705/45, 4-5=-767/13 BOT CHORD 2-11 =-102/3866.10-11 =-102^866, 9-10=-77/2633, 8-9=-25/733 WEBS 4-10=0/1297, 4-9=-2187/58, 3-11=-6/804, 3-10=-1467/26, 5-9=0/1617, 5-8=-1733/60 NOTES 1) Wind: ASCE 7-10; Vult=1 lOmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); canUlever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss is not designed to support a ceiling and is not intended for use wrtiere aesthefics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the botiom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit t>etween the trattom chord atid any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to tiuss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8 except (jt=lb) 2=101. 8) This tiuss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1111b down and 69 Ib up at 8-5-6 on top chord, and 254 Ib down and 14 Ib up at 2-9-8,254 lb down and 14 Ib up at 2-9-8, 273 Ib down and 9 Ib up at 5-7-7,273 Ib down and 9 Ib up at 5-7-7, and 293 Ib down and 3 Ib up at 8-5-6, and 293 Ib down and 3 Ib up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 "imtiniifffli r>n narip O March 25,2014 A WAmm - ysT^f dssign pafBme tefs Bitd MAD mm QH THB Am IHCimED MTTEK REfERENCE PME Mil-1471 res J/25/25i4 SS^EUSE Design vaFid for use oniy witti MiTek connectors. This design is based only upon parameters stiown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing strawn is for toteral support of individual web members only. Additional temporary bracing to insure stability during construction is ttie responsibillity of ihe r. erector: Additional permanent bracing of ttie overall structure is ttie responsibility of ttie building designer. For general guidance regarding fabriccition, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl QucAty Crtteria, DSB-8? and BCSI Buiiding Component Sotety Inlormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. -MiTek' 7777 Greenback Lane, Suite 109 Citms Heigtits, CA, 95610 » Job Truss Truss Type Qty Ply Galicia_ R4164S930 LOT_238_GALIClA_WAY_ CJC DIAGONAL HIP GIRDER 1 1 Job Reference (optional) BMC, Indio. CA-92203 LOADCASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=^20 Concentrated Loads (Ib) Vert: 12=-111{B) 14=1(F=1, B==1) 16=-35{F=-18, B=-18) 17=-75(F=-38, B=-38) 7.430 s Jul 25 2013 MH'ek Industries, Inc. Tue Mar 25 10:03:11 2014 Page 2 ID:mvnxEa2AF9Cspnvy70EclnzXf3A-IVrt)pEyYHiLQQYbHbgqdoN6_9A2odSkhOiYrDNzXOwk ^ WAmm -Veriff rfei^fl parawetefi nid READ miES OH IHISAm IfKimED HITEKHEFEREHCE PAQE NII-7473 reii 1/29/2014BSmUSE Design valid for use only with MiTek connectors. Ttiis design is based only upon parameters stiown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing stiown is for lateral support of individual web members only. Addttional temporory bracing to insure stability during construction is ttie responsibillity o( the erector. Additional permanent bracing of the overall structure is ttie responsibility of the building designer. For generol guidance regarding fabrication, quality control, storoge, delivery, erection and bracing, consult ANSI/TPIl Qucritty Crtteria, DSB-89 and BCSI Buikiing Component Safety Information available from Truss Pkjfe Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek" 7777 Greenback Lane, Sutte 109 Crtrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Galicia_ R41648931 L0T_23S_GAL1C1A_WAY_ CJCX DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MITek Inijustries. Inc. Tue Mar 25 10:03:12 2014 Page 1 lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-DiP20Z2A20TH2hAT8NLsLbfA4ZTW1JI_rdl^lOlpzXOwj -2-1-7 Plate Offsets (X.Y): [2:0^-7,Edge LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.06 2-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.07 2-7 >849 180 BCLL 0.0 * Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 21 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No. 1 &Btr G BOT CHOf?D 2x4 DF No. 1 SBtr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 4=71/Mechanical, 2=398/0-4-9 (min. 0-1-8), 6=100/Mechanical Max Hor7 2=52(LC 4) Max Uplift4=-19(LC 4), 2=-91(LC 4), 6=-6(LC 8) Max Grav 4=71 (LC 1), 2=699(LC 20), 6=567(LC 19) BRACING TOP CHORD BOT CHORD Stiuctural wood sheathing directly applied or 5-5-0 oc puilins. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed duiing truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3—1138/3 BOT CHORD 2-7—19/1082, 6-7=-19/1082 WEBS 3-7=0/807, 3-6=-1197/21 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This taiss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4,2,6. 7) This truas is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 Ib down and 46 Ib up at 2-9-8 on top chord, and 254 Ib down and 14 Ib up at 2-9-8, and 254 Ib down and 14 Ib up at 2-9-8 on bottom chord. The design/selection of sucfi connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) sedion, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 2-5=-20 Concentrated Loads (Ib) Vert: 8=46(F) 10=1{F=1, B=1) March 25,2014 Jk WAmm-VerXf design psra«ieE!5 ltd READ mTES OH THIS AND IKLUDS) MITEK REFERBICE PAGE mi-7473 tet. lIB/iDU BffOSf 15£ Design valid for use only with MiTek connector;. This design is based only upon parameters shown, and is for an individuai building component. Appiicabllity of design parameters and proper incorporation ot componenl is responsibility of building designer - not truss designer. Bracing stiown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construcfron is the responsibillity of the •erector. Additionaf|Dermanent bracing of the overall structure is tlTe responsibility of the buiiding designer. For general guidance regarding fabrication, qualify controi, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Citteria, DSB-89 and BCSI Building Component Safety Information available trom Truss Plate institute, 781 N. Lee Streel, Suite 312, Alexandria, VA 22314. If ^oLtt^m Pmm \SP^ imnh*^-iiSpm£Mmti, thm #fis%n vmhtms mxm tfto^ «f^ctri^ 0&/@l/2Ql^ b^.MSC MTek" 7777 Greentiack Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tnjss Truss Type Qty Ply Galicia_ R41648932 L0T_238_GALIC1A_WAY_ CJF Diagonal Hip Girrler 1 1 Job Reference (optional) Initio, CA - 92203 3-7-12 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Mar 25 10:03:14 2014 Page 1 ID:mvnxEa2AF9Cspnvy7OEclnzXf3A-A4XjRF_RadLH?KsGoOKQ0kWZN6pqqC84gnVpizXOwh 6-8-0 I 7-3-10 I 3-0-4 0-7-11 Scale = 1:18.1 I 0-7-11 Plate Offsets (X,Y): [7:Edge,0-1-8l, [8:0-3-0,0-3-41 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2012/TPI2007 CSI TC 0.28 BC 0.81 WB 0.46 (Matrix) DEFL Vert(LL) Vert(TL) in (loc) l/defl L/d PLATES GRIP -0.09 2-9 >988 240 MT20 220/195 -0.11 2-9 >751 180 0.02 7 n/a n/a Weight: 32 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x4 DF No.l&BtrG 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=-170/Mechanical, 2=486/0-4-9 (min. 0-1-8), 7=535/Mechanical Max Hotz 2=64(LC 4) Max Uplift5=-170(LC 1), 2=-95(LC 4), 7=-82(LC 4) Max Grav5=48(LC 4), 2=967(LC 21), 7=1171(LC 20) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3—2308/39, 3-4=-569/16 BOT CHORD 2-9=-59/2211, 8-9=-59/2211, 7-8=-24/555 WEBS 3-9=0/972, 3-8-1786/39, 4-8=0/1490, 4-7=-1719/75 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2,7 except (jt=lb) 5=170. 7) This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This truss has been designed for a moving concentiated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 Ib down and 46 Ib up at 2-9-8,4 Ib down and 46 Ib up at 2-9-8, and 20 Ib down and 48 Ib up at 5-1-13, and 60 Ib down and 55 Ib up at 5-7-7 on top chord, and 244 Ib down and 24 Ib up at 2-9-8, 244 Ib down and 24 Ib up at 2-9-8, and 276 Ib down and 20 Ib up at 5-1-13, and 263 Ib down and 19 Ib up at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pl^ Vert: 1-5=-68, 2-6=-30 rinniiniirfinnnmr March 25,2014 A WAmm-Veriff design paismemn ssd READ WTES ON THIS Am IKlimED MITEK miRlHI. PME mi- 7473 res Uiilim SBmEISE Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building com|Donen1. Applicability of design parameters and proi^er incorporation of componenl is responsibility of buikiing designer - not truss des'^ner. Bracing shown is for lateral support ot indivkdual web members only. Additional temjoorary bracing to insure stability during construction fe fhe responsibillity of ttie - erector. Addifronal jsermanent bracing of the overall structure is fhe responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPIt Quality Criteria, DSB-89 and BCSI BuDding Component Safely Infomiation avoltabie trom Tnjss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. tf Smftfesm Wmm fSS»} tMmfe«i- a;^*»cift«d^ flie sSia*^ifflki«jmrm tfiow«if«ctiw« Q6/^S/2Qi31>¥ MSC MiTek 7777 Greenback Lane, Suile 10 Ci^s Heights. CA, 95610 Job Truss Truss Type Qty Ply Galicia^ R41648932 LOT_238_GALlClA_WAY_ CJF Diagonal Hip Girder 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MITek Industries. Inc. Tue Mar 25 10:03:14 2014 Page 2 iD:mvnxEa2AF9Cspnvy7OEclnzXf3A-A4XjRF_Radj_H?KsGoOKQ0kWZN6pqqC84gnVpizXOwh LOADCASE(S) Standard Concentrated Loads (Ib) Vert: 10=92(F=46, B=46) 11 =-20(F) 12=-60(B) 14=21(F=11, B=11) 15=-21(F) 16=-8(B) WAmm -Veriff design fmmemn aid READ NOTES OH THIS Am MlimEB HITEK REFEIENCE PME Mil 7473 res l/B/mS SERWf «S£ Design valid for use only with MITek connectors. This design is based only upon pxirameteis shown, and is tor an individual building componenl. Applicability of design parameters and proper incorporation of component is responsibility of tHJilding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary txacing to insure stability during construction is the responsibillity of fhe erector. Additkinal permanent bracing of the overall structure is ttie res|Donsibillty of the buiWing designer. For general gukjance regarding fabrication, quality control, storage, delivery, erection and tarocing, consult ANStAPn Quality Criteria, DSB-89 and BCSI Building Component Safely Information avatable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tf Sotiihmt-^ P-mm pP) ixmibmf H sp»ciR«i$, rh» dmti^ ie»fu«s mxm thew «#«ctiwCr Q&/^tf2^1S AISC IMiiTek* 7777 Greentiack Lane, Suite 109 Citms Heigtits, CA, 95610 • Job Truss Tmss Type Qty Ply Galicia_ R41648933 L0T_238_GAL1C1A_WAY_ DOI Roof Spedal 2 1 Roof Spedal Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:03:15 2014 Paget lD:mvnxEa2AF9Cspnvy70EclnzXf3A-eG55eb?3Urrv9v2qWvZzDHbonTvZCNHJKW2M8zXOwg 13-6-0 Plate Offsets (X,Y): [4:0-2-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert{LL) -0.16 4-5 >964 240 MT20 220/195 TCDL U.O Lumber Increase 1.25 BC 0.69 Vert(TL) -0.32 4-5 >487 180 BCLL 0.0 • Rep Stress Incr YES WB 0.78 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2012n"PI2007 (Matrix) Weight: 56 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=589/Mechanical, 4=575/0-3-8 (min. 0-1-8) Max Horz 6=-137(LC 4) Max Uplift6=-63{LC 9), 4=-44(LC 5) BRACING TOP CHORD BOT CHORD Stmctural wood sheathing directly applied or 5-10-7 oc puriins, except end verticals. Rigid ceiling direcUy applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bradng be installed during tmss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 3-4=-1092/88 BOT CHORD 5-6=-42/970, 4-5=-42/970 WEBS 3-6=-993/126,3-5=0/405 NOTES 1) Wind: ASCE 7-10; Vult=1 lOmph (3-second gust) Vasd=87mph; TCDL=6.0pst; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); canUlever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip DOL= 1.00 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumtier members. 5) Refer to girder(s) for tmss to tmss connections. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6,4. 7) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.01b live atid 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard [S[ C 074486 jgj 12-31-15 Design valid for use only witli MiTek connectors. Ttiis design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of compjonent is responsibility of building designer - not truss designer. Bracing stiown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnjction is ttie responsibillity of the •erector.—Addittonatpemnonent txacing ofthe overall structure is ttie resporcibility of the bdlding designer. Forgeneralguidance regarding fabricatk>n, quality control, storage, delivery, erection and brocing, consult ANSI/TPIl Qualfty Crtteria, DSB-89 and BCSI Building Component Safety Information availatple from Truss Plate Institute, 781 N. Lee Street, Suite 3)2, Alexandria, VA 22314. MiTek* 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648934 L0T_238_GAL1CIA_WAY_ D03 Hip 1 1 Hip Job Reference (optional) Indio, CA - 92203 -1-6-0 7.430 5 Jul 25 2013 MTTek Industries, Inc. Tue Mar 25 10:03:19 2014 Paget lD:mvnxEa2AF9Cspnvy70EclnzXf3A-W2KcUz2ZP9LHOmCp3MzV73SN60qHV92tEyUGVvzXOwc I 17-2-0 I 21-10-13 I 27-2-0 3-7-0 4-8-13 -+-5-3-3 6-1-12 1 11-9-8 1 15-4-8 1 21-0-4 27-2-0 1 r 6-1-12 5-7-12 3-7-0 .•1-7-15 ft.1-12 1 Plate Offsets (X,Y): [5:0-2-0,Edqel, I7:0-2-0,Edqel, [13:0-3-0,0-3-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.13 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.45 13-14 >718 180 BCLL 0.0 * Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 126 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (lb/size) 10=1179/0-3-8 (min. 0-1-8), 2=1301/0-3-8 (min. 0-1-8) Max Horz 2=49(LC 10) Max Uplift 10=-254(LC 20), 2=-300(LC 17) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-2985/690, 3-4=-2821/501, 4-5=-615/209, 4-6=-1673/101, 6-8-1675/105, 7-8=-615/208, 8-9=-2861/523, 9-10=-3027/713, 5-7=-573/131 BOT CHORD 2-14=-664/2768, 13-14=-388/2177, 12-13=-159/2275, 11-12-368/2183,10-11—660/2811 WEBS 3-14=-302/87, 4-14=-64/723, 4-13=-13/317, 8-12=-12/313, 8-11—70/740, 9-11—320/90 Stiuctural wood sheathing directly applied or 3-6-13 oc puriins, except 2-0-0 oc puriins (6-0-0 max.): 4-8,5-7. Rigid ceiling directiy applied or 8-3-7 oc bracing. 1 Brace at Jt(s): 6 MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Provide mechanical connection (by others) ottmss to bearing plate capable ot withstanding 100 Ib uplift at joint(s) except (|l=lb) 10=254, 2=300. 8) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any ottier live loads. 10) This tmss has been designed for a total drag load ot 1000 Ib. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 to 27-2-0 for 36.8 plf. 11) Graphical puriin representation does not depict Uie size or the orientation of the puriin along the top and/or bottom chord. LOADCASE(S) Standard March 25,2014 £k W/mm-VetHf design psfsmesn aed READ NOTES ON THIS Am INCLUDED HITEK REFEI^Nd PASE mi-7473 ren mimi SEFmUSE Design valid tor use only with l\4iTek connectors. This design 'is based only upon parameters shown, and is tor an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown IS tor lateral support of individual web members only. Additional temporary bracing to insure stability during construcfion is the responsibillity of ttie erector. Addltiohal tDermanent bracing of the overall structure is fhe responsibility of the fcaiikfing designer; for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANStAPII Quality Citterfa. DSB-89 and BCSI BuBding Component Safety Infofmation available trom Tnjss Pkate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. iSSmvthmm Pim ^P) fa«n&«r -gsftmnHima, thm drnti^r^ K«ttbM mtm th<nm mnmc^mQG/Ql/2<liS tty AiSC MiTek* 7777 Greenback Lane, Suite 109 Crtrus Heigtits. CA, 95610 • Job Truss Tmss Type Qty Ply Galicia_ R41648935 U0T_238_GAL1C1A_WAY_ D04 Hip 1 1 Hip Job Reference (optional) Indio, CA - 92203 10-0-0 7.430 s Jul 25 2013 MTTek Industries, Inc. Tue Mar 25 10:03:22 2014 Page 1 lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-xd016_4Si4isFExOkUXCIi4uMbrJWoJwwiw5EzXOwZ 17-2-0 I 21-10-13 I 27-2-0 , 3-7-0 4-8-13 5-3-3 1 6-1-12 1 11-9-8 1 15-4-8 21-0-4 27-2-0 1 1 6-1-12 5-7-12 3-7-n _5-7-12 fi-1-1? 1 Plate Offsets (X.Y): [5:0-2-0,Edqel, [7.Q-2-0,Edqel, (13:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.13 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 VertfTL) -0.45 13-14 >721 180 BCLL 0.0 * Rep Stress Incr YES WB 0.23 HorzfTL) 0.13 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 1261b FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 10=1179/0-3-8 (min. 0-1-8), 2=1301/0-3-8 (min. 0-1-8) Max Horz 2=48(LC 8) Max Uplift 10=-88(LC 5), 2=-134(LC 4) BRACING TOP CHORD BOT CHORD JOINTS Stmctural wood sheathing directly applied or 3-6-13 oc puriins, except 2-0-0 oc puriins (6-0-0 max.): 4-8, 5-7. Rigid ceiling direcUy applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 6 MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer InstallaBon guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2985/211, 3-4-2822/217, 4-5=-719/102,4-6=-1559/84, 6-8=-1561/88, 7-8-719/102, 8-9-2861/238, 9-10=-3028/233, 5-7=-682/100 BOT CHORD 2-14—192/2768,13-14—125/2176,12-13=-96/2266, 11-12—106/2182,10-11—189/2812 WEBS 3-14=-303/81, 4-14=-53/724, 4-13=-1/310, 8-12=-0/306, 8-11 =-59/741, 9-11=-322/84 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10 except (jt=lb) 2=134. 8) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOADCASE(S) Standard March 25,2014 ^ WAmm -Veriffdesign paanems md READ mJES ON THISm) IfKliaEB HITEK REFEREmE PASE mi.7473 ren. l/2S/mi SffOK USE Design valid for use only with MITek connectors. This design is txased only upon parameters shown, and is for an individual building componenl. Applicability of design parameters and proiDer IncorTSOrafKin of componenf is responsibility of building designer - not truss designer. Bracing shown is for tateral suplDort of individual web members only. Additional temporary bracing to insure stability during constructbn is the responsibillity ot the erector. Additional permanenl txacing of the overall structure Is the responsibility of the building designer. Forgenerot guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPI1 QualHy Crtteria. DSB-89 and BCSI Building Component Safety Infomiation availatile from Tnjss Ptate institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. t* Sou* l*em Pine |S?^ *«mj»«f a spmctfimd, thm <*BHfn i«tu*s w* ttHne «ff»ctjv* 06/^31/2013 MSC MiTek* 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648936 LOT_238_GALIClA_WAY_ DOS Hip 1 1 Hip Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MfTek Industries, Inc. Tue Mar 25 10:03:24 2014 Page 1 lD:mvnxEa2AF9Cspnvy70EclnzXf3A-t?8VXg6iEizaUX5nrv2gq69EnPXSAPWcOEC1A6zXOwX 17-2-0 I 21-10-13 I 27-2-0 3-7-0 4-8-13 5-3-3 Scale = 1:50.0 5 1 6-1-12 1 11-9-8 15-4-8 1 21-0-4 27-2-0 1 1 (i-1-1? 5-7-12 3-7-0 1 5-7-1? 6-1-12 Plate Offsets (X,Y): [4:0-2-8,0-0-121, [6:0-2-8,0-0-12], [11:0-3-0,0-3-4] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.30 BC 0.73 WB 0.21 (Matrix) DEFL Vert(LL) VertfTL) HorzfTL) in (loc) -0.13 11 -0.46 11-12 0.13 8 l/defl >999 >702 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 1161b FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOT CHORD 2x4 DF No. 1 SBtr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Stmctural wood sheathing directiy applied or 3-6-12 oc puriins, except 2-0-0 oc puriins (4-3-5 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=1179/0-3-8 (min. 0-1-8), 2=1301/0-3-8 (min. 0-1-8) Max Hotz 2=42(LC 8) Max Uplift8=-94(LC 5), 2=-140(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in arxordance with Stabilizer Installation guide. TOP CHORD BOT CHORD WEBS 2-3=-2980/228, 3-4=-2823/233, 4-5=-2375/201, 5-6=-2377/207, 6-7=-2863/254, 7-8=-3023/251 2- 12=-204/2763, 11-12=-144/2245, 10-11 =-144/2452, 9-10=-130/2252, 8-9=-205/2806 3- 12=-259/80, 4-12-52/676, 4-11=-16/360, 5-11=-256/71, 5-10=-252/73, 6-10=-13/353, 6-9=-58/692, 7-9=-273/83 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 lOmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); canUlever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf tiottom chord live load nonconcurrent with any other live loads. 5) * TTiis tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=140. 8) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOADCASE(S) Standard March 25,2014 ^ WAmm - Verif f design psfsmeSas and MAD NOTES OH THIS Am INaiXED MITEK REFEMmE lASE MII-7473 ren 1/291 lOU SffOIEUSE Design valid for use only with MITek connectors. Thte design te based only upon parameters shown, and te for an individual building component. Applicability of design parameters and proper incorporatkjn of component is responsibiiity ot txiilding designer - not truss designer. Bracing shown te tor lateral support of individual web members only. Additional temporary txacing to insure stability during constnjction is the responsibillity of ttie erector. Additional pennanenf bracing of the overall^tructure te ttie'responsibilitycpf thetiuilding designer. For general guidance regarding tatxication. quaiity controL storage, delivery, erection and tiracing, consult ANSI/TPIl Quality Criteria. DSB-89 and BCSI Building Componenf Safefy Information availoLile trom Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. If Southern Pine |S^) tumtier is^]«ciftet£, fhe d»u£n iiski«s mrm that* «fF*cthi« 6&/01/20i3 by ALSC MiTek 7777 Greentiack Lane, Suite lOi Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648937 LOT_238_GALIClA_WAY_ D06 Hip Girder 1 o Job Reference (optional) Indio, CA - 92203 I -1-6-0 , 11-8-12 7.430 5 Jul 25 2013 MTTek Industries, Inc. Tue Mar25 10:03:27 2014 Paget lD:mvnxEa2AF9Cspnvy70EclnzXf3A-Hape9i8bWdM8L?pMX16NSInhfcVWNib24BQhnRzXOwU 1^5-4 ^ 19-2-0 , 22-7-2 I 27-2-0 3-8-8 3-8-12 3-5-2 4-6-14 Scale = 1:49.9 1 5-4-14 ' 4-5-S ' 3-R in 3-8-10 t 4-5-8 1 1 •1-4-14 Plate Offsets (X.Y): [2:0-2-4,0-0-11, [9:0-2-4,0-0-1], [11:0-3-0,0-4-41, [12:0-6-0,Edpe], [13:0-3-0,0-4-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.34 12 >936 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 VertfTL) -0.77 12 >418 180 BCLL 0.0 * Rep Stress Incr NO WB 0.51 HorzfTL) 0.15 9 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 271 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x6 DFSS WEBS 2x4 DF Stud G REACTIONS (lb/size) 9=2547/0-3-8 (min. 0-1-14), 2=2691/0-3-8 (min. 0-1-15) Max Horz 2=39(LC 4) Max Uplift9=-288{LC 5), 2=-327(LC 4) Max Grav9=3574(LC 33), 2=3651 (LC 27) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-10697/805,3-4=-10710/809, 4-5=-11584/864, 5-6-11987/898, 6-7=-11561/891, 7-8—10643/859, 8-9—10632/855 BOTCHORD 2-14=-753/10114, 13-14=-716/9656, 12-13=-881/11892, 11-12=^881/11880, 10-11 —735/9605, 9-10=-785/10053 WEBS 4-14=-42/972, 4-13=-186/3278, 5.13=-760/130,6-11 =-781 (114,7-11 =-171 (3326, 7-10=-45/953 BRACING TOP CHORD Stmctural wood sheathing directly applied or 4-0-10 oc puriins, excepl 2-0-0 oc puriins (3-9-14 max.): 4-7. BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bradng. NOTES 1) 2-ply tmss to tie connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 raws staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othenwise indicated. 3) Unbalanced roof live loads have been considered tor this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and rigtit exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 5) Provide adequate drainage to prevent water ponding. 6) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This tmss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=288, 2=327. 10) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 11) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. nn nant> 9 March 25,2014 A WAmm • Verif? dasign paiBSjefeo ssd READ NOTES QH THIS Am INCLUDED miEK REFERENCE PAQE mi 7475 ren 1/29/mU mOiEm Design valid for use only witli MiTek connectore. This design is based only upon parameters shown, and is for an individual buiiding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not tnjss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructkin is the responsibillity of the erec+or. Additional permanent bracing ofitie overall structure irtheTesporraibility of ^he building deaner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSl/TP'l QualHy Criteria, DSB-89 and BCSI BuHding Component Safety Information avoiloWe from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 7777 Greenback Lane, Suite 109 CitRis Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648937 LOT_23e_GAl-lClA_WAY_ D06 Hip Girder 1 2 2 Job Reference (optional) BMC, indio, CA-92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10.03.28 20U Page 2 lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-lnN0N29DHwU?z9OY4kec?yKsP0sk69rBlrAFJu2XOwT NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 Ib down and 70 Ib up at 8-0-0,134 Ib down and 70 Ib up at 10-0-12, 134 Ib down and 70 Ib up at 12-0-12,134 Ib down and 70 Ib up at 13-7-0,134 Ib down and 70 Ib up at 15-1-4, and 134 Ib down and 70 Ib up at 17-1-4, and 90 Ib down and 105 Ib up at 19-2-0 on top chord, and 1719 Ib down and 121 Ib up at 8-0-0, 300 Ib down at 10-0-12, 300 Ib down at 12-0-12, 300 Ib down at 13-7-0, 300 Ib down at 15-1-4, and 300 Ib down at 17-1-4, and 1719 Ib down and 121 Ib up at 19-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-68, 7-9=-68, 2-9=-20 Concentrated Loads (Ib) Vert: 4=-134(F) 7=-90(F) 12=-53(F) 13=-53(F) 11=-53{F) 15=-134(F) 16= 134(F) 17=-134(F) 18=-134(F) 19=-134(F) 22=-798(F) 25-53(F) 26=-53(F) 29=-798(F) A WAmm -Verif f design pammemr, 3sd READ NOTES ON TIOS Am INCLimED HITEK BB^EBEKE PASE mi 7473 let. m/20U mmtSE Design valid for use only with MiTek connectors. Thb design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and pro|3er incorporation of component is responsibility of Isuilding designer - not truss desgner. Bracing shown is for lateral support ot individual web members only. Addifional temiaorary tDracing to insure stability during constructton is the responsibillity of the erector. Addrtionofpermonent bracing of the overall struchji^e-is ffre responsibiliiy of-the-txiHding designer. Forgeneralguidance regarding fabrication, quality control, storoge, delivery, erection and bracing, consult ANSI/TPIl Quafity Criteria, DSK-89 and BCSI BuHding Component Safety Information available from Truss Plate institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. M S&Mhmm Wmm |S?») t«r«l>ftr il xpmcWi^ titm et«*lfB i*ttj*s w* th&tm ml^mi^wm a^/g£/2013 by AiSC -Mffek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648938 L0T_238_GAL1CIA_WAY_ EOO Root Special 1 1 Root Special Job Reference (optional) Indio. CA - 92203 7.430S Jul 25 2013 MITek Industries, Inc. Tue Mar 25 10:03:29 2014 Paget lD:mvnxEa2AF9Cspnvy70EclnzXf3A-DzxOaNAr2EcsaJzkeS9rXAs2JQFXrj4LXVvort<zXOwS 9-6-0 -+-1-6-0 Scale = 1:20.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.19 5-9 >482 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 VertCTL) -0.39 5-9 >238 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IBC20127TPI2007 (Matrix-M) Weight: 28 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x4 DF No.l&BtrG 2x4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 5=282/Mechanical, 3=516/0-3-8 (min. 0-1-8) Max Horz 5=-88(LC 6) Max Uplift5=-29(LC 9), 3=-76(LC 5) Max Grav 5=428(LC 17), 3=522(LC 23) FORCES (Ib) - Max. Comp./Max. Ten. TOPCHORD 2-3=-1580/136 BOT CHORD 3-5=-159/1752 All forces 250 (Ib) or less except when shown. Stiuctural wood sheathing direclly applied or 4-11-11 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -Cf-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to tmss connections. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. 7) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard March 25,2014 A -Vai^rfiaraaeten sed R£«; »mj 0I¥ WK/W IKli®£C WIEKKF£K)CE PAG£ Design valid for use only with MFTek connectors. This design is based only upon parametera shown, and is for an individual building component. Apfjlicability of design parameters and proper incorporation of component is resF>onsibilify of txiilding designer - not truss designer. Bracing shown b for lateral support of individual web members onfy. Additional temporary bracing fo insure stability during construction is the responsibillity of the erector.-^AddrtiDnat permanent braeingTJf the overall-structure is-ttie responsitgitfty of ttiebuildingtJesignen-for general guidance regarding fabrication, quality confrol, storage, delivery, erection and bracing, consult ANSl/TPll Qualtty Criteria, DSB-89 and BCSI Building Component Safety Informafion available from Truss Plate Insfitufe, 781 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. Miliok' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job tmss Tmss Type Qty Ply Galicia_ R41648939 LOT_238_GALlClA_WAY_ 601 Roof Spedal 6 1 Roof Spedal Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 Mri'ek Industries, Inc. Tue Mar 25 10:03:29 2014 Page 1 lD:mvnxEa2AF9Cspnvy70EclnzXf3A-DzxOaNAr2EcsaJzkeS9rXAs2JQFXr|4LXVvort<zXOwS I 9-6-0 I Scale = 1:20.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.19 5-9 >482 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 VertfTL) -0.39 5-9 >238 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IBC2012n'PI2007 (Matrix-M) Weight: 28 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x4 DF No.l&BtrG 2x4 DF Stud G REACTIONS (lb/size) 5=282/Mechanical, 3=516/0-3-8 (min. 0-1-8) Max Horz 5=-88(LC 6) Max Uplift5=-29(LC 9), 3=-76(LC 5) Max Grav 5=428(LC 17), 3=522(LC 23) BRACING TOP CHORD BOT CHORD Stmctural wood sheathing directly applied or 4-11-11 oc puriins, except end verticals. Rigid ceiling directly applied or ^0-O-0 oc bracing. MiTeic recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation ouide. FORCES (Ib) - Max. Comp./Max. Ten. TOPCHORD 2-3=-1580/136 BOTCHORD 3-5=-159/1752 All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=1lOmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; ExpC; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit betiween the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to tmss connections. 6) Pravide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. 7) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.Olb live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chonj, nonconcurrent with any ottier live loads. LOADCASE(S) Standard A WAmm-Veriff design pimnelen nd MAD NOTES ON THIS Am INCLmEB HITEK REFEWKE PASE Mil7473 ien. l/29/20Ummm Design valid tor use only with MiTek connectors. This design is based only upon iDarameters shown, and is tor an indivkluai building com[Donent. Applicability of design parameters and proper incorporation of componenl is responsifciirrty of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during constnjcfion is the responsibillity of ftie erector. Additional permanent bracing otthe overalfstructure-wtheTesponsibiltlY of ttie building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPIl Quafity Crtteria, DSB-89 and BCSI Building Component Safety Infonnation available trom Truss Pkate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. tSSoijrthirm P1m{^$uml»ftr a^i*cifi«d,fhe d«usmistu«3»f« tJhotm«^fmtl^vmOG/ISl/2^31SiPfM.SC MITek" 7777 Greentiack Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Truss Type Qty Ply Galicia_ R41648940 LOT_238_GALIClA_WAY_ 602 Half Hip Girder 1 2 Half Hip Girder 2 Job Reference (optional) Indio, CA - 92203 7-6-0 7.430 s Jul 25 2013 MTTek Industries, Inc. Tue Mar 25 10:03:34 2014 Page 1 lD:mvnxEa2AF9Cspnvy70EclnzXf3A-a»fl(Hd5E_tmE9h4siR?IOEDZnhRvUWtCMhndZXXzXOwN 14-0-0 I 17-3-15 I 21-6-0 , 23-0-0 4-3-3-0 3-3-15 4-2-1 1-6-0 Scale = 1:38.6 Plate Offsets (X.Y): [1:0-1-7.Edqel, [1:0-10-15,Edgel, 13:0-5-8,0-2-01, [5:0-5-8,0-2-01. [7:0-1-7,Edgel, t7:0-10-15,Edgel. [10:0-3-12,0-4-121, [11:0-6-0.0-4-81. [12:0-3-12,0-4-121 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2012/TPI2007 CSI TC 0.91 BC 0.87 WB 0.51 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.24 11 >999 240 Vert(TL) -0.78 11-12 >326 180 Horz(TL) 0.16 7 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 2181b FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOTCHORD 2x6 DFSS WEBS 2x4 DF Stud G BRACING TOP CHORD BOTCHORD Stiuctural wood sheathing directly applied or 2-1-0 oc puriins, except 2-0-0 oc puriins (3-2-7 max.): 3-5. Rigid ceiling direcUy applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=5930/0-3-8 (min. 0-3-3), 7=4387/0-3-8 (min. 0-2-5) Max Horz 1=-38(LC 5) Max Uplift 1=-625(LC 4), 7=-514(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—15907/1693, 2-3=-14778/1628, 3-4=-14142/1609, 4-5—14141/1609, 5-6=-12621/1415, 6-7=-12160/1321 BOTCHORD 1-13=-1587/14866, 12-13—1587/14866, 11-12=-1479/13669, 10-11=-1283/11865, 9-10=-1212/11483, 7-9=-1212/11483 WEBS 2-13=-480/83, 2-12=-1538/101, 3-12—304/3298, 3-11—194/882, 4-11 =-932/132, 5-11—339/2947, 5-10=^194/2562, 6-10-101/705, 6-9=-476/92 NOTES 1) 2-ply tmss to be connected together with IOd (0.13rx3") nails as follows: Top (iiords connected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 12-3 2x4 -1 row at 0-2-0 oc, member 10-5 2x4 -1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or bacit (B) tace in the LOAD CASE(S) section. Ply to ply connections have been provided to distiibute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered tor this design. 4) Wind: ASCE 7-10; Vult=110mph (3-secondgust) Vasd=87mph;TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; ExpC; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip DOL=1.00 5) Pravide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless othen/vise indicated. 7) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas virhere a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joirit(s) except (jt=lb) 1=625, 7=514. 11) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 12) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Graphical puriin representation does not depict the size orthe orientation of the puriin along the top and/or bottom chord. March 25,2014 A WAmm' Veriff design psramelER ssrf READ NOTES OH THIS Am INCimD MITEK REfEREmE PAQE Mil 7471 fE it i/25/2C14 S^mm Design valid for use only with MiTek connectors. Ttiis design is based onty upon parameters sfiown, and is for an individual building component. Applicataility of design parameters ond 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 construcfion is the responsibillity of tt>e erector. Additioiial permanent Ixocing of the tjverall structvare is the resportsHailifyof the buHding designer. For general guidance regiarding fabricafion, quality control, storage, delivery, erection and bracing, consult ANSl/TPll QualHy CiHerla. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexanidria, VA 22314. MiTek' 7777 Greentiack Lane. Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648940 LOT_238_GALIClA_WAY_ E02 Half Hip Ginler 1 2 Half Hip Ginler 2 Job Reference footional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTTek Industries, Inc. Tue Mar 25 10:03:34 2014 Page 2 lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-awl(Hd5E_tmE9h4siR?10EDZnhRvUVVtO4hndZXXzXOwN NOTES 14) Hanger(s) or other connection device(s) shall be provided suflicient to support concentrated load(s) 89 Ib up at 7-6-0, 89 Ib up at 9-6-12, 89 Ib up at 10-9-0, and 89 Ib up at 11-11-4, and 25 lb down and 150 Ib up at 14-0-0 on top chord, and 2345 Ib down and 238 Ib up at 7-6-0, 544 Ib down and 87 Ib up at 9-6-12, 544 Ib down and 87 Ib up at 10-9-0, and 544 Ib down and 87 Ib up at 11-11-4, and 1966 Ib down and 189 Ib up at 13-11-4 on bottom chord. Ttie design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3—358(F—290), 3-16=-358(F=-290), 5-16—68, 5-8=-68,1-7—20 Concentrated Loads (Ib) Vert: 5=124(F) 12=-1906(F) 11 =-544(F) 3=50(F) 4=50(F) 10=-1249(F) 14=50(F) 15=50(F) 20=-544(F) 21=-544(F) A WAmm-Veriff design praaeEn nd MAD NOTES ON THIS AND INaUDEB HITEK REFEMNCE PAGE Mil 7473 ren 1/29/2011 BffmUSE Design valid for use only with MiTek connectors. Ttib design is based only upon parameters shown, and is tor an individual building connponent. AppTicabitity ot design parameters and proper incorporatran ot component is responsibiTrty ot txjilding designer - not truss des'^ner. Bracing shown b for tateral support of individual web members only. Additional temporar/ brcacing to insure stability during constnjction is the responsibillity ot the erector. Additional-permanent bracing of the overall structure is ttieTespxinsiblllty of the building designer. For general guidance regarding fataricatbn, guality control, storage, delivery, erection and txacing, consult ANSI/TPIl Qualify Crtteria. DSB-89 and RCSl Building Component Safety Infonnation cavaltable trom Truss Plate institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. WSmahmrrt Wmm |SP) krmte«f i*spm^ifimA. thm dwigr^ngivmrtmrm ihinmmSmcixvm Ofi/Ol/aOlS try.<U.SC MITek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Gaticia_ R41648941 L0T_238_GAL1C1A_WAY_ GRA MONOPITCH GIRDER 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MTTek Industries, Inc. Tue Mar 25 10:03:35 2014 Paget lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-27lfri^Fce4M01EQu?jGFnR643ri=pFG0DvRI^63_2XOwM 8-0-0 7-8-7 Scale = 1:16.5 Plate Offsets (X.Y): M:0-1-7.Edgel LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.06 6 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 VertCTL) -0.13 1-6 >722 180 BCLL 0.0 * Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 38 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x6 DF No.2 G 2x4 DF Stud G BFiACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=1130/0-3-8 (min. 0-1-15), 5=1868/Mechanical, 5=1868/Mechanical Max Horz 1=301(LC 17) Max Uplift 1=-1306(LC 17), 5=-191(LC 17) Max Grav 1=1825(LC 34), 5=2718(LC 41), 5=1868(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=-4831/3700, 2-3=-1730/1701 BOT CHORD 1 -6-3801/4807, 5-6-1943/2763 WEBS 2-6-149/1518,2-5=-2463/362 Stmctural wood sheathing directly applied or 2-10-14 oc puriins. Rigid ceiling directly applied or 3-11-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip 0OL=1.00 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tmss has been designed for a live load of 20.0psf on the ttottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit betiween the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to tmss connections. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 1=1306, 5=191. 7) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any ottier live loads. 9) This tmss has been designed for a total drag load of 4000 Ib. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 500.0 plf. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 Ib up at 7-10-8 on top chord, and 569 Ib dowm and 61 Ib up at 2-5-4, 569 Ib down and 61 Ib up at 4-5-4, and 569 Ib down and 61 Ib up at 6-5-4, and 1392 Ib down and 81 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is ttie responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or bacic (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 r^nntiniiofl nn nano 9 March 25.2014 dk WAmm - Veriff design pst^me SEr^ and READ NOTES QH THIS Am IfOMDED MITEK REFERENCE PAQE Mil 7473 m K 1/29/mi mmm Design valid for use only with MiTek connectors. This design ts based only upon parameters shown, and is tor an individual buiiding component. Applicability of design parameters 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 tDracing fo insure stability during construction is ttie responsibillity of tfie erector. Additional F>ermanent bracing of the overall structure is the responsibility of the building design^: For general guidance regarding fabricafion. quality control, storage, delivery, erection and bracing, consult ANSl/TPM Quality Citteria, DSB-89 and BCSI Building Component Safety Informafion avaikable from Truss Ptate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greentiack Lane, Suite 109 Citrus hieigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648941 LOT_238_GALIClA_WAY_ GRA MONOPITCH GIRDER 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 Mri'ek Industries, Inc. Tue Mar 25 10:03:35 2014 Page 2 lD:mvnxEa2AF9Cspnvy7OEclnzXf3A-27lfri^Fce4M01EQu?jGFnR643rFpFG0DvRM63_zXOwM LOADCASE(S) Standard Uniform Loads (plf) Vert: 1-3=-68, 3-4—28, 1-5=-20 Concentrated Loads (Ib) Vert: 4=14(F) 6=-569(B) 5=-638(F) 7=-569(B) 9=-569(B) A WAmm -Veriff design pifsaelzn and MAD WTES ON THtS Am INdUDEB HITEK RBEMNd PASE mi-7473 rei l/2S/2BSi StFORf USE Design valid for use only v^lth Mrek connectors. Ttiis design is based only upon [Darameters shown, and is for an individual tjuilding component. Applicability of design parameters and proper incorporation ot compioneni is responsibility of Isuilding designer - not truss designer. Bracing stiown is for lateral support of individual web memtjers only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Addittonal permanent bracing of ttie overalfstnjcture is ttie responsibility ofttie building designer, for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Crtteria. DSB-89 and BCSI Building Component Safety Infofmation available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. If S<Hrt hwnn Wmm Hrmlw it ^»ciR*d, the #««.tgw i»tu«s »f«th<nm mtfmc^vm Q£/gl/2013 tjy AISC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply I Galicia_ R41648942 L0T_238_GALIC1A_WAY_ GRB MONOPITCH GIRDER 1 1 1 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MTTek Industries, Inc. Tue Mar 25 10:03:37 2014 Page 1 lD:mvnxEa2AF9Cspnvy70EcinzXf3A-_VQQG7GsAhol(YXaH67lissBTJevEjBSWNIrD7szXOwK 5i5 I B=£fc!! 1-11-0 2-2-9 4.00 fTi" 2x4 II I 3-10-8 1 5-9-8 8-0-0 1 1 3-in-B 1 1-11-n 2-^-9 Plate Offsets (X.Y): [1:0-2-4,Edgel, [6:0-2-12,0-4-81 LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.07 7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 VertfTL) -0.14 1-7 >642 180 BCLL 0.0 * Rep Stress Incr YES WB 0.68 HorzfTL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 37 Ib FT = 20% LUMBER TOPCHORD 2x4 DF No.l&BtrG BOTCHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1157/0-3-8 (min. 0-1-13), 5=1386/Mechanical Max Horz 1=34(LC 19) Max Uplift 1=-742(LC 17), 5=-348(LC 18) Max Grav 1=1729(LC 44), 5=2194(LC 47) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4339/2141, 2-3=-3154/1162, 3-4=-786/775 BOT CHORD 1-7=-2052/4129, 6-7=-845/3902, 5-6=-523/3152 WEBS 2-7-129/1801, 3-5—3578/683, 3-6=-284/1606, 2-6—992/583 BRACING TOP CHORD BOT CHORD SbTJCtural wood sheattiing directly applied or 3-1-6 oc puriins, except end verticals, and 2-0-0 oc puriins (3-8-3 max.): 2-4. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf tiottom chord live load nonconcurrent with any other live loads. 5) * Ttiis tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit betiween the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to tmss connections. 8) Provide metal plate or equivalent at bearing(s) 5 to support reaction shown. 9) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1 =742, 5=348. 10) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 11) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any ottier live loads. 12) This tmss hasbeen designed for a total drag load ot 3000 Ib. Lumber D0L=(1.33) Plate grip DOL=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 375.0 plf. 13) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 14) Hanger(s) or ottier connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down and 50 Ib up at 6-9-12 on top chord, and 569 Ib down and 61 Ib up at 2-5-4, 819 Ib down and 35 Ib up at 3-10-8, 569 Ib down and 61 Ib up at 4-5-4, 272 Ib down and 9 Ib up at 5-11-4, and 569 Ib down and 61 Ib up at 6-5-4, and 272 Ib down and 9 Ib up at 6-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of ttie tmss are noted as front (F) or bacic (B). r^nnfiniioH nn nano 9 March 25.2014 A WAmm -Veriff desiga psr^etsa asd READ NOTES OH THIS Am INCLUDED miEK REFERENCE PAQE MI1747^ t^i. 1/29/2QU BSfmm Design valid for use onty with MiTek connectors. This design ts based only upon parameters shown, and is for an individual building componenf. AppficalDility of design parameters and proper incorporation of component is responsibifity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporar/ iDracing to insure stability during construction is the responsibillity of the erector. Addftionafpermanent bracingof the overall stnjcture is the responsibility of fhe buHding designer. For genercH^guidance regarding fotsricafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Qualify Criteria. OSB-89 and BCSI Building Component Safefy Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexan(±ia. VA 22314. ^ Si&uth«m Wm* |^ ktmb«f u i^Mtctf^ed:. f hs df«%n IES koct »T« ttM^ «ffscti:tr« 0€/ai/2Ql.S try AiSC -MiTek' 7777 Greentjack Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648942 L0T_238_GAL1C1A_WAY_ GRB MONOPITCH GIRDER 1 1 Job Reference (optional) Indio, CA - 92203 7.430s Jul252013Mri'ek Industries, Inc. TueMar25 10:03:372014 Page2 ID:mvnxEa2AF9Cspnvy70EdnzXf3A-_VQQG7GsAhcl(YXaH671jssBTJevEjBSVVNirD7szXOwK LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-68, 1-5=-20 Concentrated Loads (Ib) Vert: 7=-96(B) 6=-17(B) 8=-30(B) 10=-569(F) 11=-569(F) 12=-569(F) 13=-17(B) A WAmm-Vernrdesign psramemn and READ NOTES ONTHIS Am INCLiSlED miEK REFERENCE PASE MII-7473 rei, m/mtmmiBE Design valid tor use only with MITek connectors. This design is based only upon IDarameters shov/n. and is tar an individual txjilding component. Applicability ot design parameters ond proper inccxporotion ot componenl is responslbirity of buikiing designer - not truss designer. Bracing stiown is for kateral support of indivKlual web members only. Additional temporary bracing fo insure stability during construction is the responsibillity of ttie efector.-'Additionat permanent bracing ofthe overali strucfureis the responsibilityof the building designerrfor general guidance regarding fabricatksn, quality control, storage, delivery, erection and bracing, consult ANSIAPM QuaWy Crtteria DSK-89 and BCSI Building Component Safely Information available from Truss Pkite Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. iif Sotilhexn Pine l^twnber is^irecffrvct. ti» ^jia^n »«lu«£ mtm tHOM cfHcttw QG/Qtf20ti AISC -i^UTek 7777 Greentiack Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Galicia_ R41648943 LOT_238_GALIClA_WAY_ GRC HALF HIP GIRDER 1 1 Job Reference (optional) BMC, Indio, CA - 92203 I 7.430 s Jul 25 2013 MTTek Industries, Inc. Tue Mar25 10:03:38 2014 Paget lD:mvnxEa2AF9Cspnvy70EclnzXf3A-Ti_oTSHUx?i(b9h9Tgrpy03i<bU2K3Sd?gcPbmgJzXO«iJ -+-2-7-0 Scale = 1:157 Plate Offsets (X,Y): 11:0-3-7,0-0-81, [5:0-3-9,0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.05 1-5 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.09 1-5 >991 180 BCLL 0.0 * Rep Stress Incr NO WB 0.72 HorzfTL) 0.01 4 n/a n/a BCDL 15.0 Code IBC2012/TPI2007 (Matrix) Weight: 35 It FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.l&BtrG 2x6 DF No.2 G 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Stmctural wood sheattiing directly applied or 4-4-3 oc puriins, except end verticals, and 2-0-0 oc puriins (4-8-12 max.): 2-3. Rigid ceiling directiy applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=594/0-3-8 (min. 0-1-8), 4=988/0-3-8 (min. 0-1-15) Max Horz1=47(LC7) Max Uplift 1 =-65(LC 4), 4=-118(LC 4) Max Grav 1=998(LC 23), 4=1791(LC 25) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2188/136, 3-4=-1295/100, 2-3=-2017/146 BOTCHORD 1-5=-127/2068 WEBS 2-5=-78/573,3-5=-154/2352 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=1 lOmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 4=118. 8) This tmss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This tmss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) Hanger(s) or ottier connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 62 Ib up at 5-2-8 on top chord, and 1441 Ib down and 127 Ib up at 5-2-8, and 370 Ib down and 42 Ib up at 7-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in acconjance with Stabilizer Installation guide. March 25,2014 ^ WAmm 'Vsriff design psf^eters and MAD NOTES QH THIS Am INCmED MITEK REFERENCE PAQE MJI-7473 Kt. 1/29/mi mmm Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building compor>ent. Applicability of design parameters and proper incorporation of component is responsibility of building designer - r>ot truss designer. Bracing stiown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is fhe responsibillify of tfie —erector. Additional permanent bracing ofttie overall stnjcfure-ts the responsibility of fhe building designer. For general guidance regarding fabricafion. qualify control, storoge, delivery, erection and bracing, consult ANSIAPH Quafify Cifteria, DSB-89 and BCSI Building Componenf Safefy Informafion avaikable from Tnjss Pkite Instifute. 781 N. Lee Street, Suite 312, Alexoncbrio, VA 22314. MiTek' 7777 Greenback Lane, Suite lOl Citms HeiglTts, CA, 95610 Job Tmss Tmss Type Qty Ply Galteia^ R41648943 LOT_238_GALlClA_WAY_ GRC HALF HIP GIRDER 1 1 Job Reference (optional) Indio. CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 25 10:03:38 2014 Page 2 lD:mvnxEa2AF9Cspnvy70EclnzXf3A-Ti_oTSHUx?i<b9h9Tgrpy03kbU2K3Sd?gcPbmgJzXOwJ LOADCASE(S) Standarxd 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2—68, 1-4-30, 2-3=-68 Concentrated Loads (Ib) Vert: 2=-83(F) 5=-550(F) 8-215 A WAmm-Veriff design paaweErs and READ NOTES ON THIS Am IKlilBED miEKMFEMNCE PASE M!I-7473 res l/i>/2IIU SffflSf USE Design valid for use only wltti MiTek connectors. ThB design is loosed only upon parameters shown, and is tor an indivkbual building comiDonent. Applicability ot design parameters and proper incorporation of component is responsibility of buikting designer - not truss designer. Bracing stiown K far lateral support of Individual web members on^. Additional temporary bracing to insure stability during conslnjcfran is ttie responsibillity of ttie erector- AdditionaTi3erTnanent taracing of the overall structure is the responsibility of ttie building designer.-For general guidance regarding fabrication, qualit/ control, storage, delivery, erection and bracing, consult ANSI/TPIl QualHy Citteria, DSB-89 and BCSI BuHding Component Safely Inlonnatton available from Tnjss Pkjte Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. nimuthmm Wmm |SP) twwiw it ipitj^^. thm 4m*3^ .xmiums mrm thotm «!ffecthr* £^/01/2013 by AISC Mifek" 7777 Greentiack Lane, Suite 109 Citrus Heigtits, CA, 95610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets ore indiceted. Dimensions ore in ft-in-sixteenttis. Apply plates to botln sides of truss and fully ennbed teeth. i For 4 X 2 orientation, locate plates 0- 'Ki' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTeic 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. industry Standards: ANSl/TPM: Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale] 1 2 TOP CHORDS Cl-2 C2-3 WEBS '''^^ 4 •p S u S s / / // u C7-8 Ctrl C5-6 BOnOM CHORDS 7 JOINTS ARE GENERAUY NUMBERED/LEnERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/IEHERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-13n, ESR-1352, ESRI988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective dote of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013 ik General Safety Notes Failure to Foiiow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor i bracing stiould be considered. 3. Never exceed the design ioading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the buiiding designer, erection supervisor, property owner and oil other interested parties. 5. Cut members to bear tighfiy against each other. 6. Place piates on each face of truss at each joint and embed fully. Knots and wane at joint locations are reguiated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treatecj, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defiection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is instaiied, unless othetwise noted. 15. Connections not shown are the responsibiiity of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Instail and load vertically unless Indicated othenwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSi/TPi I Quality Criteria. Building Materials and Construction Services D.B.A. BOULDERS WEST COMPONENTS 45.491 GOLF CENTER PARKWAY, INDIO, CA. 92203 O. 760-347-3332 F. 760-347-0202 CONTENTS PAGE TIMBER PBOOTCTS INSPECTION (LETTER) 1 TPI (GHD STAMP - SEE PAGE 1 2 EXPLBNJITION OF ENCINEEREP DBflWING • 3 DETAIL FOR COMMON HHP END IflCKS - 16 PSF 4 DETfln. FOR COMMON AND END TACKS ^ 20 PSF 5 SUPPORT OF B.C. rPRESSDRE BLOCK) STANDARD OPEN END JACK 6 INTERIOR BEARING OFFSET DETAIL 1 BEARING BLOCK DETAIL 3'A" BEARING 8 BEARING BLOCK DETAIL S BEARING 9 PPLIFT TOE-NAIL DETAIL 10 LATERAL TOE-NAtt DETAIL ........11 WEB BRACING RECOMMENDATIONS 12 T-BRACE AND L-BRACE 13 VALLEY TRUSS DETAIL 14 VALLEY TRBSS DETAIL (CONT'D.) IS PPRLIN GABLE DETAIL 16 PPBLDi GABLE DETAIL (CONT'D.) 1? PBRLIN 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 TBUSS 22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS 23 STD. REPAIR - REMOVE 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 REPAIR DETAIL - 25% 27 FALSE BOTTOM CHORD FILLER DETAIL 28 OVERHANG REMOVAL DETAIL 29 SCAB APPLIED OVERHANGS 30 PLEASE COHTJIGT BMC FOR MOE IHMMiTIOR OR pqESTIOHS REGiRDIffG THESE SHEETS PAGE: 0 OF 30 SIHfCTS IHSPieTBCIN March 21,2006 To Whom It May Concem: This is to veriiy 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. "Hie TP and GTI Truss QuaHty Auditing Programs are recognized by the Intemational 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 trxiss manufacturing faciUties 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 manufectured 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. Ifyou have questions regarding the status ofany 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 • 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 • 1641 Sigman Road • Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULOiR WEST mmms gUHLlH AUOlltD By TWBEIl PRODUCTS INSPECTIOII, MC. DESIGN CI^ITERIA TC LL TC DL BCDL ITOTAL LOAD IDUR. FACTOR! SPACING Truss T ype COMMON 1 1 16b DISPLAY Truss R00F1 5.000 e Feb e 2D03 MiTek Industries, Inc. Mon Mar 17 14:26.36 XlbS Page 1 1M-13 I 24-7-11 I 3(M3-0 , 32-(M) , A, B •2-0-0 10-2-3 4-19-13 4-9-13 C ^•"'^ B 19-9-13 30-lM) 10-2-3 Plate Offsets (X,Y): (2:0-3-0,0-1-4), {10:0-3-0,0-1-4] {-j LOADING (psf) t Tea 20.0 ' TCDL 10.0 BCa 0.0 BCDL 10.0 SPACINO 2-0-0 J Plates Increase 1.15 Lumber IrKsrease 1.15 fv Rep Stress Inor YES , Coda BOCA/ANSI95 j_ TC 0.29 BC 0.83 WB 0.36 tsl DEFL in (loe) l/defl Vert(U.) -0.09 14 >999 VertfTL) -0.39 12-14 >907 ^ Horz(TL) 0.07 10 n/a iJ 1 st LC LL Min l/defl = 240 P PLATES GRIP IWII20 249/190 Weight: 1 se Ib LUMBER TOPCHORD 2X4SyPNo.2 j~. BOTCHORD 2X4SYPN0.2 () WEBS 2 X 4 SYP lvte.3 U BRACINQ TOP CHORD BOT CHORD Sfieathsd or 4-2-1 oc purfirjs. Rigid ceiling directly applied or 8-6-11 oc .i>racing. R S REACTIONS (lb/size) 2-1317/0-3-8,10-1317/0-3-8 T Max Horz 2--175(bad case 5) Max Upllft2--341(load case 4), 10—341(load case 5) PORCES (Ib) - First Load Case Only V 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=-2D24, 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 w NOTES 1} Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-9B per BOC/V/y\|SI95; 90mph; h-25tt; TCIX-5.0psf; BCDL = 5.0psf; oooupancy oatsgory II; exposure C; enclosedMWFRS gebte end zone; cantilever left and right exposed ; end vertical left wid right expossd;Lumber C>OL= 1.33 plate grip DOL-1.33. 3} Provide mechanical oonnection (by ott-iers) of truss to bearing plate capBkAe of withstanding 341 Ib uplift at ioinrt 2 and 341 Ib uplift at joint 10. A Cumulative Dimensions LOAD CASE(S) Standard X B Panel Lenoth (feet - Inches - sisteenthsj C Slope D Plate Size and Orientation E Overall Height F Bearing Location G Truss Span (faet - Indies - sixteenths! H Plate Offsets I Design Loading (PSF) J Spadng O.C. 'feet - indies - sixteenthsi K Duration of Load fot Plate and Lumber Design L Code M TC, BC, and Web IVIaximum Combined Stiess Indices N Deflections (inches! and Span fo Deflection Ratio O Input Span to Deflection Ratio P MiTek Plate Allowables (PSI) Q Lumber Requiremenls R Reaction (pounds) S Minimum Beating Required tinches) T Maximum Uplift and/or Horijontaf Reaction if Applicable U Required Member Bracing V Membor Axial Forces for Load Csse 1 W Notes X Additionai Loads/Load Cases Page # 3 DETAIL FOR COMWION AND END JACKS WII!/SAC-8-16PSF 3/30/2004 PAGE1 MAXLO/UXNQ (psf) TCLL 16.0 TCDL 14.0 BCLL 0.0 BCOL 10.0 SPACiNG 2-6-0 Plates InWease . 1.2s Ltmib'er Inia^se 1.25 Rep Strres Iiw YES BRACING TOPCHORD Sheathed. BOT CHORD Rigid ceiling directly applied. MfTek Industries, Inc. Westem Diviston MINIMUM LUMBER SIZE AMD GMDE TOP CHORD 2 X 4 SPF, Hl=, DF-L N6.2 BOT CHORD 2X4 SPF, HF, DF-L No.2 LENGTH OF EXTENSION . AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EWER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.13rX3.0" MIN) NAILS @ 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 4/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.16Z"DIA, X 3.S") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 1Bd COMMON WIRE (0.162TJIA. X 3.5" LGT^ TOE NAILS CONN. WE 16d COMMON WIRE (Bri62T5IA. X 3.5" LGT) TOE NAILS 1 2-0-0 aa. 2-0-0 EXT. 2-0-0 EXT. 2.0-0 CONN, vm 16d COMMON WIRE (1162131*. X 3.5" LCT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2"-0" OR A BEARING BLOCK. CONN, wa 16d COlLilMON WmE(ai62"OIA. X 3.50 LGT TOE NAIU OR SEE DETAIL MWSAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAIUNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPLlT. Page # 4 JUL 2 8 2011 ^ VARtam • fsrVy dBMsiiimTamlim mulBBiD NOTES OH hoBAND INCtmiSi) mBKlt^avSlldBr/I^Jin-7'lh BSrORB OSE: Destgn voU lor-use on)/ wltti MITal; qonnadors. This deiign k bosod onV upon poromelen shown, and k for on Individual buMng component. AppScobniy ol dssign psamanlws dnd proper tncorpoiallon ol compooenl Is resporobttly ol butdlnB dej^gner - hoi Irusi designer. Bradng shown k kt kjleraTsuppori ol IndMdual wab menixn oAlf, Addlllonal ieinporaiy bracHg lo In^e stabMy duiltig conslnicHon b the resporajblMy ol Itie erector. AddBbnol permanenl tarodng of itio pvatali slrudure b tbe respOrubUly ol lh> butkflng designer. For.gDne;t3t guidance regordlho lobilcatlaa quoSty cortlrol slorogs, defveiy, aracSbn and brndng, coiWiH ANSI/Tni Quonly Criteria. ttSi-St and BCSI1 Buiding Conipinwnf Sahly InlMnnDDn ovollabie Irom Tiuss Ptate Inslllula, 583 OXXnlrio Drive. l/acSsoa Wl 5371?. 7777 Qiaeabacli LBIW SUM 109 aims Kelgt)ls,CA, 95811 DETAIL FOR COMMON AND END JACKS MII/SAC-8-20PSF 8/31/2005 PAGE1 MAXLCiAOiNQ (tsl) TCaLL 20.0. TCDL 16.0 BGLL 0:0 BliDL 10.0 , SPAPING 2-0-0 Piat^ IncreaBe i.is Uslimr.iiicrease us Rep Stress'Incr VES BRACING TOPdHOi^D Sheathed. BOTCHORD Rigid (Selling direcUy applied. MITek Indtstites, Inc. Western Division MINIMI^ LUMBER SIZE AND GRADE TOP CHDRD ZX4HF.DF-IND.1 BOTCHORD 2X4 SPF, HF, DF-L No.2 LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0'' MAX SPUCE CAN EITHER BE 3X6 MT20 PLATES 61^ 22* LONG 2X4 SCAB CENraiED AT SPUCE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (,131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS 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 CONNECTION BY OTHERS OR 2-I61I COMfcdON WRE (0.162-DIA. X IST) LGT TOE NAtS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. Wra 16d COMMON WIRE (0.162"D1A X 3,5" LGT) TOE NAILS CONN. Via IBd COMMON WIRE {0.1BZ"D1A. X 3.6" LGT) TOE NAILS 3x4= BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. 2-0-0 CONN. WO IBd comm WlRE(ai62T>IA. X 3.6^ LGT TOE NAIU OR SEE DETAIL MllfSAC-7 FOR PRESSOKfeBLOCKIMG INFO. NOTE: NAIUNG SHW.L BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 5 JUL 2 8 2011 ^ Wilcam. Vmrt^dalgnpBrmimtmmdJSipiiors^ USB, Duitan void lor use on^ wilh l^et comtc^off. Ihb design b based ony tip^ AptdcabWy ol di>l£m po<timenilen and ptopw InconnrolloR ol con^abneril b resporabSIf of buBdlns deaiGiner - rial huss dei^nar. badne ^xwn fe ier Heialn^ixiH ol tidWduglvimb metrtwB osif, Addgbnol tanpotaiy biiidna to lrn>iri» sidbglir omlits oonslnicllan is ftw icsponslbniy ol Ihs ereci«. Addteond panmn^l bradng Ot ttn'owarail sdiuclure k Ihe rettpohttslHy of fhe btAd^ deslBner. i=or aenetol giftloncs (egordra lobricalion, quoUy conlrol slotdoe, d^vety, eredlon raid-bracing, coiuut ANSVIfll Qualilydtterio, 0S8.89 and BCStt bulldlng Comporwnt SoMy InloiiiHilon ovdlabla lmm Truss iloie InsWule. 563 DttnoMo Drive, Madboa Wl 53719. TTTT Gieenbaidi Ltaie Suta 100 CUIUS Helgbls.CA, 95611 ^^^^W B.C. OF STANDARD OPEN END " ii PRESSURE BLOCKS MH/SAC - 7 3/30/2004 PAGE1 Loading (PSF): BCDL 10.0 PSF MAX MITek Industries, Inc. Western Dhrlsion 2x4 boL chord Csrrier f*- ^//////////7y. "between Jacks, --U^ nailed lo canter bdiS w/6W/(.131"X3.0-MIN) nalb spaced at 3" o.e. 3f:^Z-(.131"X3.0"M!N) NSlCS(typ) "HJ "iniss (typ) CALHIP' SUB GIRDER fr-f>-6M)-<>- PARTIAL FRAIWING PLAN OF CAUFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-<.131"X3.0" MIN) NAILS (fyp) BOTTOW! CHORD OF OPEN END JACK 2x4 blocic between jacits, nailed to cairierBC w/ 6-<.131"X3.0" MIN) NAILS @ 3" o.a Page # 6 JUL % 8 2[ jjjL'^^^i^M) • Mrlft dari^n formilm mAKEUti Hajod OilrfOSMm OCUtDO) KTOKlEEECREWCB PACE W^74!3 OSFoilS DSS. b^^'for usa «iy wlih i^ek coniieclois. Ttik d«lgri b based ^ - A^^sfcri^jto oi design imuHtenlers qsid proper InconMiralkan ol conf^aonertl breqaoiidblBy o| iauMng designar - t>cd huss idMignef. Btodng shown b'Bi^.1i^fltCrisu^f^^«idM<^uol web memb^ ony. Addlllonal iernpbrdiybnsaig to Instjre stability during cpnstniction b Ihe responsibSSly of iiw XixMipiiiiil ^mnanWnl bracing oi Ibaoveiot siniclurerb liieiesponsibMy ol Ihe butdng desigrier. For general gulddncefegarcftig tdliKialldn, dVoAr coninit sidraga, fiamy. mc9on and brdcbg, cornuH ANa/mi QuaHy Crileria. bsi^tt and ecsil tuDdliig Componant SiililylnionmiHIiM ovoidble itom Tmss Ptale Insilluie. 583 DOi^ Drive. Modbbn. Wl 537 If. 7777 GreeRbiicktlanB sute IDS ObusHeightB, CA.SSfili INTERIOR BEARING OFFSET DETAIL MII/SAC - 6 3/30/2004 PAGE1 MITek lndus|tries, Inc. Westem Division / / NOTE: INTERIOR BEARINGS MAY SHIFT TO TOE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY V/^RY NOTE- THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT r— •miPLE WEB JOINT BEARING BLOCK DETAIL 3 1/2" BEARING MII/SAC - 3A 3/25/2004 PAGE 1 MiTek Industries, Inc. Western Division REFER TO INDIViDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This (detail to be used only with one ply trus.ses (EXCEPT AS NOTED BELOW) with a D.b.L lumber increase of 1.15 or higher. Trusses not fitting these criteria shoutti be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOhS CHORD SI7,E AND 2x« 30TT0M CHORD 2. ROWS « 3" O.C. l.e TOTAt, HfllLS) 2ilfi BOTTOtS CHOltD 3 ?SXS Cs 3" O.C. IJ2 TOTAL ailLS) ;)|.Ox8 BOTTOH CHORD : i ROWS 8 3" O.C. C16 TOT-JO, tiAIWl LUMBER GitliDE {NOTE 1) SYP SPF SYP syp HF SPF ALIOWABLE REACTION (lb) (NOTE 4,5) 2966 32B1 2126 2231 2966 3281 2126 2231 2966 3281 2125 2231 BEARIMG BLOCK ALLOWABLE LOADS (NOTE 4) 929 855 736 726 1393 1282 1104 1089 1858 1710 1472 1452 BEARING BLOCK S WOOD BEARING AXLOWABLE LOADS ALLOWABLE LOAD lib) (NOTE4) 3895 4136 2862 2957 4359 4563 3230 3320 4824 4991 3598 3683 TOTAL EQUIVALENT BEARING L£NG 0-4-9 fi-A-e 0-4-11 0^10 0-5-2 "(M-i'i" "o-5-"5~ 0-5-3 0-5-11 0-5-5 0-5-14 0-5-12 % FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. •!•• MIHIMDM HEEL HEIGHT BRG BLOCK TO BB SAME SIZE, GRADE, t SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS NOTES.- JUL 2 8 2011 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2. THE END DISTANCE, EDGE DISTANdg, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DtelGNATED 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 POR 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 WrTH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOVWNG Fc PERPENDICULAR VALUES: SYP = 565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE: VALUES DO NOT INCLUDE USR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. Page # 8 £^ WARtaiX> • Ver^ dtsiffn parameters atid R^AD NOTES OU TfOS Am XHCX,VOBSf mTEK ItBFSRBHCS MGB mX-TiiTS S^FOKE USS. Design vofid Tor use or^^h MffeA conn«don. Itw dcrngn k bosecf onfy upon porometlen shov/n. ond a fcv on Individuaf buflding compcmenf. />4>pi^0bSly of desgn poron^ntori ond prop^ tncorpcrollon of cfompon^f is responsIbiHIy of bt^cEnsj designs* - not truss designer. Bracing thown is iot kstotol suppoil of indtvldud web members only. AddKdnoi fernporary brocing slo"tffl!V cMr^ cWslTOcHW H fhe responsifcriiaty cA lhe elector. AdoSttono! psrmanenJ t^ac^ ol Ihe overofl 5l?uch»e It Ihe res^johittwlify of fhe buKding deijgner. For eeneral guidance regwding (dbricotion. quo^y contrc^, storoge, defivwy, section and brocir^ coruuft ANSl/lftl Qualdy Crilorid. bSt-af and BCSI1 BuBding Cotnf^orwnt Sdfe^ InformaHoiS ovoHobte from Iruss Pkste Inciituie, 583 D*0n6frio Drive, Macron, Wl 537)?. 1 7777 C^eenbu^ iwifi Sutte log Citrus Heights. CA, 95611 BEARING BLOCK DETAIL 51/2" BEARING MII/SAC - 4A 3/25/2004 PAGE 1 MiTek Industries, Inc. Westell Division REFER TO INDIVIDUAL TRUSS DESiGH FOR PLATE SIZES AND LUIWBER GRADES IMPORTANT This (ietail to be used only with one ply trusses (EXCEF'T 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 BEARIfJG SIZEWITH BEAKING BLOCK APPLIED ON ONE SIDE OF TRUSS BOTTOK CHORD SIZZ AND NATLIWG PATTE.W ixl 30TT»I C;J0RD : Fsass e 3" o.c. i8 TOTAL NAILS) LUMBER GE*ADE (NOTE 1) ALLOHABLE REACTION (lb) (NOTE 4,5) 4661 2x6 BOTTOM CHORD 3 ROWS 8 3" O.C- i"l'> TOTAL NAILS) 2;:B BOTTOM CHORD ; 4 ROWS @ 3" O.C. (16 TOTAL NAILS) SVP HF 5156 3341 3506 4661 5156 3341 BEARING BLOCK ALLOWABLE LOADS (NOTE 4) 929 855 736 726 1393 1282 1104 3506 4661 5156 3341 3506 1089 1858 1710 1472 1452 BEARING BLOCK S "rtOOD BEARIMG ALLOWABLE LOADS ALLOVJABLE LOAD (lb) (NOTE 4) ! TOTAL EQUIVALENT BE.ARIIJG LENGTH 5590 6011 0-6-9_ 0-6-6" 4077 0-6-11 4232 6054 6438- 4445 4595 6519 6866 4813 4958 0-6-10 0-7-2 0-6-13 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT { 22 1/2- H* BRG BLOCK TO BE SAME SIZE, GRADE, i SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS )2' BLOCK ! »•— 0-7-6 0^7-3 0-7-11 0-7-5 0-7-14 0-7-12 1. USE LOWER OF TOP PLftTE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 2 8 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 S'-O" 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 LUiWlBER wm "E" VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUIWBER. Page # 9 WAlUHaiG' Vvrify dasign parwmters cvtcf JRB&b mtSS ON TBIS AKD UKLXmSD MTTEK KSPeRBMCE fAQS mi 74'73 SBtORE VBB. Design voSd for use only wilh MiTek connectors. This design is bcfsed only upon porom^ters shown, and is for an individvd buHcftng componenl, Appftco^lty o) des^n ptwamenters dnd prbp& IrtcorporaHcH) of componenl B respon^jiffty ot bu9d^ d«tjgr>^<- not-kiAsdesigner. brocing shown it for lateral suppori erf IncAvidud web member* ohly, AddHlomrf temporory bfoclng lo tnsure stcWfity during con^nKtkui is fiie respbnsit^ity of fhe erector. Adc^onql permpi^i^ bradng of fhe overafl structure Is Ihe responslblBty of the buKdir^ dei3E^er..For genoxol guiddnce regordir^g fobricolion, qucriUy control, storage, delivery, ereclioQ and brocing. cortsull ANSI/Tf It GJvaflty Cdfisfia, DSB-8f and ^SII BuBding Cdmpbnenl Solefy Informotion ovofloUe frorn Iruss Plate Instiiule. 583 D'Onofrio Drive. Madison. W{ &37t9. 7777 (^eerrtiat* Lane ; Suite ^09 : Cltfits Heights. CA. 95511 i MtTek UF>LIFT TOE-NAIL DETAfU miVSAC - 24 11/18/2004 PAGE 1 NOTES: 1. TQE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER mo stmrm in THE LENGTH OF THE IWL FROM THE MEMBEI^ END AS SHOWN. 2. THE END DISTANCE, EDSE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING 6FTHE WQOD. 3. ALLOWABLE VALUE SHALL BE THE LESTER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW TOP PLATE OF WALL MITek Industries, Inc. Westem Division FAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2001 (IWnaH) DIAM. SYP .'OF HF SPF SPF-S .131 58.5 46.1 31.6 293 20.3 Z 9 .135 .60.3 _i47.S 32.6 30.7 2p.9 £ .162 . 72.3 57.0 38.1 36.8 . 2S.1 to O .128 S3.1 4i.a 28.7. 27.0 18.4 3 .131 54.3 42.B 29.3 27.7 , 18.8 s .148 61.4 48.3 33.2 31,3 21.3 m CD .120 4S.S 36.2 243 23.4 15.9 Z .128 49.0 3B.6 26.S 25.0 17.0 h ,131 5d;i 3S.5 27.1 25.6 17.4 to .148 66,6 44.6 30.6 26.3 19.6 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPUCy^BLE DURATiON OF LOAD INCREASES MAY BE APPUED. . EXAMPLE- (3) - 16d NAILS (.162" dlam. x 3.5") WITH SPF SPECiES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 [to/na«) X 1.33 (DOL for wind) = 146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DDL of 1.60: 3 (rails) X 36.8 Ob/nall) X1,60 (DOL for wfnd) = 176.Blb Msndmum Anowable Uplift Reaofion Due To Wind If ttie Ufrfift reaction spsolfled on fiie Truss Des^ Drawing is more tfian 146.8 tbs (176.6 Ibs) another mechafilcal upfiftconneclton must be used. • USE (3) TOE-NAILS ON 2x4 BEARING WALL ' use (4) TOE-NAILS ON 2x6 BEARING WALL M a 8 2011 Des^ tcK tna oii^ v4th MTek connedors.TTA d^pn.& borad or^ upon potomtttan Uiowri. ond is Ior dn IndMduol t»^dlng componBht. Ap^cql^ pf dai^ pcBDmimien and pr^»r Inccvpbrallcin bf compcyienl Is nuppndi^y cd buRcftig deilonpr - ndt frvn dei^ier. bracing shown Is latoleiplnihpoil of t>cfividiicit,we>b members OFA/, Addltondl tenporbry bropir^' lo InslVe.stobKfy iduArig cof»tivc)ipn b tfw ra^Kxi^sffllfy ol lhe erector, Mx^ixK^ ftamwnwI'Uodwfl ot Ihe overal sfttidture lc the-iaEpi9ndUl^dI.lh« Mk^ng^lBriSf^* for inhered guldar>c:e regaseSng fdisi/^\em, c|ucSty contn^ ficrage, disRvety, erecfbn ond bn^:^, cotm^ ANM/n*Il QuelHfy C^lerla, 0SB-B9 ond BGUl KuBdlh^ Cornponenf Safety infoimrmflBn tivtScAAB from Truss Plale Inslilule, 5S3 D'OnoMo Madison,^ 52719. 7777 GimbsCk LWW Oinis Hefghts.CA, KSn LAtERALTOE-NAIL DETAIL MII/SAC - 25 11/18/2004 PAGE 1 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED m THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE. EDGE DISTANCE, AND SPACING OF i^lLS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALL(DWABLE VALUE SHAU BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. MITek Industries, Inc. Western Division TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SYP DF HF SPF SPF-S (S .131 83.1 80.6 69.9 68.4 59.7 z o .135 93.5 85.6 74.2 72.6 63.4 -J *n .162 118.3 108.3 93.9 91.9 80.2 LONG .128 84.1 76,9 66.7 65.3 57.0 LONG .131 88.1 80.6 69.9 68.4 59.7 3.25" .148 106.6 97.6 84.7 82.8 72.3 3.25" O .120 73.9 67.6 58.7 57.4 50.1 z o .128 84.1 76.9 66.7 65.3 57.0 o .131 88.1 80.6 69.9 68.4 59.7 CO .148 106.6 97.6 84.7 82.8 72.3 i SQUARE CUT SIDE VIEW (2x4,2x6) 3 NAILS SIDE VIEW (2x3) 2 NAILS NEAR SIDE H--t FAR SIDE 1 NEARSIDE -I NEARSIDE , FAR SIDE iO-OO" 1 L/3 T VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABU DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - IBd NAILS (.162" diam. x 3.5") WTH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT JUL 2 8 2011 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY jQ^ •BJUtmiK}-Vcrlfyatclsnpitimmtmmtdlt£ABialBSOHTmSAmma Oedgn voW lot use only wilh NWok comeclors. This desjgn it boied onty upon poromeleis shown, ond is for on incMduol twiding compof«nl. .vAppCcabSly o! desisn potanr«nl«s i*id propar incotjiotollon oS oomponent is respeD*Wy ol bufcSna deslgrMf - not Imss designer. Sroc:ina stgfm is lor lotenst suppoit of indf^icJOal web mennbers only. Acidiljtjnai temporory forodngi lo insure slobiiil). duiing constnjclitin is Itie tesponsbfllfiy of lhe eredor. Addlliondl permanenl brodng of the overat structure is Ihe responsibily ol the txjilding designer. For generol guldonce legoning fabricalion, qualily control, stooge. deBvery. ereclion ond bicreing, consult AUSI/Tin OuoBty Cillerla. D5M9 and BCMI guBdlng Component Safely Inlotmallon ovotebie from Truss Plate Inslilule, 583 D'Onolrio Dir'e. Itflodisoa Wl 5371?. 7177 Gieenbadc Lane Su)le109 CUIUS Hei^,CA, eSSII MiTek MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE r\nnn MiTsk Industries, Chesterlielcl, MO Page 1 Of 1 MiTek IndusWes, inc. BRACE ^ BAY SIZE MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BRACE ^ BAY SIZE 24-O.C. 48-O.C. 72" O.C. BRACE ^ BAY SIZE BR, A ACING Mf B VTERIAL1 c •YPE D BRACING MATERIAL TYPE A 1 B 1 C j D BRACING MATERIAL TYPE C 1 D icr-0-1610 1886 I8«e 2829 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 235S 2358 3536 89* 1048 1048 1572 3143 4715 ao'-o-805 943 943 1414 1886 1886 2829 Bay size shal be maasuted in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DtA(Kl^W.BRACI^iSBREaUIRraTOTIWNSInERTHECUMl^^ IKX)FANQOI1 CajNG DUPHIWBM,TIC DIAmWUW ISTO BE DESIGt^ PROFESSDNAl. 1 X4 WD. 45 SYP :. TH^ULCUUTI0l<SWEBASa>0NUTS»L8RACECARRYH32KOFTIEVVK|:ORCE. A on- lX4«2SHB(Di:, HF.SPF) 3. DUQOtULBRACINSUATEm«.l«JSrKSWeSIZeANDaiUOEORBEITER,*STHE fUTEIWt,/UO SIWL BE NSTALIED M SIX» A MMtJER TmT rr MTa»ECTS INEB MEMBERS *T A!>inm « DEtWEES AND SHALL BE IWLED AT EACH ENO WW EACH tITEMDIATETRUSS wm s (O.ISI-IIU") POR W BRACES,S-KU (0.131-z 7) FOR 2<9 and2l4 BRACES, ANDS-lttlfo.lSIHT) FOR 2x8 BRACES. 4. 0C»MEOTLATER*BISAtETOE»CMTHUSSWira8*f(<1.131-XWN«.SPOR1»«UTER>ILBRAOES, MOd (0.13110^ NALS POR Ex3 Uld LATERAL BRACES, AI4D 3-10d{0.13rxr) FOR 2* LATBIAL BRACK. 5. UTBJALBRACESHOIJLDBECONTNUOUSAf^SHOULOOVERUPATLEASTONETRUSSSrACE tORCONTINUrtY. B 2 X 3 «3, STD, CONST {SPF, DF. HF, CW SYP) 3. DUQOtULBRACINSUATEm«.l«JSrKSWeSIZeANDaiUOEORBEITER,*STHE fUTEIWt,/UO SIWL BE NSTALIED M SIX» A MMtJER TmT rr MTa»ECTS INEB MEMBERS *T A!>inm « DEtWEES AND SHALL BE IWLED AT EACH ENO WW EACH tITEMDIATETRUSS wm s (O.ISI-IIU") POR W BRACES,S-KU (0.131-z 7) FOR 2<9 and2l4 BRACES, ANDS-lttlfo.lSIHT) FOR 2x8 BRACES. 4. 0C»MEOTLATER*BISAtETOE»CMTHUSSWira8*f(<1.131-XWN«.SPOR1»«UTER>ILBRAOES, MOd (0.13110^ NALS POR Ex3 Uld LATERAL BRACES, AI4D 3-10d{0.13rxr) FOR 2* LATBIAL BRACK. 5. UTBJALBRACESHOIJLDBECONTNUOUSAf^SHOULOOVERUPATLEASTONETRUSSSrACE tORCONTINUrtY. C 2 X 4 «3, STO, CONST (SPF, DF, HF, OR SYP) C FOR ADDmONALOUiatNCERESARDMBDESlIM AND WSTALUTICNOFBRACIW, CONSU OEB^ TBAORARYBRACINS OFMETAL PLATE Ca«IECTED WOOD TRUSSES mD BCSI t GUDE TO GOOD PRACTICE FOR HA^IOLNS, NSTAariS ( OF ItETAL fUTE COtAIECnEO WOOD TOUSSB,JOKayPR01HBEDBV WOOD TRUSS CO«ICl OF AMERICA llrfTRlJSS PWTE NSTirm HMw.stic<iduGl!y£«Q andmm.tptnsLos C FOR ADDmONALOUiatNCERESARDMBDESlIM AND WSTALUTICNOFBRACIW, CONSU OEB^ TBAORARYBRACINS OFMETAL PLATE Ca«IECTED WOOD TRUSSES mD BCSI t GUDE TO GOOD PRACTICE FOR HA^IOLNS, NSTAariS ( OF ItETAL fUTE COtAIECnEO WOOD TOUSSB,JOKayPR01HBEDBV WOOD TRUSS CO«ICl OF AMERICA llrfTRlJSS PWTE NSTirm HMw.stic<iduGl!y£«Q andmm.tptnsLos D 2 X 6 *3 C« BETTER (SPF, DF. HF, OR SYP) 7. RffER TO SPBJIFIO TRUSS DESKSM DRAWING POR WaMEieEHFOBOe t. TABlJLATQ}VALUESAREBASEDONAOOL..t,ie FORSTABIUZERS: I^OP. ASPAOm OF M''O.C. CICY.M1EK-STASa.lZER-TRUSSBnACIffi: SYSIEMS MM BE SlSSrnuTEOFOR 1YPEA,e,CANDDB(UCIK3MAIERIAL. DIA<30WI1.BRACNOFOnSTASltlZERS AJETDBEPROVIOEOATBAYSIZEMOICATEOABOVE. WWRE DWHRASM »V\CINe IS REOUIREO ATf>ITCHBfCAKS,eTABILI2ERSIUYeEREPLACEOWnKWDC0BL0CXHS. SEE-STABILQER-TfUSSBBAOMawSTAUATItiHOUOEAHDPPIOOUCTSreCIFICATlON. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT This intormation is provided as a recoininendalion to assist In Ihe requirement for pemianent bracing ol the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is jusl one method that can be used to provide stability against web buckling. Page #12 T-BRACE AND L-BRACE MII/SAC - 23 B/27/S004 PAGE1 Mirreic industries, Inc. Western DIvlBlon Nailing pattsm L-Braos size Nail Size NaH Spacing - 1x4 or 6 IOd (0.14BX3") 2x4,6, ors ied(0.1S2X3 1/2") 8" O.C. Note: Nail along entira iengai of L-Brace orT-Braca (On Twfo-PllBs NaH to Both Plies) L-Braos or T-Brace Size for One-ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 . 2 • 2x3 or 2x4 1x4 2X4 2x5 1x8 2x8 2x8 2x8 *** Nails ' DIF5ECT SUBSTrrunCW NOT APLICABLE. ' Seofion DetaB- NallB SPACING L-BRACE or T-BRACE -• Wab L-Brace T-Brace T-Br^oa or l-Brace Size for Two-Ply truss Specified CksnQnuous. Rows of Lataral Bradng Web Slza 1 2.0-BracB) 2x3 or 2x4 2x4 •2x4 2x6 2x6 2x6 2x8 2x8 2x8 Nalis Web JUL 2 8 10d (0.148X3") @ 9" o.c. l-Brace Nalls-^ SaokHi Detail Note: 1. L-Bracing or T-BracIng to be used when continuous lateral bracing is impractical. L-braoe 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 muifam.^fnisi '•r^tnpamtammiajiaBiia'rtf dHVOBAm fHaoB&i misxttKmiaicBr»aeait7i7t i»^ EHiibi vaiii torcn bi«fy>/Si\ MBtk cori)iadais,tM> dubn kbqnd only upon pqlainalBtt ttom. and hlvcmlnclvlduij buldilig con^eint. Aptneab^ d dto^ caafnonlm and pRappr Irtcctp^ It Icrlal^miunnt <>l inMiucil wab jnarroeii only. AffiUDaiul InT^Rtpty tiisiaiu) la bora (MiH|y di«lnii c^jiiliUQlan It Ihti tBcpnuK^y •( HIB Btaddr. Add|gct!al,(i8imananl btadtig bl lhe overol slitii=lw« k Bis re^asilMy al lha butdng' (Mgnor, For oeiteral guldanca racinlna hibdailtani qHlly canrbl, ttotaBe, iulra^, wwnanaiid fatwanB. admM AKSinm Ctuofflv Ctllnllai tm4) and tCSIt Mldlng Ctnirpbnant Salaiy InlaiTinllon avclablB IninTiuis'nalB Irellhita, S£3 lyOpotHe Dilvi>, Miidimn, Wl G37I7, 7 tll taratinbafc Lain SiflfUS CllnltHalslllikI»,IIBB1 VALLEY TRUSS DETAIL tmUBAC -19 4/26/20G4 PAGE 1 OF 2 uve LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.6.L. lfgc = 1.15 85 UPH WIND SPEED, 3 SECOND GUST MfTek Inditstriesii Inc. W^stera Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 4i- O.C. SPACING BEVEL VAaEY TRUSS 4( Tol-NAIL VALLEY TO BASE TRUSS W/ (2) (.131*^3.0^ MIN) , TOENAILS TOE-NAIL VALLEY TO BASE TRUSS W/ (2)(.131"X3.0"MIN) TOE NAILS DETAILA (BASE TRUSSES SHEATHED) ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0'MIN) NAILS INf O EACH TRUS^ BELOW VALLEY TRUSS RESTS ON &a DETAIL 6 (GReAtER THAN 3/12 PITCH) ATTACH BEVE!^ 2x4 GONTINaJS N0,2 gPF TQ THE FACE CiF THE ROQF Vii TWO (.1^m:6" MIN) NAILS INTO EACH TFtUSS BELOW ATTACH VMIEY TO BEVELE^MW/ (2).(;13i'?(3.d"ifllN) • NAILS DETAIL C {GREATER TKAN 3/12 PITCH LESS T14AN 6/12 prrcH) T^. NAIL VALLEY TO BASE TRUSS W/ (2.)(.13rX3.0" MIH) TOENAILS NOTES: ,,,, ^ JUL 2 8 ?UU 1. SPAN OF VALLEY Ti;USS SHALL BE UMITED TO 30'.O'mx AND'PITCH BETWEEN 2-6/1.2. 2. PROVIDE IATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3. MAX WEB LENGTH WiTHO'UT 6RACE (6'-3'T WITH BRACE (ir-i") 4; IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VAUEY TRLISSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REiSUIREO. 5. Li^fERAL BRACING SHAU. BE NAILED W/MlN 2 IOd HAILS. jg^ iiiSRlpia.Tm.ryiilcil^ ^ria^viiii fa use pnl|r w6ii MRek cpn^ctciiTl^.di^h & bmed ij^ upon poromstd; sliswn, and is iix an individual l»ilAig ebmponenl. ApfSwtWy.ol d^n pwomenlaii ond prcjjSWsajiif pSsfl M CSriiponenl k ifaponiMBy ot tmSdir^ dedgner. iioi tmss deSstw'. ffldng stwwn tsMTkHe^^n^ii^ort ol'IndSidual wpb mstricws .>^d^i?n(^t««n$iorny bradng lo insprB daUlly dutng bonslnfctidci Is the resjabnslbiniv bl Ihe etdddr. AdcSHoiKd ^monenl brarSagjcH thm dvaidl'iiliuj^iin Is Itie resfjc^vMl/ol Ihii biiltdlnB dmlDnA. Fqr cenonil buldance re^c^dlns IcsbAcdllon. qboEy oohlrol sloroge, detyay. os^llan and Ixotdno, consul ;iit«'SI/mi aunMr CAleita, DS(-B? and BCSI tuBiSno Componnil !>al>tr Intsiniaton ovollabb iim Truss Plata Insiiluia. 5B3 ITOnalrlo Drive, Ktodson, wl S37tV. 7777 GreSAsc* Une Sule 109 ainisHel9hls.CA,K81l VALLEY TRUSS DETAIL WHI/SAC -19 4/2B/2004 PAGE 2 OF 2 MITek Industries, Inc. Westem DIvfelon BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS X TOE-NAIL VAUEY TO BASE "muss W/ (2)16dTOENAILS SECURE VALLEY TRUSS W/lisp RTT OR EQUIVALENT 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 L^^RGER THAN THE SPACING OF VALLEY TRUSSES |24" OlC. 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 ^iLSOmtB. Vmrift dieslfn panvneteTT andJVBlB NOTES OIT IXS AND DtBUmsii lOTIXliBFEItBMCEMaBtaj.nTa a^rdus OSS. Dk^lgn t(a%Jtpr.«eon^.*^h MJeik connectoB-lliit de^n k InsedonV upon pdid^elen shcMa and is^ on Individual buMng cbmponenl. Ap|:ifipal38flypI'de^pararnmleRo^properhqofip^tMiof c^qiT^orient ki^spcindbSlyof iM^Mngdetlghiv- not Irussdatlpner. Voclnosltown klarkAi^iiipportolini&Adixsiwihnm^ AddBldn(0ienii>oranrtydclng to Insure dai»^^ cbhstrt>cfkx) Is Nie fes|xni^bl% o^ 11^ erchcl br. Addnorfol pairnononl tvodnc of ttie overal sinictvra Is tlifr respontlfaaly 61 {lie buttdtng desigiKir: For generat pManti regarcfing latxiaoftoti. qudlly control storage. detKieiy, enKilian txqdna cprsuH ANsl/lrtI QuoMr Cilliirla. DSt-tf ml BCSI1 tutdlng Coiit|><»ient Sately-lnlonivillon avolabb liom Tnw f late Inslilule. 5B3 tyOnoHo Dlive. Moditon. Wl S371». JUL 2 8 2011 7777' Giee'nl^dt 1..^ sdislog cams rtBfthtB,CA. 9561! PURLIN GABLE DETAIL MII/SAC-12 7/15/2005 PAGE 1 OF 4 MFTek Industries, Inc. Westem DIvlBlon STUD SPACING ON PURUN GABLE TO BE LESS THAN OR EQUAL TO TOE LEAST TOP CHORD PURUN SPACING ONTHEGIRDER OR HIP TRUSS. 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO BE LAID ON TOP OFTHE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL #2- SEE DETAIL #3 SEE DETAIL #t SEE SHEET 2 OF 2 FOR ALL DETAILS Page #16 JUL 2 8 2011 W/Uamiiy- Vmritt dcalt^ jaaranetgiTout jUSAO HOIBB OHXtti uiCLaBCB iimxSBtSKBtlCkrAOB im.T*73 SEFXnsE USB. Design vaU lot use ont^wtAi ftVtet: connpdOTs, This design It based'onV upon ponanwterssticwn, and b for an IndMdual tsulkXng connponenl. Af^ilcalafllly of destgn poramenten and proper liicoiporbllpii ol c6fn^^ It Esr kdaroltuppati ol individual vwb niMbas oni/. AddUional lernpaqry brddng Is lmm stidtOly Aitlna construction is liie lesponlbtllly of the eieddr. Adt^lonat petmonfenf bradng ofthe ovanil sinjclur* It theiBiponslbMy of fhe buldlhg designer. For general gutdonce tegardlne fabrtcalloa quolty confrol storage, dMtvery, elecfion arid bfodng. corisuB ANSI/TNI QudBfy CiHeita, 058.89 wid IbSII BvUdkig CDmponent Sofetr tnfonnalsR avalalile from Tnm Plale InsUute, 583 TOnalrio Utn, Modkon, Wl &\<l. 7777 Srenilack Une Suile IOS CltnffiHe^hl<,CA,95B1l PURLIN GABLE DETAJL MII/SAC-12 7/15/2005 PAGE 2 OF 4 IBd NAILS 6' O.C. MITek industries, Inc. Westem Division ISd SINKER OR 19d BOX O.C. SPACING BY OTHERS THE TOP OF TOE HIP GIRIJER TRUSS AT THE BASE OF THE PURUN, GABLE IS DROPPED LESS THEN ALL TOEQTTiiER HIP TROSSES. THfe BOTTOM EDGE OFTHE PURLIN GABLE ' ALIGNS mm TOUEFT ' FACE OF THiS TRUSS AND BEARS ON TOP. ALTERNATE DETAIL ATTACH 2x LEDGEF? TO FLAT TOP CHORD ^ WITH 2 ROWS OF IOd NAlLs (.131" DIAIW. x 3") SPACED 9" O.C. HIP GIRDER STEPDOWN HIP TRUSSES DETAIL #1 CONNECTION OF JACK TO HIP GIRDER TO BE DESIGNED BY OTHERS APEX ON ROOF SLOPES OF 2/12 TO 6/12 ATTACH PURLIN. G^BLE WITH/2) 10d RING SHANKOR WcOfcflfcW WIRE NAILS, THESE NAILS MOST^ 2 INCH kMNIMUM PENETHATION INTO THE TT^USB TOP GHOTJO. IFTl^E ROOF SLOPE ISGRaTCR TttAN g12THEN USE A USP RT3 FRAMING ANCHOR OREQUlV/«.ENT. ALL NAIUNG SHML BE DONE IN AGGORD/tffcE TTOAPPUCABLE CODES AND STANDARD BU LD NG PRACTICES. O 2 S O o I- DETAIL #3 DETAIL #2 THE PURLIN GABLE DOES NOT> /sj.tGN WiTH THE END OF -tIE FLAT TOP CHORD ECTIor ^S^OOF SHEATHING IMPORT/Ufr NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER PURUN GABLE FUT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 Page #17 JUL 2 8 2011 WiHiBlia. VarU^dnri^njwometns ontXEiO KOISSOHTnisAmi mcUIBBO JBnXKjUmsXSNCJ; MOE taO-rin BEroRS •OSB. 11.15 br^edociV upqil^^anie|^_^ bmponeni rvMh MH ek cuntwdoR. P %^^ioK^$^l^'^^^So^^e^d^^r|!!^Son^^ cS^S^^^^T QwdlyC Saieir Mamlnen a«lAable from Tmss Plots InsBJuie. 583 [VOndHo Drive, Modkon, Wl 53719. Jls.toranfcidfcrldui ttd.^B'W^niaJrL-, •_ *-^l.odhsltucfch fcjhe rest ^r'senr^oloutdance n Hetlf^DSMf md BCSiT tilMlng C PURLIN GABLE DETAIL MII/SAC-12 7/15/2005 PAGE 3 OF 4 MITek Industries, Inc. Westem Olvislon JACK TRUSS CONNECTION BY OTHERS PURLIN GABI \ PURLIN GABLE 16d SINKER OR 16cl BOX O.C. SPACING BY OTHERS DETAIL #1 SUPPL. 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL Page #18 JUL E 8 2011 i'8s?g|mg?gifh&^^ allon^ autd&y corwol storage, duvsiy, erection and bitictcig, carawt AnSvTPtI Qt Soieiy thibiihafian avrddble ^om Truis Plale Institute, 583 &'Ono(llo Drive, Modlsoa Wl 5371?. MOB MXr-74 73 BBFOitB OSB. 77T7GiB«ibad(Una SlAB IDS ainKHriglits,CA,95B1{ PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE 4 OF 4 MtTek Jndustlles, Inc. Westem Division 16d SINKER OR 16^ BOX TYPICAL PURLIN GAB1,E RIDGE BLOCKING FIRST COMWION 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS DETAIL #3 SUPPL. 0-0-12 TIGHTLY SET JOIN! 4-f ~~A« DETAIL #4 SUPPL ROOF SHEATHING BY OTHERS HIP SET TRUSS ROOF SHEATHING AND DIAPHRAGM NAILINO BY DETAIL #4A SUPPL gg^l|:JUL 2 8 2011 ScMy hitonmlh^ oVoHable froiri truss Pidle. tntHlule, Sen O'OnoCrto Drive. Modkon, Wl 53719. Qreenl»d(Lane ^.i.^^'...Jiss^* cSusHeli*ite,CA,B61l) STANDARD GABLE END DETAIL R/III/SAC - 20 4/27/2004 PAGE 1 OF 2 SHEATHING (BY OTHERS) UirTek Industries, inc, Westem Divtsloti 4x4== i^DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL 1X4 0t?2X3(TYP) VARIES TO COM TRUSS 31/2; 1 1/2" y-sy*yC NOTCH AT \1 y ^24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 2X4L^TERAL BRACING AS REQUIRED PER TABLE BELOW CONT. BRS SPAN ro ii/iATtH tmmM TRUSS "VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C, LOADINQpsf) TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC ) — END \ /' WALL LJ ^igiD CEIUNG MATERIAL DETAIL A LATERAL BRACING N AILING SCHEDULE VERT. HEIGHT #OFNAILSATEND UP TO 7'-0" 2 - 16d 7'.0" - a-6" •6 - 16d OVER 8'-6" 4 - 16 d . LUMBER TOPCHORD 2X4 DFL/SPF/HF-No.2 BOT CHORD 2X4 DFL/SPF/HF - STUD/STD OTHERS 2X4 DFL/SPF/HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT //| SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITHL-BRAC&i 12 INCH O.C. 6-7-0 13-2-0 11-0-0 1 16 INCH O.C. E-Ps-n 24 INCH O.C. 4-8-0 9-4-0 7-9-0 NOTES 1) VERT; STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST, EXP. B, HEIGHT 30 Ff 2) CONNECTION BETWEBI BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHTECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRAONG INSTALLATION. 4) BRACING SHOWN IS FDR INDIVIDUAL TRUSS ONLY. CONSLIT BLDG. ARCHfrECT OR ENGINEER FOR TEMPORARY AND PERI^ENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WPTH A MAX VERT STUD HEIGHT OF 8'-5". TOP CHORD NOTCHING NOTES 1 )TFE 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 pQUAL 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 MATCHES. 3) LlfliflBER (*JST MEET OR EXCEED VISUAL GRADE #2 LUk^ER AFTER NOTCHING. 4) NO NOTCHING IS PERMnTED WITHIN 2XTHE OVERHANG LENGTH. CwiUnued on page 2 JUL E 8 2C Page # 20 WAamo. Vmrffy OcmlffK parameter!! mdi HEAD NDiCS 0» ZSIS AMD I»D£DSBD JlinXKeEtiEKENCE fAOB «n.7*73 tSFOtliS DSS. OvSffn void ior ute only with MIek connectors. Tliis de^ Is based oni|> upon ponuhet en shown, and is ior an Individual txA&ig con^ranenl, Applor^sRly oT design p<voffienlen and proper {ncoqsoreilbn of component Is respooslblBly of bt^cfing designs - nol truss dedgner. Brocfrtg shovm islQrldtedl support ot IndMdual wab memben only. AddWonal lenipurciry bnydng lo lrmire 'slQbBlY during eonsiruction is ^ responslbiaty ol Ihe SfercirT'XatSloiidi penfnneni Ixtaciig dl the rsveroltltucluni k lhe responsibity ol ihe buHdit^ d«lol<«. IHsr seneral guUonce [ageiding labicdllon. quolUy conlral stoioge. delvery, erecUon and brodlng. consul ANWTPH Qudlir CrHeda. DSe4f and BCsn Bultdng Ci^nponenl SatBly Intormation available bom tniss Plate IndRule, SB^ {yOnobto Drive, Maijson, Wt 53719. 7777 GrsenbadcLsna Suile IDB etna HBlghls, CA, SSBII STANDARD GABLE END DETAIL MII/SAC-20 4/27/2004 PAGE 2 OF 2 4- IOd NAILS MIN. .PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2-10d (TYP) 2X4 BLOCK 2X4 No. 2 OR BTR GABLE END. 2X4 ST JD OR BTR SPACED @ 5'-0" O.C. SHALl. BRAG .pE PROVIDED AT EACH END OF EXCEPT FOR BRACE EXTENDED STRONGBACK INTO thE CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOHQS W/4-. IOd NAILS. ENGTH = 7'-0" S'-3" MAX TO BEARING WALL STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DiTAIL NOTES 1 )2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH IOD NAILS @ 6" O.C. 2) 2X4 LEDGER NAILED TO EACH STUD WITH 4- IOd NAlLS . 3) 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT STUD WITH 2- IOd TOE NAILS 4) THE IOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE IOd BOX NAILS (0.131" DIA. X 3.0" LGT) JUL 2 8 2011 THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = a'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUAURED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT CHORDS = 7'-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 # 21 ^ WAJUtata. Ttr<lj>.iB^parmtim andKSAO NOTSS OH Tms AHD mcuiSBD Br3SE.K£rSRS»CEM0E 101.7471 BEmRE USE. Design void Ior use only vAlh iMsfk conredofs, Ihfa destgn Is base^ only upon paramelers shown, and'is ior.on incflvlduol building componenl, A;^>lcabaly bl design paomenleis and proper IncorporaDan ol conv^wnl b responslbOly ol buHdho destgrer - no! Imss dssigner. Brocing shown fc lcr Iqliaal supixxl 61 IndMdual web members only. AddUonol tan^orory Ixoclng lo'lnswe sloljtlly. durtnB latislnicilon is ihe responsbSly ol Ihe eirector. AddNbndl pernnnertl brodng o! Ihe overcitlllhjclure^ the'respanribt&y ol the biHd^lffTSeilgher, Bar general guidance regorc^ tabdcallon, quoHy conirol slaroge, dsfvery, erection and brddng, cOsul ANSI/mi QuatlY Crlferla, DSB4T ond tCSII tuSding Componitnf Salaty Mnmollaii ovailoble tom Tmss Plate InslQute, SB3 D'Onolrio Difve, MocSson, Wl 53719. 7777 GreBnbseh Lans Suite im amis Hatghis. CA, 99B1I I REfi»LACM A MISSING STUD ON A GABLE TRUSS Wlll/SAC - 27 11/18/2004 PAGE1 MfTek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REP/«R DETAIL TO USED ONLY FOR' ITS ORlOINAL ll!a:^I#lQN,tHlS.RB=''taRI30ESNQTitt^^ TfliRPiMNlN© P^i^TION 6piryE mugs i^^::U^^^ THE ENiifiE:TRuss SHAUBE INSPECTED TO V%Rite¥TWi93^'l# WUlllHE^ ARESEQUIRED-. WHEN THEREQUIREP REiSMRS ^i i?ilci!E8Ly A^^ CAPABLE OF SUPPORTING tj^ELpASsj^BieAiSia:-: • - . • 2. ALtmmmi^i^msEfiiwi^^ T0:.mmR 0{^mAL.posmcm BEFORE APNISli^iilfeiURiW^^^ IN PtAG6-D]i3BaN6APPLICATlON OF I^AIR. 3. THE a)pl!lST4Ngfe,®'GE6)5^^ SUSH AaTOAVsJlp sWWSfe'#THEV^^ 4. wMa NAII-iNGS(iiEiS.(3K 6LiSi^E^S;THiL!SE CW= A BACKLIP WEIGHT IS RECOMMENDED f O AVCMD'L(X5SE||lNi3 OF WE'CiCiNNECf OR PLATES AT THE JOlNtS OR iSPLICES. 5. Tliis REPAIR IS tO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPUCE 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 7/16" O.S..B. OR PLYWOOD (/VPA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS Wrrt FIVE 6d NAILS(.113" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/15" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END. DETAILS FOR WIND BRACING REQUlREMEf^S. TRUSS CRITERIA LOADING ;40-t(H3-10 (M/OQ LOAD.DUBAtlCM FACTOR: 1.15 SPACINQ:'24" O.C. (MAX) TOP OHORD : 2JC 4 OR 2X 6 (NO 2 MiN) PltCH: 3/12-12/12 BE/iiRING: GONtlNUOUS SitiD SPACING :24" O.C. (MAX) REISER TO INDIVIDUAL TRUSS DESIGN FOB PLATE SEES AND LUMBER GR/vDES Page # 22 JUL 2 8 2011 t%^r^ V^'^ u^'oS6^ I^K-Mtie^ conno^lon. tf^-dc^gn fc bosed vHy upon poroinelers showa (shd fc for dnindividuoi bul(jt|ng comj^qnent. ApjiSRajliy 61 dMsii pdiimwintm diid p^btrihtjnipi^&llon til coriponenl fc respons^jSly ol^bifdino desianer - not ifvas de^er. ^gctns shovm fc'ldr'4c8;Bn< sM)|ii?ci 61 t^JMduql y/ab ni^ijaii) onV. Addlllonal iejnF^«!»y.l;rdc^ lo. insure stabllly duAtg cphstnicDon fc Ilye respcinstbniy dl Ihe .encldr^ Adc^ld^ p^f^a>«ll'jbriBclnd collie.ly^ti^slniolbre Is the rlespc^isMSly pl ihe ts^^^ dedgner.'^ generc^ guidance rmaollSrvi la|iiis$l|itfi;^^^c^lraEslor^^ AMSl/ini cH>wy^lreiia,'D^.t7andBC91 ^titldlnsi Cohtponent Siaely I'rilbmiSlloh ovobble trom Iruss PIdte fcislltule, 583 b'Onolrla Drive, Mocfedn. Wl 53719. 7777 Os^bsidc Urii Suile 108 Otlils ttelghiS, CA, 95etl REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2004 PAGE1 MITek Indiistrles, Inc. iVestem DIvislDn 1. THIS IS A SPECIFIC RH'AIR DETAIL TO BE USBD ONLY FOR ITS ORIGINAL INTENTION. THIS REP/UR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UND/iMAGED. THE ENTIRE TRUSS SH/U.L BE INSPECTED TO VERIFY THAt NO FURTHER REP/URS ARB REQUIRED. WHEN THE FEQUIRED REPAIRS/SLRE PROPERLY/APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOWDS INDICATED. 2. All MEMBERS MUST BE RETURNED TO THEiR ORIGINAL POSITIONS BEFORE /iiPPLYlNG REPAIR AND Hao IN PLACE DlfftlNG APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL SE SUCH AS TO AVOiD SPLITTING QF THE WOOD. 4. WHEN NAIUNG SCABS OR GUSSETS. THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CCWNECTOR PLATES AT THE JOtNTS OR SPUCES. 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 BREAK AT ANY . LOCATION ON WEB 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 COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMEIMTS. TRUSS CRITERIA LOADING: 4ti-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 JUL 3 8 2011 ^ VAmam • TBHJH ttmign panmdM malKSAB H&r^ OH XHTS AKD OtCUmEO tDXSK JETSBSWeB nu!B tOtSfATt MSfOSB DSK De^ void Icir use only vrith MTel: coi>nedars. nils design fc based only upcxi ||« Apf:£cabBiy al design potomenlen and proper IneorporoHon of conq»nent fc tesponstilllty of building deslgrnr - nol truss designer. Bracing ^lown fclwIalaniltupport^lndlvldi^wehnriBnlbei^on^ Addii|ciriallBrTij3oraiy bradng lo insure slatDMyciutlng construction fc the respruubniyol Ihe erector. Adduonot permaner^.bracing pi .ihe overal dnrdure fc Ihe respcsnsibR|y ol ll>e buSd^ d^lgrlSf: for .general guidance regarding lobrlcollon, quoSty cmnlRst, slcxdge, daBvcsry, ereclldo arid bracing, ccrajQ AKSVmi Quadly Crtterlo, DSB^Sf and 8CSI1 BuHdfcig Comparmil Salely InTonnallen avaHoble from Truss Plate insHiule, 583 ITOnolila Drive, Madison, Wl S37I9, 7777 Qreenbacklsne Suite toil CatrusHeigbls. CA, 9SB1I REiPAtR TO REMOVE CENTER MII/SAC - 29 STUD ON A GABLE TRUSS MII/SAC - 29 11/18/2004 PAGE1 MITei! industries, Inc. Westem Division 1. THIS IS A SPECIRC REPAIR DETAIL TO BE USEO ONLY FOR ITS ORIGINAL INTEtfilON-THIS REPAIR DOES NOT iMPLYTHATTHE REMWNING POPmON OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TQ VERIFY THAT NO FURTHER REPAIRS ARE REQUJRED. WfHEN 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 i^EPAlR AND HELD IN PLAGE DURING APPUCATION OF REPAJR. 3. THE B»JD DISTANCE, EDGE DIST/WCE, AND SPACING OF NAILS SHALL BE SUCH AS to AVOID SFtltTING OF tHE WOOD. 4. LUMBER MUST BE CUt CLEANLY AND ACCURATELY/WD THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REP/iJR IS TO BE USED FOR SINGLE PLY TOUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TD BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO, BE DISTURBED. NO REPAIR NEEDED. MAXIMUM STUD SPACING = 24" O.C. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE WfEK SXAHDARO GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORT/WT This repair to be used only wilh taisses (spans less than 50") spaced 24" O.C. maximum, havlr^ pitciies between 3/12 and 12/12, total top chord loads less Bran 50 psf and maximum wind speeds of 100 mph. Trusses not titling these criteria should be examined individually. TRUSS CRITERIA LOADING: 4D-10-0-10 (MAX} DURATION F/«:T0R -.1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 C« 2X 6 (NO 2 MIN) PltCH: 3/12-Iiyi2 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDU/sa. TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 24 ^ vaiuam • rmrOy dat^pm^amOcn andKSiO HOTCS OH XmSAHB OUCUIDBB kjiaXKBnSKBHCiSMOS MC-TX!? XrSraCE USA Dos^ vdfid lor use onAy v|1|h MIek connectors. This design Is based only upon podmeters shown, and Is ^ on kidMciual bullding conr^xinenl. . AptJGahfl^ a( de^gn parcmiefilers and pcap^ IncorporoHon of componenl is resporislfajny-or buSdirig deaner- not iruss dedgner. BRSC^ shown fc lor talaral suppori otticlvlblini web members only. Ai39N<9nalt<«tipaiat)rbidclrig latituie slutlly iIuHng condnrcllon i Ihe resfjondbWy ol Ihe erecta. Addllanai permanM brardng bl lha overal structure k Ihe responsbtty of Nie buliding designer. For generol guidance regarding I, quoDy csolml dotage. dcMveiy. etecton and hrodna cornuH ANSI/Ii'll QudBly Criteria, DSB-tt ond BCSlT fciillding Component salely Iniormiinon aviAjble from Truts Ptole InsWule, S& TOnolrlo Dllire, Madfcon, Wt Kl7lf. 7777 GreMbsdt tane Suite 1Q9 CllnrEHel[|tilli,CA,9SS1l mm. REPAIR TO NOTCH 2X6 TOP MII/SAC - 30 CHORD ON A GABLE TRUSS MII/SAC - 30 11/18/2004 PAGE 1 MiTek Industries, Inc. iWestern 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 REPAIRSAREREQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPUED, THE TRUSS W/lLL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THBR ORIGINAL POSITtONS BEFORE APPLYING REPAIR AND HELD IN PLAGE DURING APPLICATION OF REPAIR. 3. tHE END DISTANCE, EDGE DISTANCE, AND SPACING OF N/MLS SHALL BE SUCH AS TO AVOiD SPLltTlNG. OF tHE WOOD. 4. LUMBERMUST BE CUT CLEANLY AND ACCURATELY AND THE REtiSAINlNG 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 T/2" X 1 1/2" MOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES /«E TO BE DISTURBED, MO REPAIR NEEDED. •^MAXIMUM STUD SPACING = 24" O.C. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/1B" O.S.B OR PLYWOOD. SEE MITEK ST/WDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only vidth tmsses (spans less than 50') spaced 24" o.c. maximum, having pifehes between 3/12 arid 12/12, total top chord loads less than 50 psi'and maximurh vinnd speeds of 100 mph. Tmsses not fitting these criteria should be examined individually. TRUSS CRiTERIA LOADING: 40-10-0-10 {MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIIWUM TOP CHORD: 2X 6 (NO 2 MIN) PiTCH: 3/12-12/12 BEARING: CONTINUOUS STUD SPACINQ :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 25 JUL 2 8 2011 ^ mutmn}' nrt/v dmiiintpmmmiarif tadicEAB NOISS OH ioss AHO tHBomm KiXBii; jiEraRBMCBMOE 10-747^ ssroos ssi, Oesbnvctjjd lor USB onty yHh l,ffielccorine(d(9rs.Thfc design fcbossdon^ upon pimimelers shown, and k lor on indlvldud Applnblliy of design porotTianlm and pro^ .._iU9r lolejrpisuppcd ol laiMduai web.mttnAH5n oriiy. AddHionol lemporary brodrig to Insure slabily during conslnjdlbn'fc Ihe respondbWy of the erector." ArldgloharperrnarSteril bradng ol the oiwog structUfe Is lhe responslbgty ol Ihe bulldlng-desigR'Brvfer general grfdonoe regortflng lobilcdilon, qtttilly cantroL storage, delivery, erecltoh and teoriing, coruuS ANSI/TI*!! ^)ual]|y Criteria, D5B.fif onrl BCSIl -Bundlne Component SaMy lnli>liiialltin ovoiabb tromTrus Fiole Inslilule. 563 D'Onolito Drive, MacSson. Wi £3719, 77T7Gie«ib^tBriB Sule log airuc HeigMs, CA, gssiqBBBgBgji IB* REPAIR TO NOTCH 2X4 TOP MII/SAC-31 CHORD ON A GABLE TRUSS MII/SAC-31 11/18/2004 PAGE 1 IVIiTek Industries, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGIN/U. Westem 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 HO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY /APPLIED, THE TRUSS WILL BE CAP/\BLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPUCATION OF REPAIR. 3. THE END DISTANCE, EDGE DIST/MMCE, AND SPACING OF NAILS SHALl BE SUCH AS TO AVOID SPLITTING OF THE WOOD 4. LUMBER MUST BE CUT CLEAWLY Am /ACCURATELY /WD THE REMAINING WOOD MUST BE UND/^iMAGED. 5. THIS REPAIR 18 TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ON LY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED Am UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PIATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE DF TOP CHORD OF TRUSS W/ITH CONSTRUCTION QUAUTY ADHESIVE AND 1 ROW OF IOd {3" X 0.131") NAILS SPACED 6" O.C. MAXIMUM STUD SPACINQ = 24" O.C. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/1S" O.S.B OR PLYWOOD. SEE MiTEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIRBWENTS. IMF>ORTANT 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 chbrf bads less than 50 psf and maximuin vrfnd speeds of 100 mph. Tmsses not fitting these criteria should be examined indivlduatly. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD : 2X 4 (NO 2 MIN) PiTCH: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 26 -^UL 2 8 2011 trAjoBNa• VtiittdesignparmutcmmidjtEABmmaoHXmsMBoicLaDsaunXKKsrmtBiBBPMatia-rins&rascOBB, Dedgn vaU Ira* use onV with f^ek corviectors, Thk design k based orily upon parrsrrielers shown, , Arffbab%ofr|»to pBr'Wieiil«is cinc| Bgp«r Incorpordtlon a! cximponent k responsbXy ol biilMIng designar - not truss dedgner. emdng shown fc Itf idjerdsuppoil oloicnyldual wab rnariibWx only. AddHlond l«ni|Jtirci<y brogng lo IrwAirB slobllliy dCnlnfl conalrucllan fc lhe responsBalWy oTihe -ersdor, Adi:>lbna| parmanaoi brocing of Ihe cverolf siniidue fc Ihe mtponiJSty of Ihe bijding dsslsner. For ganaral guidance ligadbtg lobricalion. qwdty conlrol, slorago, delyary, eredlon and bradng, mmill ANa/Ifll Oiiniliy Crilaila, DSB.8? end BCStl Bulldlne Component Sotely InfermatlM ovobbfe bom Tmss Plate InsHlute. 583 POnolrlo Ddm, Ktolfcom, Wl 537lf. 7777 Qiaenbacii Lane BUHB IDS CllnisHelgliiB.CA,a5B1i STANDARD REPAIR DETAIL 25% MII/SAC -21A 5/3/2004 PAGE 1 MiTek Industries, Inc. Western Dhrlsion rOTAL NUMBER Ol N/ULS EACH SIDE OF BREAK * X INCHES MAXIMUM FORCE (lbs) 25% LOAD DURATION rOTAL NUMBER Ol N/ULS EACH SIDE OF BREAK * X INCHES SYP DF SPF HF 2x4 2x6 X INCHES 2x4 2x6 2x4 2x6 2x4 ?ir6 2x6 14 21 24" 2240 3360 2065 3097 1750 2625 1785 2677 18 27 30" 2680 4320 2655 3982 2250 3375 2295 3442 22 33 36" 3520 5280 3245 4867 2750 4125 ... 2805 ! 4207 1 _ J 25 39 42-4160 6240 3835 5752 3250 4875 ! 3315 i 4972 j 1 J 30 45 48" 4800 7200 4425 6637 3750 5625 1 3825 | 5737 i • DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCA8 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 IOd 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 JUL 2 8 2E BREAK - IOd NAILS NEAR SIDE + IOd NAILS FAR SIDE Page # 27 w TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY ! I 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 DETAII 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 APPUED. THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOAOS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEiR ORIGINAL POSmONS 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. A. WHEN NAIUNG 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 TROSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS UMITEp TO TRUS,SES WITH NO MORE THAN THREE BROKEN MEMBERS. STAXmHO • Vtrlfil Ifeirgrit parmmUni mi KBAB HOTES OK nas AHD IHCUIOBD illT^ RBf^RBHCB FAOK MH TITS EEFOKZ USE. Design volid tor use onty wtth MHek connectors. This design fc bosed onfy upon poromelers shown, and fc lor on indrvicfuot buBding componenl. AppficobSly ol design poromenlers and proper Incorporoliipn of componenl fc r^ponslbllily pf building designer • not irvss designer. Srocing shown is tor lolerol supporl of indlviduoi Web niernbers only. Additional temporary brocirig lo insura siubWiy Uurhig constnjcfion k tl^e responslbiility of tfie erector. Additionol permonant bracing of Ihe overoH structure is the responsibHiiy of ffie tsuHding designer, fw generof guiriorKm regarding fottfi(»]tion, quotity conlrol, storage, delivery, erection and brocing, consutt ANSI/TMt QUoHiy Crlteito, DSK-Sy ood RCSIl Buflding Component Safefy Infomialfon ovoBlsbie from Truss Pfole inslilule. 563 COnofilo Drive, Mac£son. Wf 53719. i 7777 Greenbadc Lene Sule 109 ' laiius Heighls. CA. 8561i FALSE B(iTTOM CHORD FILLER DETAIL MII/SAC -1 3/10/2O04 PAGE1 MITek Iniiustrles, Inc. Western DIvlBion TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERtNG BRACING SPECIFICATION ALT BE/VRING-' FILLER BOTTOM CHORD 2X4 N02 OR BETTER LUMBpR"' ,A FILLER BC MAY BE saiCED WITH 3x4 X M20 PLATES OR WiTH 2X4 N02 2'-0' LONG SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131"X3.0" MIN) NAILS @ 4" O.C, 2 ROWS. 48" TYP MAX 3-0-0 EXTENSION 1x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-1 Od COMMONS (TYP) FILLER VERTICAL STUD 2X4 Stb OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE Am GRADE, AND FOR PLATES TYPE Am SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LO/^iDS: UVE = 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 SPACINQ, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR RB«OVAL OF Fiae^ MEMBERS. Page # 28 JUL 2 WAKHOa.Vmrlfy iismlBKpamnmtenaidiaUIBmjXSlalTmBAm Dedgn vdd lor usa only with Mirek corviacloti.'This dasign Is based ix^ upon paratnalar^ Afipinbllh' at ciedgti pi^menleis and proper Incorparallon d sortipomhi Is res^ionsBiMy oli>lJdlag d^gner:mst IflBS dedSfier. Brodng showrt Is kr btdrdl support ai MMcltKit wobmur^iaB only. AddUional ierripoidry brachg lo Insure slabUy during' copslnicllpn is Ihe respondbWy of lha ereclcr. Additonal petmdiVenI bradng ol Ihe overal strudurek lhe'i«sporalfany|b{ lha butding dedgnw. Per genetd guiddnce regarding labllcallaaquiattyI" •• • - - •- - .• ' - ~ - - Solely InloimaltQn c labiicallaa quatty conlral siorage. dAmy. arecfion and ladclng. coraiill AN9W1 Qudilty CdieDrs, DSM? and BCSn tulding Conit>snenl ' rrndllonavc«ab!eiromTrussrialeins1llule,5S3l70niiflk>Qriva.Madlson,WIS37if, 7777 OranibKk Lane am 10» CllniBHelghls,CA.eser Mffek* OVERHANG REMOVAL DETAIL Mfl/SAC - 5C 12/6/2005 PAGE1 MiTek Indtf^trfes, Inc. Westem bKrislon TRUSS CRITERIA: LOADING: 25-18-0-10 (MAX) DURAtlOM FACTOR: 1.15/1.25 SPACING': 24" 0,C. TOP CHORD: 2X4 (5R 2x6 HEEL HEIGHT: STANDARD HEEL UP T012" ENERGY HEEL END BEARING CONDITION Tatsses not fitting these criterta shouid be examined individually. NOTeS: 1, THIS DETAIL IS FOR REMOVING OVERHANG. THiS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS SEEN BROKEN OFF. 2. NO LUiWBER DMAAGB OR DEFECTS SHALL GO BEYOND REMOVAL LINE, NO CONNECTOR PLATE DAMAGE ALLOWED 2--12 LINE OF REMOVAL 36" MAX REMOVED REFER TO INDIVIDUAL TRUSS DESIGN FDR PLATE SIZES AND LUMBER GRADES Page # 29 JUI 2 8 2011 ^ WAiimia • VeriUVdeelTApiiraaaitervatd JUIU ai6un«tliifinXKgStl^lO^ juBFOfB DEB, Design vidd (or usa only vAh Mtrek connaidci^THs des^ It txsad bnly uport ppipinbleiit dftotva ondis ior an Individual bUldirig.Goinpdiianl, ABileoBWY oTdeilgn p ' '— ' '- •• - ... «... ... ... Is lafldlardlsupiion ol > areclor, AddfitohdlpBn _ laMeailoa qudHy coM, Morass, deivwy, erardlAx c»id bradng, ebr&ui M£Vn>n Quifflly liiid KSiT HuMlriB Cmnpormil Sdily bdiMnnllDn ovdMite IroiTi Inm Hole Inslilule, SBS DtlrioHo l>^ 7T77(3rBaribaolcLBilii Si^ IOB can» Heights, CA,gsBii SCAB APPLIED OVERHANGS MII/SAC - 5 3/25/2004 PAGE1 MITek Industries, Ini:. Westem Dhrlsion TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" 0,C, TOP CHORD: 2x4 OR 2x5 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Tnjsses not fitting these taiteria 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 (d.131"X3") NAILS SPACED @ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 2x SCAB — \ (L) 24" MAX (2.0 X L) 24'' MIN REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES [Page # 30 iUL 2 8 2011 ^ WAxmm • rmrifii dtttfti panmctm cuid AEtii Nbfss OS Tccrs AHB nIctmiBb jmrerjtsF£EtiNC8f JUQE mf-nn atsrosB VBB. • Ciesign J(4ld tor usa only w||jMlfa|; conhad^, This desjgn Is bmd only upon oanarietats shewn, cind k lor op hdMdudl butdlnB i:;onponanl. Api»^biiSy of dedgn pbrcniiariles and pR3>par Vidoi^Kifa^ ol r»rnf)onaiil b respors^bliy dfpilldQnQoeslgnar - nol Irussjieslgner. Broc^ shown i$ lor laleroisupporl ol IndlvldudI wab miuhbira or^, Addllbnal lamporary broqlnfi So Insure stoblHy during cdfisiniclltHi Is lhe nspohslbniy ot Ihe feractor. Mdlllonal pennanenl btablnB ol Ihe overal dniclureii Ihe responAilByot the IxrM^ lobricalion, tguolly conlral ilixaga, dMvery, eredtan and bradng, consuil AMSt/rni OuaQty c^eila, liSt-tt and tcsi\ Building Cora;>onenl Sotely InlocniaSon avoBabie Irom Tn« Plale Inslilule, SSi CrOnolrla Drive, Modbon, Wl 5371!, 7777 Grskntisi^ Lana SuU IOB cuius HBiBhlG.CA.e5S1i • GENERAL NOTES Trusses are not marked in any way to Identify the frequency or location of temporary lateral restraint and diagonal bracing. F^illow tiie recommendations for liandling, installing and temporary restraining and bracing of trusses. Refer to BCSI - Guide to Good Practice for Handling. Installing, Restraining & Bracina of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to tiie BCSI- B3*** for more information. All otiier permanent bracing design is ttie responsibility of the building designer. BCSI-Bl SUMMARY SHEET - GUIDE FOR HANDLING, II^STALLING, RESTRAINING AND BRACING OF TRUSSES spans over 60' may require complex permanent bracing. Please always consult a Registered Design Professional. NOTAS GENERALES Los trusses no estan marcados de ningun modo que identifique la frecuencia o localizacion de restriccion lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalacidn. restriccion y arriostre temporal de los trusses. Vea el folieto BCSI- Guia de Buena Practica Trusses de Madera Conectados con Placas de Metal*** para informadon mas detallada. Los dibujos de diseno de los trusses pueden especificar las localizaciones de restriccion lateral permanente o refuerzo en los miembros individuales del truss. Vea la hop resumen 6CSf-BJ*** para mas informadon. El resto de los disefios de arriostres permanentes son la responsabilldad del diseHador del edificio. WARNING The consequences of improper handling, erecting, installing, restraining anci bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacidn, restriccion y arrisotre incorrecto puede ser la caida de la estructura o aun peor, herldos o muertos. Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. KHUtMLM Utilice cautela al quitar las ataduras 0 los pedazos de metal de sujetar para evitar daho a los trusses y prevenir la herida personal. Lleve el equlpo protectivo personal para ops, pies, manos y cabeza cuando trabaja con trusses. HANDLING — MANEJO Avoid lateral bending. Evite la flexion lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilldad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra Uso para prevenir el daho. /L Use- special care in windy weather or near power lines and airports. Spreader bar for truss Use proper rig- ging and hoisting equipment. • ' Utilice cuidado especial en di'as ventosos o cerca de cables electricos o de aeropuertos. Use equipo apropiado para levantar e improvisar. Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height t>eneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on-center (o.c). Los trusses pueden ser descargados directamente en el suelo en aquel momenta de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura suticiente detras de la pila de los trusses a 8 hasta 10 pies en centro (o.c). For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informadon mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. (V DO NOT store unbraced bundles upright. NO almacene verticalmente los trusses sueltos. NO almacene en tierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. NO sobrecargue la grua. (S) NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete 0 A Single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m), A WARNING Do not over load supporting structure with truss bundle. lADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en una posicion estable. Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas deJO'o menos. Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior incllnada hasta 60' y trusses de cuerdas paralelas hasta 45'. Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES •yiSlLUSui Using a single pick-point at the peak can damage the truss. El uso de un solo lugar en el pico para levantar puede hacer dafio al truss. Tagline Tagline Spreader bar 1/2 lo , 2.'3 Iruss lengih TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) - TRUSSES HASTA Y SOBRE 60 PIES " 12-1 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicion con equipo de grua hasta que la restriccion lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies 0 menos. (- Trusses up to 30' -> (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL diOM Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mas infor- madon. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column) Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de restriccion lateral temporal de la cuerda superior (vea la tabla en la proxima columna). (5 DO NOT walk on unbraced trusses. NO camine en trusses sueltos. Top Ctiord Temporary Lateral Restraint (TCTLR) 2x4 min. Brace first Iruss securely beiore erection of additional trusses. STEPS TO SETTING TRUSSES MS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate tos arriostres de tierra. 2) instate el primero truss y ate seguramente al arriostre de tierra. 3) instate tos proxlmos 4 trusses con restriccion lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los pianos de los miembros secundarlos para estabilice los primeros cinco trusses (vea abajo). 6) Instate la restriccion lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. K^iiiSoi Refer to BC5I-B2*** for more information. Vea el resumen BCSI-B2*** para mas informadon. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. £ste metodo de restriccion y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriccion y arriostre temporal de PCTs. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' (9.1 m) 10' (3 m) o.c. max. 30' (9.1 m)- 45'(13,7 m) 8' (2.4 m) o.c. max. 45'(13.7 m)- 60' (18.3 m) 6' (1.8 m) o.c. max. 60' (18.3 m)- 80' (24.4 m)* 4' (1.2 m) o.c. max. Consult a Registered Design Professional for trusses longer than 60' (18.3 m). Consulte a un Professional Registrado de O/seno para trusses mas de 60 pies. See BCSI-B2*** for TCTLR options. Vea el BCSI-B2*** para las opciones de TCTLR. I Refer to BCSI-B3*** for Gable End Frame restraint/bracing/ reinforcement information. Para informadon sobre restriccion/ arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B. Note: Ground bracing not shown for clarity. 0 Repeat diagonal braces for each set of 4 trusses. Repita los arrisotres diagonales para cada grupo de 4 trusses. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS 10" or: Truss attachment required at support(s) Section A-A Wkirilnm LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT OA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL . vK K.J\^Diagona bracing Truss Member CLR splice reintorcemenl 2x CLR 10" (3 m) - 15' (4.6 m) max: Same spacing as bottom chord lateral restraint Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. 3) BOTTOM CHORD — CUERDA INFERIOR ^<^^^3^ Lateral Restraints - 2x4x12' or greater lapped over two trusses^ or CLR splice reinforce^ ment. Bottom • chords Mimmum 2' 2x_ Scab block centered ovei splice. Attach to CLR witli minimum 8-16cl (0.135x3.5") nails each side of splice or as specified by the Building Designer SECTION A-A Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10' (3 m) -15' (4.6 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 (^422X42^9 Refer to BCSI-B7*** for more information. Vea el resumen BCSI-B7* para mas informadon. Diagonal bracing Repeat diagonal bracing every 15 truss spaces 30' (9.1 m) max. Apply diagonal brace to vertical webs at end ol cantilever and at bearing locations. All lateral restraints lapped at least two trusses 'Top chord temporary laieral restraint spacing shall be 10' (3 m) o.c. max. lor 3x2 chords and 15' (4.6 m) o.c. lor 4x2 chords. , INSTALLING — INSTALACION Tolerances for Out-of-Plane. Tolerancias para Fuera-de-Plano. Max. Bow Tolerancias para Fuera-de-Plomada. CONSTRUCTION LOADING CARGA DE CONSTRUCCION (S) Out-of-Plumb D/50 D(ft.) 1/4" (6 mm) r (0.3 m) 1/2" (13 mm) 2' (0.6 m) 3/4" (19 mm) 3' !0 y m: 1" (25 mm) 4' (1,2 m) 1-1/4" (32 mm) (1.5 m) 1-1/2" (38 mm) 6' (1.8 m) - i-."^ mn-i T (2 1 m) 2" |51 mmi >8' (£2.4 m) DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construcdon hasta que todas las restric- ciones laterales y los arriostres esten colocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4** for more information. NO exceda las alturas maximas de monton. Vea el resumen BCSI-B4*** para mas informadon. Out-of-Plane Max. Bow Truss Length 3/4" iZ b' (19 mm) (3.8 m) 7/8" 14.6' (22 mm) (4.5 m) 1" (25 mm) (5.1 m) 1-1/8" (29 mm) 18.8' (5.7 m) 1-1/4" 20 8' (32 mm) (6.3 m) 1-3/8" 22.9' (35 mm) (7.0 m) 1-1/2" 25.0' (38 mm) (7.6 m) 1-3/4" 29.2' (45 mm) (8.9 m) 2" >33.3' (51 mm) (10.1 m) Maximum Stack Height lor Maierial on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concreie Block 8" (203 mm) Clay Tile 3-4 tiles high NEVER stack materials near a peak or at mid-span. NUNCA amontone los materiales cerca de un pico. DO NOT overload small groups or single trusses. NO sobrecargue pequeHos grupos o trusses individuales. Piace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES Truss bracing not shown for clarily lOSIUSta Refer to BCSI-B5.*** Vea el resumen BCSI-BS.*** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ningun miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del diserio del truss. iUSia Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcdon o han sido alterados sin la autor- izacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabricante de Trusses. "Contact the Component Manufacturer for more information or cor To view a non-printing PDF of this document, visit sbcinduslry.com/bl. ult a Registered Design Professional for assistance. NOTE; The truss manufacturer and truss designer rely on the presumptk>n that the contractor and aane operator (if applicable) are professkjnals with the capability to undertake the work they have agreed to do on any given project. If Uie contractor believes it needs assistance in some aspect of the construction project, it shouid seek assistance from a competent party. The methods and procedures outiined in this document are intended to ensure Oiat the overall construction techniques employed will put the trusses Into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installatton, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified buiiding designer or contractor. It is not intended that these recommendafions be interpreted as superior to the buiiding designer's design specificafion for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Hoors, roots and all the interrelated stmchjral building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and informadon contained herein. 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683-1010 • tpinst.org iADVFRTFNCIA I ^^^^ RESUMEN DE LA GUIA DE BUENA PRACTICA PARA EL MANEJO, INSTALACIDN, RESTRICCION Y ARRIOSTRE DE LOS TRUSSES ^ f% f fc f w WX^« Vanos mas de 60 pies pueden requerir arriostre peiWianente complejo. Por favor, siempre consulte a un Profesional Registrado de Diserio. AGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 25109 Jefferson Avenue, Suite 200 Murrieta, Califomia 92562 Tetephone: (619) 708-1649 Fax: (714) 409-3287 NEW POINTE COMMUNITIES, INC. 16880 West Bernardo Drive, Suite 230 San Diego, CA 92127 Attention: Subject: References: Mr. Scot Sandstrom April 16,2014 P/W 1402-08 Report No. 1402-08-B-3 Foundation Design and Grading Plan Review Letter Proposed Single Family Residence 328 Galacia Way, City ofCarisbad, Califomia 1) Innovative Structural Engineering (ISE) Galacia Way, 328 Galacia Way, Carlsbad, California dated March 17, 2014 (Sheets SCS, SNI, SN2, Sl, & SDl) 2) Pasco Laret Suiter & Associates (PLS) 328 Galacia Way Engineered Site Plan, City of Carlsbad, Califomia dated March 18, 2014 (Sheets Cl) 3) Geotechnical Investigation and Foundation Design Recommendations for Proposed Single Family Lot 328, Galacia Way, City of Carlsbad, Califomia prepared by Advanced Geotechnical Solutions, Inc. 's (AGS) dated March 17, 2014 (P/W 1402-08) Gentlemen: In accordance with your request. Advanced Geotechnical Solutions, Inc.'s (AGS) has reviewed the Foundation Plans for 328 Galacia Way, City of Carlsbad, prepared by Innovative Structural Engineering (ISE), dated March 17, 2014, 2013. Specifically, AGS has reviewed sheets SCS, SNI, SN2, Sl and SDl of plan set for conformance to the recommendations presented in the Geotechnical Investigation and Foundation Design Recommendations report (Ref. 3). AGS also reviewed the referenced Engineered Site Plan as prepared by Pasco Laret Suiter & Associates. Based upon our review it is our opinion that the proposed foundation design and grading plans were prepared in general accordance with the recommendations presented in the referenced report. Advanced Geotechnical Solutions, Inc. appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have any questions, please contact the undersigned at (619) 708-1649. Respectfully Submit Advanced/jeqtqcjapical Solutions, Inc. . <0 A. Distribution; ORANGE AND L.A. COUNTIES (714) 786-5661 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 lAGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples Street, Suite 150 San Diego, Califomia 92121 Telephone: (619) 708-1649 Fax: (714) 409-3287 NEW POINTE COMMUNITIES, INC. 16880 West Bernardo Drive, Suite 230 SanDiego, CA92127 March 17,2014 P/W 1402-08 Report No. 1402-08-B-2 Attention: Mr. Scot Sandstrom Subject: Gentlemen: Geotechnical Investigation and Foundation Design ^^^^^j^^^^^P^^^ Proposed Single-Family Residence, Lot 328, Galacia California MAR 2 4 2014 CITY OF CARLSBAD BUILDiNG DIVISION In accordance with your request, presented herein are the results of Advanced GeotecnnicaTiSolutions, Inc.'s (AGS) geotechnical investigation and foundation design recommendations for the proposed single-family residence located at Lot 328, Galacia Way, Carlsbad, Califomia. The recommendations presented in the following report are based on a limited subsurface investigation performed by AGS and associated laboratory testing, our review of readily available geotechnical and geologic maps and literature, and our experience with similar projects in the area. It is AGS's opinion, from a geotechnical standpoint, the subject site is suitable for construction of the proposed residence provided the recommendations presented in this report are incorporated into the design, planning and constmction phases of site development. Included in this report are: 1) engineering characteristics of the onsite soils; 2) unsuitable soil removal recommendations; 3) grading recommendations; 4) foundation design recommendations; and 5) flatwork recommendations. Advanced Geotechnical Solutions, Inc., appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have any questions, please contact the undersigned at(619)708-1649. Respectfully Submitted, Advanced Geotechnical Solutions, ljMP?=rrr^^>^^ PAUL J. DERISI, Vice President CEG 2536, Reg. Exp. 5-31-15 Distribution: Attachments: p) Addressee Figure 1 - Site Location Map Figure 2 - Geologic Map and Site Exploration Plan; Appendix A - Field and Laboratory Data; Appendix B - General Earthwork Specifications & Grading Guidelines; Appendix C - Homeowner Maintenance Recommendations ORANGE AND L.A. COUNTIES (714) 786-5661 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 GEOTECHNICAL INVESTIGATION AND FOUNDATION DESIGN RECOMMENDATIONS FOR PROPOSED SINGLE-FAMILY RESIDENCE, LOT328, GALACIA WAY, CARLSBAD, CALIFORNIA March 17,2014 Pagel P/W 1402-02 Report No. 1402-02-B-2 1.0 SCOPE OF SERVICES This study is aimed at providing geotechnical information as it relates to: 1) existing site soil conditions; 2) discussion of the geologic units onsite; 3) seismic hazard analysis; 4) engineering characteristics of the onsite soils; 5) excavation characteristics of earth materials; 6) seismic design parameters for use in the stmctural design of the proposed single-family residence; and 7) foundation design parameters for the proposed conventional shallow foundation system. The scope of our study included the following tasks: > Review of pertinent published and unpublished geologic and geotechnical literature, maps, and aerial photographs. > Excavating and logging of two (2) shallow exploratory borings (Appendix A) and associated laboratory testing. ^ Conducting a geotechnical engineering and geologic hazard analysis of the site. ^ Conducting a limited seismicity analysis. ^ Determine design parameters of onsite soils as a foundation medium including bearing and friction values for foundation soils. > Determine the site-specific seismic design parameters for use in the stmctural design. ^ Preparation of a geotechnical foundation investigation report with exhibits summarizing our findings. 2.0 GEOTECHNICAL STUDY LIMITATIONS The conclusions and recommendations in this report are professional opinions based on our subsurface exploration, associated lab testing, and data developed from this investigation. The materials immediately adjacent to or beneath those observed may have different characteristics than those observed. No representations are made as to the quality or extent of materials not observed. Any evaluation regarding the presence or absence of hazardous material is beyond the scope of this firm's services. 3.0 SITE LOCATION AND DESCRIPTION The subject site is located on Galacia Way, Carlsbad, Califomia (see Figure 1). The rectangular lot is bounded on the south, east and west sides by existing single-family residences with Galacia Way to the north. The overall lot encompasses approximately 0.22 acre. Topography at the site is relatively flat to gently sloping to the north. An existing 15 to 20 foot high descending cut slope is present next to the southerly property line. Access to the site is currently afforded by Galacia Way. The site currently supports a light growth of seasonal grasses and weeds. 4.0 PROPOSED DEVELOPMENT As AGS understand the project, it is anticipated that minor cuts and fills (up to 2 feet) will be required to develop the lot for support of the proposed residential stmcture. It is anticipated that the stmcture will be a ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page 2 P/W 1402-02 Report No. 1402-02-B-2 two-story, approximately 3,000 square foot, wood-framed stmcture supported by a conventional slab-on- grade foundation system. In addition to the residential structure, a garage, driveway, flatwork, a small bioretention basin, and associated landscape are proposed for the lot. 5.0 FIELD AND LABORATORY INVESTIGATION 5.1. Field Investigation AGS conducted a limited subsurface exploration at the subject on Febmary 24,2014. Two (2) hand auger borings were excavated and logged to maximum depth of two and one-half (2.5) feet below existing grade. A bulk soil sample was collected from the exploratory borings for laboratory testing. Logs of the borings and results of the associated laboratory testing are presented in Appendix A. The approximate locations of the exploratory borings are shown on Figure 2. 6.0 ENGINEERING GEOLOGY 6.1. Geologic and Geomorphic Setting The subject site is situated within the Peninsular Ranges Geomorphic Province. The Peninsular Ranges province occupies the southwestem portion of Califomia and extends southward to the southem tip of Baja Califomia. In general the province consists of young, steeply sloped, northwest trending mountain ranges underlain by metamorphosed Late Jurassic to Early Cretaceous-aged extmsive volcanic rock and Cretaceous-aged igneous plutonic rock of the Peninsular Ranges Batholith. The westemmost portion of the province is predominantly underlain by younger marine and non-marine sedimentary rocks. The Peninsular Ranges' dominant stmctural feature is northwest-southeast trending crustal blocks bounded by active faults of the San Andreas transform system. 6.2. Subsurface Conditions A brief description of the earth materials encountered on this site is presented in the following sections. More detailed descriptions of these materials are provided in the hand auger logs included in Appendix A. Based on our site reconnaissance, subsurface excavations, and review of geologic maps, the site is underlain to the depths explored by Santiago Formation. 6.2.1. Topsoil Topsoil was encountered in both borings and was observed to overlie the Santiago Formation at the property. As encountered, this material was approximately 0.75 to 1.0 feet thick and generally consisted of light brown to grey, dry, loose, silty sand. 6.2.2. Santiago Formation (Map Symbol - Tsa) The site is underlain to the maximum depth explored by Santiago Formation. These materials, as encountered, can generally be described as tight tan, slightly moist, soft to hard, silty fine- to medium-grained sandstone. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page 3 P/W 1402-02 Report No. 1402-02-B-2 6.3. Groundwater Groundwater was not encountered in the recent exploratory excavations by AGS. No natural groundwater condition is known to exist at the site that would impact the proposed site development. However, it should be noted that localized perched groundwater may develop at a later date, most likely at or near fill/bedrock contacts, due to fluctuations in precipitation, irrigation practices, or factors not evident at the time of our field explorations. 6.4. Non-seismic Geologic Hazards 6.4.1. Mass Wasting No evidence of mass wasting was observed onsite nor was any noted on the reviewed maps. 6.4.2. Flooding According to available FEMA maps, the site is not in a FEMA identified flood hazard area. 6.4.3. Subsidence/Ground Fissuring Due to the presence of the dense underlying materials, the potential for subsidence and ground fissuring due to settlement is unlikely. 6.5. Seismic Hazards The site is located in the tectonically active Southem Califomia area, and will therefore likely experience shaking effects from earthquakes. The type and severity of seismic hazards affecting the site are to a large degree dependent upon the distance to the causative fault, the intensity of the seismic event, and the underlying soil characteristics. The seismic hazard may be primary, such as surface mpture and/or ground shaking, or secondary, such as liquefaction or dynamic settlement. The following is a site-specific discussion of ground motion parameters, earthquake-induced landslide hazards, settlement, and liquefaction. The purpose of this analysis is to identily potential seismic hazards and propose mitigations, if necessary, to reduce the hazard to an acceptable level of risk. The following seismic hazards discussion is guided by the California Building Code (2013), CDMG (2008), and Martin and Lew (1998). 6.5.1. Surface Fault Rupture No known active faults have been mapped at or near the subject site. The nearest known active surface fault is the Oceanside section of the Newport-Inglewood-Rose Canyon fault zone which is approximately 6 miles west of the subject site. Accordingly, the potential for fault surface rupture on the subject site is low. This conclusion is based on literature review and aerial photographic analysis. 6.5.2. Seismicity As noted, the site is within the tectonically active southem Califomia area, and is approximately 6 miles from an active fault, the Oceanside section of the Newport-Inglewood-Rose Canyon fault zone. The potential exists for strong ground motion that may affect future improvements. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page 4 P/W 1402-02 Report No. 1402-02-B-2 At this point in time, non-critical stmctures (commercial, residential, and industrial) are usually designed according to the Califomia Building Code (2013) and that of the controlling local agency. However, liquefaction/seismic slope stability analyses, critical stmctures, water tanks and unusual structural designs will likely require site specific ground motion input. 6.5.3. Liquefaction Due to the dense nature of the underlying materials and lack of a shallow groundwater table at the project site, the potential for seismically induced liquefaction is considered negligible. 6.5.4. Dynamic Settlement Dynamic settlement occurs in response to an earthquake event in loose sandy earth materials. This potential of dynamic settlement at the subject site is considered remote due to the presence of shallow sedimentary bedrock and the absence of loose, sandy soils. 6.5.5. Seismically Induced Landsliding Evidence of landsliding at the site was not observed during our field explorations nor was any geomorphic features indicative of landsliding noted during our review of aerial photos and published geologic maps. 7.0 GEOTECHNICAL ENGINEERING Presented herein is a general discussion of the geotechnical properties of the various soil types and the analytic methods used in this report. 7.1. Material Properties 7.1.1. Excavation Characteristics Based on our previous experience with similar projects near the subject site and the information gathered in preparing this report, it is our opinion that the topsoil and weathered portions of the Santiago Formation are readily excavatable with conventional grading equipment. However, it should be anticipated that well cemented zones could be encountered within deeper portions of the Santiago Formation that may be difficult to excavate. Specialized grading equipment (large excavators and/or bull dozers) may be necessary to efficiently excavate portions of the Santiago Formation. 7.1.2. Compressibility The near surface topsoil and highly weathered Santiago Formation are considered to be moderately compressible in their present condition. Compressibility of the Santiago Formation is not a geotechnical design concem for the proposed stmctures. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 P/W 1402-02 Page 5 Report No. 1402-02-B-2 7.1.3. Collapse Potential/Hydro-Consolidation Given the relatively thin veneer of topsoil on top of dense formational materials, and the removals proposed herein, the potential for hydro-consolidation is considered remote at the subject site. 7.1.4. Expansion Potential A representative sample of the near surface soils was collected and tested to evaluate the potential for expansion. Testing was performed in general accordance with ASTM D 4829. Test results indicate that the soils tested possess an expansion index (EI) of 12, which corresponds to a "Very Low" expansion potential. 7.1.5. Shear Strength Shear strength testing was not conducted on the onsite soils, however based upon our previous experience in the general area with similar soils the following are assumed shear strengths for compacted fill soils and Santiago Formation. TABLE 1 SHEAR STRENGTHS Material Cohesion (psf) Friction Angle (degrees) Compacted Fill 125 30 Santiago Formation 150 33 7.1.6. Chemical/Resistivity Test Results One sample of the near surface soils was obtained and transported to our certified laboratory. Based upon the results of their testing (Appendix A) and our previous experience in the area it is anticipated that the onsite soil will exhibit "Negligible" sulfate concentrations when classified in accordance with ACI 318-05 Table 4.3.1 (per 2013 CBC) and are anticipated to be "slightly" corrosive to metals. 7.1.7. Earthwork Adjustments It is anticipated that the onsite topsoil will shrink on the order of 5 to 10 percent when re-compacted. The Santiago Formation are anticipated to bulk on the order of 4 to 8 percent when used to make compacted fill. 7.1.8. Pavement Support Characteristics It is anticipated that the onsite soils will have rhoderate support characteristics. Depending upon the final distribution of site soils, pavement support characteristics could vary. If stmctural pavements are to be constructed (concrete or asphaltic concrete), an "R"-value of 35 can be utilized for the preliminary design of pavements. Final design should be based upon representative sampling of the as-graded soils. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page 6 P/W 1402-02 Report No. 1402-02-B-2 8.0 CONCLUSIONS AND RECOMMENDATIONS Construction of the proposed residential stmcture and associated improvements is considered feasible, fi-om a geotechnical standpoint, provided that the conclusions and recommendations presented herein are incorporated into the design and constmction of the project. Presented below are specific issues identified by this study as possibly affecting site development. Recommendations to mitigate these issues are presented in the text of this report. 8.1. Grading Recommendations 8.1.1. Unsuitable Soil Removals In areas to receive settlement sensitive structures, all topsoil and highly weathered formational materials should be removed. It is anticipated that the upper 12 to 18 inches of the onsite soils will require recompactit)n for the support of settlement sensitive stmctures. Localized areas may require deeper removals. Minimally, the removals should extend a lateral distance of at least 5 feet beyond the limits of settlement sensitive stmctures. If deeper removals are performed, the removals should extend a lateral distance equal to the depth of removal beyond the improvement limits. Removal bottoms should expose competent formational materials in a firm and unyielding condition. The resulting removal bottoms should be observed by a representative of AGS to verify that adequate removal of unsuitable materials has been conducted prior to fill placement. In general, soils removed during remedial grading will be suitable for reuse in compacted fills, provided they are properly moisture conditioned and do not contain deleterious materials. Grading shall be accomplished under the observation and testing of the project soils engineer and engineering geologist or their authorized representative in accordance with the recommendations contained herein, the current grading ordinance of the City of Carlsbad. 8.1.2. Earthwork Considerations 8.1.2.1. Compaction Standards Fill and processed natural ground shall be compacted to a minimum relative compaction of 90 percent, as determined by ASTM Test Method: D 1557. Compaction shall be achieved at or slightly above the optimum moisture content and as generally discussed in the attached Earthwork Specifications (Appendix B). 8.1.2.2. Treatment of Removal Bottoms At the completion of unsuitable soil removals, the exposed bottom should be scarified to a minimum depth of six inches, moisture conditioned to above optimum moisture and compacted in-place to the standards set forth in this report. 8.1.2.3 . Fill Placement Fill should be placed in thin lifts (eight-inch bulk), moisture conditioned to at or slightly above the optimum moisture content, uniformly mixed, and compacted by the use of both wheel rolling and kneading type (sheeps foot) compaction equipment until the designed grades are achieved. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page 7 P/W 1402-02 Report No. 1402-02-B-2 8.1.3. Cut-Fill Transition Lot If design grades and/or remedial grading activities create a cut/fill transition, the cut and shallow fill portions of the building pad shall be overexcavated a minimum depth of three feet or 18 inches below the bottom of the proposed footings (whichever is deeper) and replaced with compacted fill. These remedial grading measures are recommended in order to minimize the potential for differential settlements between cut and fill areas. The undercut should be graded such that a gradient of at least one percent is maintained toward deeper fill areas or the front of the lot. 8.2. Design Recommendations It is our understanding that the proposed foundation will consist of a shallow slab-on-grade foundation system supporting the one- to two-story wood-frame residential stmcture. It is our fiirther understanding that the foundation system will be conventionally reinforced with steel reinforcing bars. Design recommendations are provided herein. In addition to the structure, associated driveways, bioretention basin, hardscape and landscape areas are proposed. From a geotechnical perspective these proposed improvements are feasible provided that the following recommendations are incorporated into the design and construction. 8.2.1. Foundation Design Criteria The single-family residential stmcture can be supported on conventional shallow foundations and slab-on-grade systems. The expansion potential of the underlying soils is classified as "Low". The following values may be used in the foundation design. Allowable Bearing: 2000 Ibs./sq.ft. Lateral Bearing: 250 lbs./sq.ft. at a depth of 12 inches plus 150 lbs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs./sq.ft. Sliding Coefficient: 0.39 Settlement: Total = 3/4 inch Differential: 3/8 inch in 20 feet The above values may be increased as allowed by Code to resist transient loads such as wind or seismic. Building Code and stmctural design considerations may govem. Depth and reinforcement requirements should be evaluated by the Stmctural Engineer. 8.2.2. Seismic Design Parameters The following seismic design parameters are presented to be code compliant to the Califomia Building Code (2013). The subject lot has been identified to be Site Class "C" in accordance with CBC, 2013, Section 1613.3.2 and ASCE 7, Chapter 20. The lot is located at Latitude 33.0840° N and Longitude -117.2499° W. Utilizing this information, the United States Geological Survey (USGS) web tool (http://earthquake.usgs.gov/hazards/designmaps/) and ASCE 7 criterion, the mapped seismic acceleration parameters Ss, for 0.2 seconds and Si, for 1.0 second period (CBC, 2013, 1613.3.1) for Risk-Targeted Maximum Considered Earthquake (MCER) can be determined. The mapped acceleration parameters are provided for Site Class "B". Adjustments for other Site ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 P/W 1402-02 Page 8 Report No. 1402-02-B-2 Classes are made, as needed, by utilizing Site Coefficients Fa and Fv for determination of MCER spectral response acceleration parameters SMS for short periods and SMI for 1.0 second period (CBC, 2013 1613.3.3). Five-percent damped design spectral response acceleration parameters SDS for short periods and SDI for 1.0 second period can be determined from the equations in CBC, 2013, Section 1613.3.4. Seismic Design Criteria Mapped Spectral Acceleration (0.2 sec Period), Ss 1.045g Mapped Spectral Acceleration (1.0 sec Period), Si 0.404g Site Coefficient, Fa (CBC, 2013, Table 1613.3.3(1)) 1.00 Site Coefficient, Fv(CBC, 2013, Table 1613.3.3(2)) 1.396 MCER Spectral Response Acceleration (0.2 sec Period), SMS 1.045g MCER Spectral Response Acceleration (1.0 sec Period), SMI 0.564g Design Spectral Response Acceleration (0.2 sec Period), SDS 0.697g Design Spectral Response Acceleration (1.0 sec Period), SDI 0.376g Utilizing a probabilistic approach, the CBC recommends that stmctural design be based on the peak horizontal ground acceleration (PGA) having of 2 percent probability of exceedance in 50 years (approximate retum period of 2,475 years) which is defined as the Maximum Considered Earthquake (MCE). Using the United States Geological Survey (USGS) web-based ground motion calculator, the site class modified PGAM (FPGA*PGA) was determined to be 0.407g. This value does not include near-source factors that may be applicable to the design of stmctures on site. 8.2.3. Foundation Design 8.2.3.1. Conventional Foundations Based upon the onsite soil conditions and information supplied by the 2013 CBC, conventional foundation systems should be designed in accordance with Section 8.2.1 and the following recommendations. > One-story - Interior and exterior footings should be a minimum of 12 inches wide and extend to a depth of at least 12 inches below lowest adjacent grade. Footing reinforcement should minimally consist of four No. 4 reinforcing bars, two top and two bottom or two No. 5 reinforcing bars, one top and one bottom. > Two-story - Interior and exterior footings should be a minimum of 15 inches wide and extend to a depth of at least 18 inches below lowest adjacent grade. Footing reinforcement ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page 9 P/W 1402-02 Report No. 1402-02-B-2 should minimally consist of four No. 4 reinforcing bars, two top and two bottom or two No. 5 reinforcing bars, one top and one bottom. > Slab - Conventional, slab-on-grade floors, underlain by "low" expansive compacted fill, should be five or more inches thick and be reinforced with No. 3 or larger reinforcing bars spaced 15 inches on center each way. The slab reinforcement and expansion joint spacing should be designed by the Stmctural Engineer. > Embedment - If exterior footings adjacent to drainage swales are to exist within five feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that a least seven feet are provided horizontally from edge of the footing to the face of the slope. > Garage - A grade beam reinforced continuously with the garage footings shall be constmcted across the garage entrance, tying together the ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same depth as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and reinforcement should be the same as the stmcture. Slab thickness, reinforcement and under-slab treatment should be the same as the stmcture. > Isolated Spread Footings - Isolated spread footings should be embedded a minimum of 18 inches below lowest adjacent finish grade and should at least 24 inches wide. A grade beam should also be constmcted for interior and exterior spread footings and should be tied into the structure in two orthogonal directions, footing dimensions and reinforcement should be similar to the aforementioned continuous footing recommendations. Final depth, width and reinforcement should be determined by the stmctural engineer. 8.2.4. Under Slab Prior to concrete placement the subgrade soils should be moisture conditioned to a minimum of optimum moisture content prior to concrete placement. A moisture and vapor retarding system should be placed below the slabs-on-grade in portions of the structure considered to be moisture sensitive. The retarder should be of suitable composition, thickness, strength and low permeance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. Historically, a 10-mil plastic membrane, such as Visqueen, placed between one to four inches of clean sand, has been used for this purpose. More recently Stego® Wrap or similar underlayments have been used to lower permeance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. The use of this system or other systems, materials or techniques can be considered, at the discretion of the designer, provided the system reduces the vapor transmission rates to acceptable levels. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 P/W 1402-02 Page 10 Report No. 1402-02-B-2 8.2.5. Deepened Footings and Structural Setbacks It is generally recognized that improvements constmcted in proximity to natural slopes or properly constmcted, manufactured slopes can, over a period of time, be affected by natural processes including gravity forces, weathering of surficial soils and long-term (secondary) settlement. Most building codes, including the Califomia Building Code (CBC), require that stmctures be set back or footings deepened, where subject to the influence of these natural processes. For the subject site, where foundations for residential stmctures are to exist in proximity to slopes, the footings should be embedded to satisfy the requirements presented in Figure 3. FIGURE 3 FACE OF FOOTING FACE OF STRUCTURE H/3 BUT NEED NOT EXCEED 40 FT. MAX. H/2 ^BUT NEED NOT EXCEED 15 FT. MAX. 8.2.6. Concrete Design Our previous experience in the general area indicates onsite soils likely exhibit a "Negligible" sulfate exposure when classified in accordance with ACI 318-05 Table 4.3.1 (per 2013 CBC). It should be anticipated that the "Negligible" sulfate exposure in the soils will not require sulfate resistant concrete and Type II cement can be utilized. Further, some fertilizers have been known to leach sulfates into soils otherwise containing "negligible to moderate" sulfate concentrations and increase the sulfate concentrations to potentially detrimental levels. It is incumbent upon the owner to determine whether additional protective measures are warranted to mitigate the potential for increased sulfate concentrations to onsite soils as a result of the fixture homeowner's actions. 8.2.7. Corrosion Resistivity tests performed indicate that the onsite soils are "slightly" corrosive to buried metallic materials. It is our understanding that only the last ten feet of the domestic and fire wateriines will be metallic, with the remainder of these lines being non metallic. Further, the proposed plumbing for each stmcture will not be located under slab but will be located in the walls and roofs. Provided that all metallic piping is wrapped with a suitable corrosion inhibiting material (foam, plastic sleeve, tape, or similar products) and that non-aggressive backfill (sand) soils are placed around all metallic pipe, no other requirements are deemed necessary to address the "slightly" corrosive soils found onsite. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page 11 P/W 1402-02 Report No. 1402-02-B-2 8.2.8. Retaining Walls The following earth pressures are recommended for the design of retaining walls onsite: Static Case Level Backfill Rankine Coefficients Equivalent Fluid Pressure (psf/lin.ft.) Coefficient of Active Pressure: Ka = 0.36 45 Coefficient of Passive Pressure: Kp = 2.77 346 Coefficient of at Rest Pressure: Ko = 0.53 66 Rankine Equivalent Fluid 2 : 1 Backfill Coefficients Pressure (psf/lin.ft.) Coefficient of Active Pressure: Ka = 0.63 79 Coefficient of Passive Pressure: Descending Kp (-)= 0.99 120 Coefficient of At Rest Pressure: Ko = 0.92 116 Seismic Case In addition to the above static pressures, unrestrained retaining walls should be designed to resist seismic loading. In order to be considered unrestrained, retaining walls should be allowed to rotate a minimum of roughly 0.004 times the wall height. The seismic load can be modeled as a thmst load applied at a point 0.6H above the base of the wall, where H is equal to the height of the wall. This seismic load (in pounds per lineal foot of wall) is represented by the following equation: Pe = ys *Y*H2 *kh Where: H = Height ofthe wall (feet) y = soil density =125 pounds per cubic foot (pcf) kh = peak horizontal ground acceleration= 0.41 g Walls should be designed to resist the combined effects of static pressures and the above seismic thmst load. The foundations for retaining walls of appurtenant structures stmcturally separated from the building structure may bear on properly compacted fill. A bearing value of 2,000 psf may be used for design of retaining walls. Retaining wall footings should be designed to resist the lateral forces by passive soil resistance and/or base friction as recommended for foundation lateral resistance. To relieve the potential for hydrostatic pressure wall backfill should consist of a free draining backfill (sand equivalent "SE" >20) and a heel drain should be constructed. The heel drain should be place at the heel of the wall and should consist of a 4-inch diameter perforated pipe (SDR35 or SCHD ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page 12 P/W 1402-02 Report No. 1402-02-B-2 40) surrounded by 4 cubic feet of crushed rock (3/4-inch) per lineal foot, wrapped in filter fabric (Mirafi® MON or equivalent). Proper drainage devices should be installed along the top of the wall backfill, which should be properly sloped to prevent surface water ponding adjacent to the wall. In addition to the wall drainage system, for building perimeter walls extending below the finished grade, the wall should be waterproofed and/or damp-proofed to effectively seal the wall from moisture inflltration through the wall section to the interior wall face. The wall should be backfilled with granular soils placed in loose lifts no greater than 8-inches thick, at or near optimum moisture content, and mechanically compacted to a minimum 90 percent relative compaction as determined by ASTM Test Method D1557. Flooding or jetting of backfill materials generally do not result in the required degree and uniformity of compaction and, therefore, is not recommended. The soils engineer or his representative should observe the retaining wall footings, backdrain installation and be present during placement of the wall backfill to confirm that the walls are properly backfilled and compacted. 8.3. Utility Trench Excavation All utility trenches should be shored or laid back in accordance with applicable OSHA standards. Excavations in bedrock areas should be made in consideration of underlying geologic stmcture. AGS should be consulted on these issues during constmction. 8.4. Utilitv Trench Backfill Mainline and lateral utility trench backfill should be compacted to at least 90 percent of maximum dry density as determined by ASTM D 1557. Onsite soils will not be suitable for use as bedding material but will be suitable for use in backfill, provided oversized materials are removed. No surcharge loads should be imposed above excavations. This includes spoil piles, lumber, concrete tmcks or other constmction materials and equipment. Drainage above excavations should be directed away from the banks. Care should be taken to avoid saturation of the soils. Compaction should be accomplished by mechanical means. Jetting of native soils will not be acceptable. 8.5. Exterior Slabs and Walkways 8.5.1. Subgrade Compaction The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be compacted to a minimum of 90 percent relative compaction as determined by ASTM D 1557. 8.5.2. Subgrade Moisture The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be moisture conditioned to a minimum of optimum moisture content prior to concrete placement. 8.5.3. Slab Thickness Concrete flatwork and driveways should be designed utilizing four-inch minimum thickness. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page 13 P/W 1402-02 Report No. 1402-02-B-2 8.5.4. Control Joints Weakened plane joints should be installed on walkways at intervals of approximately eight to ten feet. Exterior slabs should be designed to withstand shrinkage of the concrete. 8.5.5. Flatwork Reinforcement Consideration should be given to reinforcing any exterior flatwork with No. 3 rebar on 15 inch centers both ways. 8.5.6. Thickened Edge Consideration should be given to construct a thickened edge (scoop footing) at the perimeter of slabs and walkways adjacent to landscape areas to minimize moisture variation below these improvements. The thickened edge (scoop footing) should extend approximately eight inches below concrete slabs and should be a minimum of six inches wide. 8.6. Plan Review Once grading and foundation design plans become available, they should be reviewed by AGS to verify that the design recommendations presented are consistent with the proposed construction. 8.7. Geotechnical Review As is the case in any grading project, multiple working hypotheses are established utilizing the available data, and the most probable model is used for the analysis. Information collected during the grading and constmction operations is intended to evaluate these hypotheses, and some of the assumptions summarized herein may need to be changed as more information becomes available. Some modification of the grading and constmction recommendations may become necessary, should the conditions encountered in the field differ significantly than those hypothesized to exist. AGS should review the pertinent plans and sections of the project specifications, to evaluate conformance with the intent of the recommendations contained in this report. If the project description or final design varies fi-om that described in this report, AGS must be consulted regarding the applicability of, and the necessity for, any revisions to the recommendations presented herein. AGS accepts no liability for any use of its recommendations if the project description or final design varies and AGS is not consulted regarding the changes. 9.0 SLOPE AND LOT MAINTENANCE Maintenance of improvements is essential to the long-term performance of stmctures and slopes. Although the design and constmction during mass grading is planned to create slopes that are both grossly and surficially stable, certain factors are beyond the control of the soil engineer and geologist. The homeowners must implement certain maintenance procedures. The following recommendations should be implemented. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page 14 P/W 1402-02 Report No. 1402-02-B-2 9.1. Slope Planting Slope planting should consist of ground cover, shrubs and trees that possess deep, dense root stmctures and require a minimum of irrigation. The resident should be advised of their responsibility to maintain such planting. 9.2. Lot Drainage Roof, pad and lot drainage should be collected and directed away from stmctures and slopes and toward approved disposal areas. Design fine-grade elevations should be maintained through the life of the stmcture or if design fine grade elevations are altered, adequate area drains should be installed in order to provide rapid discharge of water, away from stmctures and slopes. Residents should be made aware that they are responsible for maintenance and cleaning of all drainage terraces, down drains and other devices that have been installed to promote stmcture and slope stability. 9.3. Slope Irrigation The resident, homeowner and Homeowner Association should be advised of their responsibility to maintain irrigation systems. Leaks should be repaired immediately. Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of water usage and overlap. Overwatering with consequent wasteful mn-off and ground saturation should be avoided. If automatic sprinkler systems are installed, their use must be adjusted to account for natural rainfall conditions. 9.4. Burrowing Animals Residents or homeowners should undertake a program for the elimination of burrowing animals. This should be an ongoing program in order to maintain slope stability. 10.0 LIMITATIONS This report is based on the project as described and the information obtained from the excavations at the approximate locations indicated on the Figure 2. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the excavation locations. The results reflect an interpretation of the direct evidence obtained. Services performed by AGS have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, either expressed or implied, and no warranty or guarantee is included or intended. The recommendations presented in this report are based on the assumption that an appropriate level of field review will be provided by geotechnical engineers and engineering geologists who are familiar with the design and site geologic conditions. That field review shall be sufficient to confirm that geotechnical and geologic conditions exposed during grading are consistent with the geologic representations and corresponding recommendations presented in this report. AGS should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page 15 P/W 1402-02 Report No. 1402-02-B-2 The data, opinions, and recommendations of this report are applicable to the specific design of this project as discussed in this report. They have no applicability to any other project or to any other location, and any and all subsequent users accept any and all liability resulting from any use or reuse ofthe data, opinions, and recommendations without the prior written consent of AGS. AGS has no responsibility for constmction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or omissions of the CONTRACTOR, or any other person performing any of the constmction, or for the failure of any of them to carry out the construction in accordance with the final design drawings and specifications. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page 16 P/W 1402-02 Report No. 1402-02-B-2 REFERENCES American Concrete Institute, 2002, Building Code Requirements for Structural Concrete (ACI318M-02) and Commentary (ACl 318RM-02), ACI Intemational, Farmington Hills, Michigan. American Society for Testing and Materials (2008), Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08, Soil and Rock (I), ASTM Intemational, West Conshohocken, Pennsylvania. Califomia Code of Regulation, Title 24, 2013 California Building Code, 3 Volumes. Kennedy, M.P., Tan, S.S., 2005, Geologic Map of the Oceanside 30' x 60' Quadrangle, Califomia, Califomia Geological Survey: Regional Geologic Map No. 3, scale 1:100,000. ADVANCED GEOTECHNICAL SOLUTIONS, INC N SITE LOCATION MAP PROPOSED RESIDENCE APN 216-220-10 LOT 328 GALACIA WAY CARLSBAD, CALIFORNIA PAV 1402-08 SOURCE MAP - TOPOGRAPHIC MAP OF THE ENCINITAS 7.5 MINUTE QUADRANGLE, SAN DIEGO COUNTY, CALIFORNIA FIGURE 1 AGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples Street, Suite 150 San Diego, Califomia 92121 Telephone: (619) 850-3980 Fax: (714) 409-3287 LEGEND ^ Approximate Location of Exploratory HA-2 Excavation, AGS, 2014 Tsd Santiago Formation FIGURE 2 Geologic Map and Exploration Location Plan 10' 5' GRAPHIC SCALE IN FEET Report No. 1402-08-B-2 APPENDIXA FIELD AND LABORATORY DATA ADVANCED GEOTECHNICAL SOLUTIONS, INC., 2014 ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 P/W 1402-02 Project Date Excavated_ Logged by Equipment TABLE I LOG OF TEST PITS Page 1 Report No. 1402-02-B-2 Galacia Wav 7/25/2013 JAC Hand Auger Test Pit No. Depth (ft.) USCS Description HA-1 0.0-1.0 SM TOPSOIL (No Map Symbol): SILTY SAND, fine- to mediiun-grained, light brown to grey, dry, loose. 1.0-2.5 SM SANTIAGO FORMATION (Tsa): SILTY SANDSTONE, medium- to fine-grained, light tan, slightly moist, soft to moderately hard. @ 1.5 ft. moist, moderately hard, freshening with depth TOTAL DEPTH 2.5 FT. NO WATER, NO CAVING BULK SAMPLE TAKEN @ 0.5-2.5 FT. HA-2 0.0-0.75 SM TOPSOIL (No Map Symbol): SILTY SAND, fine- to medium-grained, light brown to grey, dry, loose. 0.75- 1.75 SM SANTIAGO FORMATION (Tsa): SILTY SANDSTONE, medium- to fine-grained, light tan, slightly moist, soft to moderately hard. @ 1.5 ft. moist, moderately hard, freshening with depth @ 1.75 ft. hard TOTAL DEPTH 1.75 FT. NO WATER, NO CAVING AGS Inc. Galacia Way March 13, 2014 GF13708 AGS Inc. Project No: 1402-08 Soil Corrosivitv (ASTM D4972,G187-12a,CTM 417,CTM 422) Date Sampled: 2/28/2014 Sampled By: PJD Date Submitted: 3/5/2014 Submitted By: PJD Lab Number Boring No. Depth Sulfate % Chloride % PH Resistivity (OHM-cm) 9862 Sample A N/A 0.003 0.002 4.54 2025 Sulfate and Chloride tests performed by Clarkson Laboratory test result received 3-13-14. Reviewed by: 4035 Pacific Highway, San Diego, CA 92110 (619)583-6633 xvwiv.gforceca. com AGS Inc. Galacia Way March 13, 2014 GF13708 AGS Project No: 1402-08 Expansion Index (ASTM D4829) G Force Lab No. Date Sampled: Date Submitted: Sample Location: Sample Description: 9862 02/28/14 By: 03/05/14 By: Sample A Lt. Brown Silty Fine Sand ( ML/SM) PJ PJ Initial Water Content, % Dry Density, pcf Saturation, % Initial Dial Reading, in. Final Dial Reading, in. Final Water Content, % 10.4 108.0 50.1 0.0000 0.0119 18.3 Expansion Index Potential Expansion 12 Very Low Reviewed by: JcseptfBouknIght P.Bf C81517 • 4035 Pacific Highway, San Diego, CA 92110 • Tel: 619-583-6633 • www.gforceca.com AGS Inc. Galacia Way March 13, 2014 GF13708 AGS Inc. Project No: 1402-08 LABORATORY COI^PACTION CURVE G Force Lab No.: Sample Location: Soil Description: Source of Soil: 9862 N/A Lt Brown Silty Fine Sand ( ML/SM) Native Depth, ft.: N/A Test Designation: ASTM D1557 %+3/4" 0 %-H3/8" 0 Oversize Correction Applied? No Method of Sample Preparation: Dry Type of Rammer Used: Manual Method 145.0 140,0 135.0 I S 125.0 o 120.0 115.0 110.0 M/P Curve No. Sample A Laboratory Compaction Curve T -t -j-hj-—t— j V -\ i H— •4-(-+-4- V \ rfr i 1 jj" • j rr-i j 4-1 i j j V-i j j r r H 1 c '•vj""" 1 1 rt-1 1 1 M- j j P j 1 t K # j ( j -+-^, # V -{-\ r -4-J 0.0 5.0 10.0 15.0 Moisture Content, % 20.0 25.0 • UNCORRECTED DENSITY DATA ACORRECTED DENSITY DATA Reviewed by A % +#4 0 Test Results Maximum Density, pcf 117.0 Optimum Moisture, % 13.5 Oversize Corrected Resulte Maximum Density, pcf N/A Optimum Moisture, % N/A • 4035 P«ci/tc Highway, San Diego, CA 921W • Tel: 619-583-6633 • www.gforceca.com APPENDIX B GENERAL EARTHWORK SPECIFICATIONS AND GRADING GUIDELINES ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page B-l P/W 1311-03 Report No. 1311-03-B-2 GENERAL EARTHWORK SPECIFICATIONS I. General A. General procedures and requirements for earthwork and grading are presented herein. The earthwork and grading recommendations provided in the geotechnical report are considered part of these specifications, and where the general specifications provided herein conflict with those provided in the geotechnical report, the recommendations in the geotechnical report shall govem. Recommendations provided herein and in the geotechnical report may need to be modified depending on the conditions encountered during grading. B. The contractor is responsible for the satisfactory completion of all earthwork in accordance with the project plans, specifications, applicable building codes, and local goveming agency requirements. Where these requirements conflict, the stricter requirements shall govem. C. It is the contractor's responsibility to read and understand the guidelines presented herein and in the geotechnical report as well as the project plans and specifications. Information presented in the geotechnical report is subject to verification during grading. The information presented on the exploration logs depicts conditions at the particular time of excavation and at the location of the excavation. Subsurface conditions present at other locations may differ, and the passage of time may result in different subsurface conditions being encountered at the locations of the exploratory excavations. The contractor shall perform an independent investigation and evaluate the nature of the surface and subsurface conditions to be encountered and the procedures and equipment to be used in performing his work. D. The contractor shall have the responsibility to provide adequate equipment and procedures to accomplish the earthwork in accordance with applicable requirements. When the quality of work is less than that required, the Geotechnical Consultant may reject the work and may recommend that the operations be suspended until the conditions are corrected. E. Prior to the start of grading, a qualified Geotechnical Consultant should be employed to observe grading procedures and provide testing of the fills for conformance with the project specifications, approved grading plan, and guidelines presented herein. All remedial removals, clean-outs, removal bottoms, keyways, and subdrain installations should be observed and documented by the Geotechnical Consultant prior to placing fill. It is the contractor's responsibility to apprise the Geotechnical Consultant of their schedules and notify the Geotechnical Consultant when those areas are ready for observation. F. The contractor is responsible for providing a safe environment for the Geotechnical Consultant to observe grading and conduct tests. II. Site Preparation A. Clearing and Grubbing: Excessive vegetation and other deleterious material shall be sufficiently removed as required by the Geotechnical Consultant, and such materials shall be properly disposed of offsite in a method acceptable to the owner and goveming agencies. Where applicable, the contractor may obtain permission from the Geotechnical Consultant, owner, and goveming agencies to dispose of vegetation and other deleterious materials in designated areas onsite. B. Unsuitable Soils Removals: Earth materials that are deemed unsuitable for the support of fill shall be removed as necessary to the satisfaction of the Geotechnical Consultant. ADVANCED GEOTECHNICAL SOLUTIONS, INC. Marchi?, 2014 Page B-2 P/W 1311 -03 Report No. 1311 -03 -B-2 C. Any underground stmctures such as cesspools, cistems, mining shafts, tunnels, septic tanks, wells, pipelines, other utilities, or other stmctures located within the limits of grading shall be removed and/or abandoned in accordance with the requirements of the goveming agency and to the satisfaction of the Geotechnical Consultant. D. Preparation of Areas to Receive Fill: After removals are completed, the exposed surfaces shall be scarified to a depth of approximately 8 inches, watered or dried, as needed, to achieve a generally uniform moisture content that is at or near optimum moisture content. The scarified materials shall then be compacted to the project requirements and tested as specified. E. All areas receiving fill shall be observed and approved by the Geotechnical Consultant prior to the placement of fill. A licensed surveyor shall provide survey control for determining elevations of processed areas and keyways. m. Placement of Fill A. Suitability of fill materials: Any materials, derived onsite or imported, may be utilized as fill provided that the materials have been determined to be suitable by the Geotechnical Consultant. Such materials shall be essentially free of organic matter and other deleterious materials, and be of a gradation, expansion potential, and/or strength that is acceptable to the Geotechnical Consultant. Fill materials shall be tested in a laboratory approved by the Geotechnical Consultant, and import materials shall be tested and approved prior to being imported. B. Generally, different fill materials shall be thoroughly mixed to provide a relafively uniform blend of materials and prevent abrupt changes in material type. Fill materials derived fi-om benching should be dispersed throughout the fill area instead of placing the materials within only an equipment-width from the cut/fill contact. C. Oversize Materials: Rocks greater than 8 inches in largest dimension shall be disposed of offsite or be placed in accordance with the recommendations by the Geotechnical Consultant in the areas that are designated as suitable for oversize rock placement. Rocks that are smaller than 8 inches in largest dimension may be utilized in the fill provided that they are not nested and are their quantity and distribution are acceptable to the Geotechnical Consultant. D. The fill materials shall be placed in thin, horizontal layers such that, when compacted, shall not exceed 6 inches. Each layer shall be spread evenly and shall be thoroughly mixed to obtain near uniform moisture content and uniform blend of materials. E. Moisture Content: Fill materials shall be placed at or above the optimum moisture content or as recommended by the geotechnical report. Where the moisture content of the engineered fill is less than recommended, water shall be added, and the fill materials shall be blended so that near uniform moisture content is achieved. If the moisture content is above the limits specified by the Geotechnical Consultant, the fill materials shall be aerated by discing, blading, or other methods until the moisture content is acceptable. F. Each layer of fill shall be compacted to the project standards in accordance to the project specifications and recommendations of the Geotechnical Consultant. Unless otherwise specified by the Geotechnical ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page B-3 P/W 1311 -03 Report No. 1311-03-B-2 Consultant, the fill shall be compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM Test Method: D1557-09. G. Benching: Where placing fill on a slope exceeding a ratio of 5 to 1 (horizontal to vertical), the ground should be keyed or benched. The keyways and benches shall extend through all unsuitable materials into suitable materials such as firm materials or sound bedrock or as recommended by the Geotechnical Consultant. The minimum keyway width shall be 15 feet and extend into suitable materials, or as recommended by the geotechnical report and approved by the Geotechnical Consultant. The minimum keyway width for fill over cut slopes is also 15 feet, or as recommended by the geotechnical report and approved by the Geotechnical Consultant. As a general mle, unless otherwise recommended by the Geotechnical Consultant, the minimum width of the keyway shall be equal to 1/2 the height of the fill slope. H. Slope Face: The specified minimum relative compaction shall be maintained out to the finish face of fill and stabilization fill slopes. Generally, this may be achieved by overbuilding the slope and cutting back to the compacted core. The actual amount of overbuilding may vary as field conditions dictate. Altemately, this may be achieved by back rolling the slope face with suitable equipment or other methods that produce the designated result. Loose soil should not be allowed to build up on the slope face. If present, loose soils shall be trimmed to expose the compacted slope face. I. Slope Ratio: Unless otherwise approved by the Geotechnical Consultant and governing agencies, permanent fill slopes shall be designed and constmcted no steeper than 2 to 1 (horizontal to vertical). J. Natural Ground and Cut Areas: Design grades that are in natural ground or in cuts should be evaluated by the Geotechnical Consultant to determine whether scarification and processing of the ground and/or overexcavation is needed. K. Fill materials shall not be placed, spread, or compacted during unfavorable weather conditions. When grading is intermpted by rain, filing operations shall not resume until the Geotechnical Consultant approves the moisture and density of the previously placed compacted fill. rv. Cut Slopes A. The Geotechnical Consultant shall inspect all cut slopes, including fill over cut slopes, and shall be notified by the contractor when cut slopes are started. B. If adverse or potentially adverse conditions are encountered during grading; the Geotechnical Consultant shall investigate, evaluate, and make recommendations to mitigate the adverse conditions. C. Unless otherwise stated in the geotechnical report, cut slopes shall not be excavated higher or steeper than the requirements of the local goveming agencies. Short-term stability of the cut slopes and other excavations is the contractor's responsibility. V. Drainage A. Back drains and Subdrains: Back drains and subdrains shall be provided in fill as recommended by the Geotechnical Consultant and shall be constmcted in accordance with the goveming agency and/or recommendations of the Geotechnical Consultant. The location of subdrains, especially outlets, shall be surveyed and recorded by the Civil Engineer. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17, 2014 Page B-4 P/W 1311-03 ReportNo. 1311-03-B-2 B. Top-of-slope Drainage: Positive drainage shall be established away from the top of slope. Site drainage shall not be permitted to flow over the tops of slopes. C. Drainage terraces shall be constmcted in compliance with the goveming agency requirements and/or in accordance with the recommendations of the Geotechnical Consultant. D. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. VI. Erosion Control A. All finish cut and fill slopes shall be protected from erosion and/or planted in accordance with the project specifications and/or landscape architect's recommendations. Such measures to protect the slope face shall be undertaken as soon as practical after completion of grading. B. During constmction, the contractor shall maintain proper drainage and prevent the ponding of water. The contractor shall take remedial measures to prevent the erosion of graded areas until permanent drainage and erosion control measures have been installed. VII. Trench Excavation and Backfill A. Safety: The contractor shall follow all OSHA requirements for safety of trench excavations. Knowing and following these requirements is the contractor's responsibility. All trench excavations or open cuts in excess of 5 feet in depth shall be shored or laid back. Trench excavations and open cuts exposing adverse geologic conditions may require further evaluation by the Geotechnical Consultant. If a contractor fails to provide safe access for compaction testing, backfill not tested due to safety concems may be subject to removal. B. Bedding: Bedding materials shall be non-expansive and have a Sand Equivalent greater than 30. Where permitted by the Geotechnical Consultant, the bedding materials can be densified by jetting. C. Backfill: Jetting of backfill materials is generally not acceptable. Where permitted by the Geotechnical Consultant, the bedding materials can be densified by jetting provided the backfill materials are granular, free-draining and have a Sand Equivalent greater than 30. VIII. Geotechnical Observation and Testing During Grading A. Compaction Testing: Fill shall be tested by the Geotechnical Consultant for evaluation of general compliance with the recommended compaction and moisture conditions. The tests shall be taken in the compacted soils beneath the surface if the surficial materials are disturbed. The contractor shall assist the Geotechnical Consultant by excavating suitable test pits for testing of compacted fill. B. Where tests indicate that the density of a layer of fill is less than required, or the moisture content not within specifications, the Geotechnical Consultant shall notify the contractor of the unsatisfactory conditions of the fill. The portions of the fill that are not within specifications shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed until the last lift of fill is tested and found to meet the project specifications and approved by the Geotechnical Consultant. C. If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as adverse weather, excessive rock or deleterious materials being placed in the fill, insufficient equipment, excessive rate of fill ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 17,2014 Page B-5 P/W 1311-03 ReportNo. 1311-03-B-2 placement, results in a quality of work that is unacceptable, the consultant shall notify the contractor, and the contractor shall rectify the conditions, and if necessary, stop work until conditions are satisfactory. D. Frequency of Compaction Testing: The location and frequency of tests shall be at the Geotechnical Consultant's discretion. Generally, compaction tests shall be taken at intervals not exceeding two feet in fill height and 1,000 cubic yards of fill materials placed. E. Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of the compaction test locations. The contractor shall coordinate with the surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations. Altemately, the test locations can be surveyed and the results provided to the Geotechnical Consultant. F. Areas of fill that have not been observed or tested by the Geotechnical Consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removals will be determined by the Geotechnical Consultant. G. Observation and testing by the Geotechnical Consultant shall be conducted during grading in order for the Geotechnical Consultant to state that, in his opinion, grading has been completed in accordance with the approved geotechnical report and project specifications. H. Reporting of Test Results: After completion of grading operations, the Geotechnical Consultant shall submit reports documenting their observations during constmction and test results. These reports may be subject to review by the local goveming agencies. ADVANCED GEOTECHNICAL SOLUTIONS, INC. APPENDIX C HOMEOWNER MAINTENANCE RECOMMENDATIONS ADVANCED GEOTECHNICAL SOLUTIONS, INC. HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS Homeowners are accustomed to maintaining their homes. They expect to paint their houses periodically, replace wiring, clean out clogged plumbing, and repair roofs. Maintenance of the home site, particularly on hillsides, should be considered on the same basis or even on a more serious basis because neglect can result in serious consequences. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be carried out more economically than repair after neglect. Most slope and hillside lot problems are associated with water. Uncontrolled water fi-om a broken pipe, cesspool, or wet weather causes most damage. Wet weather is the largest cause of slope problems, particularly in Califomia where rain is intermittent, but may be torrential. Therefore, drainage and erosion control are the most important aspects of home site stabilify; these provisions must not be altered without competent professional advice. Further, maintenance must be carried out to assure their continued operation. As geotechnical engineers concemed with the problems of building sites in hillside developments, we offer the following list of recommended home protection measures as a guide to homeowners. Expansive Soils Some of the earth materials on site have been identified as being expansive in nature. As such, these materials are susceptible to volume changes with variations in their moisture content. These soils will swell upon the introduction of water and shrink upon drying. The forces associated with these volume changes can have significant negative impacts (in the form of differential movement) on foundations, walkways, patios, and other lot improvements. In recognition of this, the project developer has constmcted homes on these lots on post-tensioned or mat slabs with pier and grade beam foundation systems, intended to help reduce the potential adverse effects of these expansive materials on the residential stmctures within the project. Such foundation systems are not intended to offset the forces (and associated movement) related to expansive soil, but are intended to help soften their effects on the structures constmcted thereon. Homeowners purchasing property and living in an area containing expansive soils must assume a certain degree of responsibilify for homeowner improvements as well as for maintaining conditions around their home. Provisions should be incorporated into the design and constmction of homeowner improvements to account for the expansive nature of the onsite soils material. Lot maintenance and landscaping should also be conducted in consideration of the expansive soil characteristics. Of primary importance is minimizing the moisture variation below all lot improvements. Such design, constmction and homeowner maintenance provisions should include: • Employing contractors for homeowner improvements who design and build in recognition of local building code and site specific soils conditions. • Establishing and maintaining positive drainage away from all foundations, walkways, driveways, patios, and other hardscape improvements. • Avoiding the constmction of planters adjacent to stmctural improvements. Altematively, planter sides/bottoms can be sealed with an impermeable membrane and drained away from the improvements via subdrains into approved disposal areas. • Sealing and maintaining constmction/control joints within concrete slabs and walkways to reduce the potential for moisture infiltration into the subgrade soils. ADVANCED GEOTECHNICAL SOLUTIONS, INC. • Utilizing landscaping schemes with vegetation that requires minimal watering. Altematively, watering should be done in a uniform manner as equally as possible on all sides of the foundation, keeping the soil "moist" but not allowing the soil to become saturated. • Maintaining positive drainage away from stmctures and providing roof gutters on all stmctures with downspouts installed to carry roof mnoff directly into area drains or discharged well away from the stmctures. • Avoiding the placement of trees closer to the proposed structures than a distance of one-half the mature height of the tree. • Observation of the soil conditions around the perimeter of the stmcture during extremely hot/dry or unusually wet weather conditions so that modifications can be made in irrigation programs to maintain relatively constant moisture conditions. Sulfates Homeowners should be cautioned against the import and use of certain fertilizers, soil amendments, and/or other soils from offsite sources in the absence of specific information relating to their chemical composition. Some fertilizers have been known to leach sulfate compounds into soils otherwise containing "negligible" sulfate concentrations and increase the sulfate concentrations in near-surface soils to "moderate" or "severe" levels. In some cases, concrete improvements constmcted in soils containing high levels of soluble sulfates may be affected by deterioration and loss of strength. Water - Natural and Man Induced Water in concert with the reaction of various natural and man-made elements, can cause detrimental effects to your structure and surrounding property. Rain water and flowing water erodes and saturates the ground and changes the engineering characteristics of the underlying earth materials upon saturation. Excessive irrigation in concert with a rainy period is commonly associated with shallow slope failures and deep seated landslides, saturation of near stmcture soils, local ponding of water, and transportation of water soluble substances that are deleterious to building materials including concrete, steel, wood, and stucco. Water interacting with the near surface and subsurface soils can initiate several other potentially detrimental phenomena other then slope stabilify issues. These may include expansion/contraction cycles, liquefaction potential increase, hydro-collapse of soils, ground surface settlement, earth material consolidation, and introduction of deleterious substances. The homeowners should be made aware of the potential problems which may develop when drainage is altered through constmction of retaining walls, swimming pools, paved walkways and patios. Ponded water, drainage over the slope face, leaking irrigation systems, over-watering or other conditions which could lead to ground saturation must be avoided. • Before the rainy season arrives, check and clear roof drains, gutters and down spouts of all accumulated debris. Roof gutters are an important element in your arsenal against rain damage. If you do not have roof gutters and down spouts, you may elect to install them. Roofs, with their, wide, flat area can shed tremendous quantities of water. Without gutters or other adequate drainage, water falling from the eaves collects against foundation and basement walls. • Make sure to clear surface and terrace drainage ditches, and check them frequently during the rainy season. This task is a communify responsibilify. • Test all drainage ditches for functioning outlet drains. This should be tested with a hose and done before the rainy season. All blockages should be removed. • Check all drains at top of slopes to be sure they are clear and that water will not overflow the slope itself, causing erosion. ADVANCED GEOTECHNICAL SOLUTIONS, INC. I Keep subsurface drain openings (weep-holes) clear of debris and other material which could block them in a storm. Check for loose fill above and below your properfy if you live on a slope or terrace. Monitor hoses and sprinklers. During the rainy season, little, if any, irrigation is required. Oversaturation of the ground is unnecessary, increases watering costs, and can cause subsurface drainage. Watch for water backup of drains inside the house and toilets during the rainy season, as this may indicate drain or sewer blockage. Never block terrace drains and brow ditches on slopes or at the tops of cut or fill slopes. These are designed to carry away mnoff to a place where it can be safely distributed. Maintain the ground surface upslope of lined ditches to ensure that surface water is collected in the ditch and is not permitted to be trapped behind or under the lining. Do not permit water to collect or pond on your home site. Water gathering here will tend to either seep into the ground (loosening or expanding fill or natural ground), or will overflow into the slope and begin erosion. Once erosion is started, it is difficult to control and severe damage may result rather quickly. Never connect roof drains, gutters, or down spouts to subsurface drains. Rather, arrange them so that water either flows off your properfy in a specially designed pipe or flows out into a paved driveway or street. The water then may be dissipated over a wide surface or, preferably, may be carried away in a paved gutter or storm drain. Subdrains are constructed to take care of ordinary subsurface water and cannot handle the overload from roofs during a heavy rain. Never permit water to spill over slopes, even where this may seem to be a good way to prevent ponding. This tends to cause erosion and, in the case of fill slopes, can eat away carefully designed and constructed sites. Do not cast loose soil or debris over slopes. Loose soil soaks up water more readily than compacted fill. It is not compacted to the same strength as the slope itself and will tend to slide when laden with water; this may even affect the soil beneath the loose soil. The sliding may clog terrace drains below or may cause additional damage in weakening the slope. If you live below a slope, try to be sure that loose fill is not dumped above your properfy. Never discharge water into subsurface blanket drains close to slopes. Trench drains are sometimes used to get rid of excess water when other means of disposing of water are not readily available. Overloading these drains saturates the ground and, if located close to slopes, may cause slope failure in their vicinify. Do not discharge surface water into septic tanks or leaching fields. Not only are septic tanks constmcted for a different purpose, but they will tend, because of their constmction, to naturally accumulate additional water from the ground during a heavy rain. Overloading them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers are made available. Practice responsible irrigation practices and do not over-irrigate slopes. Naturally, ground cover of ice plant and other vegetation will require some moisture during the hot summer months, but during the wet season, irrigation can cause ice plant and other heavy ground cover to pull loose. This not only destroys the cover, but also starts serious erosion. In some areas, ice plant and other heavy cover can cause surface sloughing when saturated due to the increase in weight and weakening of the near-surface soil. Planted slopes should be planned where possible to acquire sufficient moisture when it rains. Do not let water gather against foundations, retaining walls, and basement walls. These walls are built to withstand the ordinary moisture in the ground and are, where necessary, accompanied by subdrains to carry off the excess. If water is permitted to pond against them, it may seep through the wall, causing dampness and leakage inside the basement. Further, it may cause the foundation to swell up, or the water pressure could cause structural damage to walls. ADVANCED GEOTECHNICAL SOLUTIONS, INC. • Do not try to compact soil behind walls or in trenches by flooding with water. Not only is flooding the least efficient way of compacting fine-grained soil, but it could damage the wall foundation or saturate the subsoil. • Never leave a hose and sprinkler mnning on or near a slope, particularly during the rainy season. This will enhance ground saturation which may cause damage. • Never block ditches which have been graded around your house or the lot pad. These shallow ditches have been put there for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all means, do not let water become ponded above slopes by blocked ditches. • Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a well- established and deep-rooted vegetal cover requiring minimal watering. • It should be the responsibilify of the landscape architect to provide such plants initially and of the residents to maintain such planting. Alteration of such a planting scheme is at the resident's risk. • The resident is responsible for proper irrigation and for maintenance and repair of properly installed irrigation systems. Leaks should be fixed immediately. Residents must undertake a program to eliminate burrowing animals. This must be an ongoing program in order to promote slope stability. The burrowing animal control program should be conducted by a licensed exterminator and/or landscape professional with expertise in hill side maintenance. Geotechnical Review Due to the fact that soil fypes may vary with depth, it is recommended that plans for the constmction of rear yard improvements (swimming pools, spas, barbecue pits, patios, etc.), be reviewed by a geotechnical engineer who is familiar with local conditions and the current standard of practice in the vicinify of your home. In conclusion, your neighbor's slope, above or below your properfy, is as important to you as the slope that is within your properfy lines. For this reason, it is desirable to develop a cooperative attitude regarding hillside maintenance, and we recommend developing a "good neighbor" policy. Should conditions develop off your properfy, which are undesirable from indications given above, necessary action should be taken by you to insure that prompt remedial measures are taken. Landscaping of your properfy is important to enhance slope and foundation stabilify and to prevent erosion of the near surface soils. In addition, landscape improvements should provide for efficient drainage to a controlled discharge location downhill of residential improvements and soil slopes. Additionally, recommendations contained in the Geotechnical Engineering Study report apply to all future residential site improvements, and we advise that you include consultation with a qualified professional in planning, design, and constmction of any improvements. Such improvements include patios, swimming pools, decks, etc., as well as building stmctures and all changes in the site configuration requiring earth cut or fill construction. ADVANCED GEOTECHNICAL SOLUTIONS, INC. Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 3/10/2014 .Electrosiically Signed at CalCERTS. com by Scot Sandstrom (New Point Communities) 3/10/2014 Wall Wood Framed R-13 3.074 New Door Opaque Door None 42 New Roof Wood Framed Attic R-30 1,926 New Slab Unheated Slab-on-Grade None 1,731 Perim = 214' New Floor Wood Framed w/o Crawl Space R-19 195 New PERFORMANCE CERTIFICATE: Residential Project Name Lot 328 Galatia Way Residence Project Adciress Carlsbad (Part 1 of 5) CF-1R Building Type B Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Califomia Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,0^9 Date 3/10/2014 Addition n/a # of stories 2 FIELD INSPECTION ENERGY CHECKLIST 0 Yes • No HERS Measures ~ If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features - If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity jff) Features (see Part 2 of 5) Status 1^ 2 d ?Q^^ FENESTRATION U- E Orientation Areajff) Factor SHGC Overhang Sidefins Sliapes Status Front (NE) 61.0 0.350 0.32 none Bug Screen New Lett (SE) 40.0 0.350 0.32, . ,_ nom none Bug Screen New Left(SE) 48.0 qM*o ndfia. Bug ScffiR Wew Left(SE) 90 Rear(SWf' 11330 •me'. 0.3*1 notie Bug Screm '. New oZs^ZZ . .. Bug Spr^n Rear(SW) Right (NW) 93.0 0.350 Bug Semen 0.32 none none Bug Screen New Front (NE) 18.0 0.330 0.34 none Bug Screen New Right (NW) 18.0 0.330 0.34 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Vaiue Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 4.2 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Instant Gas 0.82 No Pipe Insulation New EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2014-03-10T09:43:34 ID: Page 1 of 6 Reg: 214-N0016489A-000000000-0000 Registration Date/Time: 2014/03/10 12:47:41 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 3/10/2014 Electronically Signed at CalCERTS.com by Scot Sandstrom (New Point Communities) 3/10/2014 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-IR Project Name Lot 328 Galatia Way Residence Building Type E3 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 3/10/2014 SPECIAL FEATURES INSPECTION CHECKLIST Tlie enforcement agency should pay special attention to thie items specified in this checl<list. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special iustification and documentation submitted. HEI 111 III If^r'^ffifiTO^^fllll^^fe luli^l^^ 'ffisn H^li^ater. tfietnspfectormust i«ceh/e a completed CF-4R form for eacn of the measures fisted below for final to be given. Compliance credit for quality installation of insulation has been used. HERS field venfication is required. The HVAC System HVAC System incorporates HERS verified Duct Leakage. HERS field venfication and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnergyPro 5.1 bv EneravSoft User Number: 2875 RunCode: 2014-03-10T09:43:34 ID: Page 2 of6 Reg: 214-N0016489A-000000000-0000 Registration Date/Time: 2014/03/10 12:47:41 HERS Provider: CalCERTS, Inc > » Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 3/10/2014 Electroijically Signed at CalCERTS.com by Scot Sandstrom (New Point Communities) 3/10/2014 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Lof 328 Galatia Way Residence Building Type Q Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 3/10/2014 ANNUAL ENERGY USE SUMMARY standard Proposed Margin "'"^'^ (kBtu/ft^-yr) Space Heating 8.05 6.79 1.26 Space Cooling 3.39 2.71 0.68 Fans 2.87 2.56 0.31 Domestic Hot Water 12.67 9.71 2.96 Pumps 0.00 0.00 0.00 Totals 26.97 21.77 5.20 Percent Better Than Standard: 19.3% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Building Front Orientation: Number of Dwelling Units: Fuel Available at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: (NE) 45 deg 1.00 Natural Gas 195 1,731 9.1 0.34 0.32 Ext. Walls/Roof (NE) (SE) (SW) (NW) Roof Wall Area 792 ^,035 792 1,035 1,926 TOTAL: Fenestration/CFA Ratio: Fenestration Area 79 138 211 111 0 539 178% REMARKS THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEA TING, COOLING AND DHW EQUIPMENT DUCT SIZING /\A/0 EQUIPMENT SELECTION. (§1500), CEC Blueprint #60) n, STATEMENT OF COMPLIANCE Tills certificate of compiiance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the Califomia Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Gallant Energy Consulting Address ^ Mission Ave Ste 201 City/State/Zip Escondido, CA 92025 Name "^^'^ Gallant CEPE Phone 760-743-5408 >7 3/10/2014 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Pointe Communities Address 16880 West Bernardo Dr Ste 230 Name City/State/Zip San Diego, CA 92127 Phone 858-451-8700 Signed Ucense # Date EnergyPro 5.1 bv EnemvSoft User Number: 2875 RunCode: 2014-03-10T09:43:34 ID: Page 3 of 6 Reg: 214-N0016489A-000000000-0000 Registration Date/Time: 2014/03/10 12:47:41 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 3/10/2014 Electronically Signed at CalCERTS.com by Scot Sandstrom (New Point Communities) 3/10/2014 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Lof 328 Galatia Way Residence Building Type B Single Family • Multi Family • Addition Alone • Existing^ Addition/Alteration Date 3/10/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt status Joint Appendix 4 Location/Comments Wall 363 0.102 R-13 45 90 New 4.3.1-A3 Isf Door 24 0.500 None 45 90 New 4.5.1-A4 Isf Door 18 0.500 None 45 90 New 4.5.1-A4 Isf Wall 408 0.102 R-13 135 90 New 4.3.1-A3 Isf Wall 318 0.102 R-13 225 90 New 4.3.1-A3 Isf Wall 463 0.102 R-13 315 90 New 4.3.1-A3 Isf Roof 638 0.031 R-30 45 18 New 4.2.1-A20 Isf Slab 1,731 0.730 None 0 180 New 4.4.7-A1 Isf Wall 308 0.102 R-13 45 90 New 4.3.1-A3 2nd Wall 489 0.102 R-13 135 90 New 4.3.1-A3 2nd Wall 264 0.102 R-13 225 90 New 4.3.1-A3 2nd Wall 461 0.102 R-13 315 90 New 4.3.1-A3 2nd Roof 1,288 0.031 R-30 45 18 New 4.2.1-A20 2nd Floor 195 0.048 R-19 0 180 New 4.4.2-A4 2nd FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC" Azm Status Glazing Type Location/Comments 1 Window 20.0 0.350 NFRC 0.32 NFRC 45 New Alpine70 Op Isf 2 Window 25.0 0.350 NFRC 0.32 NFRC 45 New Alpine70 Op Isf 3 l/Wndoiv 40.0 0.350 NFRC 0.32 NFRC 135 New Alpine70 Op Isf 4 Window 48.0 0.340 NFRC 0.32 NFRC 135 New Alpine70 Dr Isf 5 Window 17.0 0.330 NFRC O.-Si NFRC 135 New AlpineJO Fx Isf 6 WintHSlN' '64.0 0.350 *fPC • 0.32 •^FRG-:^. New AiplneTO Cte-Isf 7 WiH»»N '48.0 0.340 ^^f^Z 0.32 NFR4:'Z 225 Nm ^ 'ilkine70 iMif-Isf 8 m»>w 20.Q 0^50 0.32 NFfp::y , ,f 225 Nam, A^lne70f^J~ Isf 9 50ZO »-m 0.32 « 315 OW. ASpine7at^t • . Isf 10 ^mDw °¥ 145 11 vmem^'^ ' Z:m ^Fmz •.0\4S mm 2M ',„ 12 Window 12.0 0.330 0.34 A/FRC 45 New Alplne70 Fx 2nd 13 Window 24.0 0.330 NFRC 0.34 NFRC 135 New Alpine70 Fx 2nd 14 Window 9.0 0.330 NFRC 0.34 NFRC 135 New Alpine70 Fx 2nd 15 Window 61.0 0.350 NFRC 0.32 NFRC 225 New Alpine70 Op 2nd 16 Window 17.5 0.340 NFRC 0.32 NFRC 225 New Alpine70 Dr 2nd (1) U-Factor Type: (2) SHGC Type: 116-A 116-B : Default : Default Table from Standards, Table from Standards, NFRC = Labeled Value NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hqt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 076 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 0.76 16 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2014-03-10T09:43:34 ID: Page 4 of 6 Reg: 214-N0016489A-000000000-0000 Registration Date/Time: 2014/03/10 12:47:41 HERS Provider: CalCERTS, Inc Electronically Piled by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 3/10/2014 Electronically Signed at CalCERTS.com by Scot Sandstrom (New Point Communities) 3/10/2014 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-1R Project Name Lot 328 Galatia Way Residence Building Type 0 Single Family • Addition Alone • Multi Family • Existing* Addition/Alteration Date 3/10/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U-Factor SHGC^ Azm Status Glazing Type Location/Comments 17 Window 43.0 0.350 NFRC 0.32 NFRC 315 New Alpine70 Op 2nd 18 Window 18.0 0.330 NFRC 0 34 NFRC 315 New Alpine70 Fx 2nd (1) U-Factor Type: (2) SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hqt LExt RExt Dist Len Hgt Dist Len Hgt 17 Bug Screen 0.76 18 Bug Screen 0.76 EnergyPro 5.1 by EnergySofl User Number: 2875 RunCode: 2014-03-10T09:43:34 ID: Page 5 of 6 Reg: 214-N0016489A-000000000-0000 Registration Date/Time: 2014/03/10 12:47:41 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS.com - 3/10/2014 Electronically Signed at CalCERTS.com by Scot Sandstrom (New Point Communities) 3/10/2014 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Lof 328 Galatia Way Residence Building Type Q Single Family • Addition Alone • Multi Family • Existing-h Addition/Alteration Date 3/10/2014 BUiLDING ZONE INFORMATION System Name Zone Name Floor Area (ft"") Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built HVAC System Isf 1,731 15,925 2ncf 1,288 11,592 Totals 3,019 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 1 Central Fumace 80% AFUE Sp//f Air Conditioner 13.0 SEER Seffjack Wew • • i:t • lii' • • . 'i i. uik 11, / i m: r r;; System Name Heating Cooling Duct Location R-Value Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 4.2 New • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. JgalL Energy Factor or RE Standby Loss or Pilot Ext. Tanl< Insul. R- Value Status Rinnai R94LS Instant Gas No Pipe Insulation 199,000 0.82 n/a n/a New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Qty. HP Hot Water Piping Length JftL. Plenum Outside Buried 51 System Name Pipe Length Pipe Diameter Insul. Thick. • EnergyPro 5.1 by EnergySoft User Number 2875 RunCode: 2014-03-10T09:43:34 ID: Page 6 of 6 Reg: 214-N0016489A-000000000-0000 Registration Date/Time: 2014/03/10 12:47:41 HERS Provider: CalCERTS, Inc MANDATORY MEASURES SUMMARY: Residential (Pagel of 3) MF-1R 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-IR, 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 ofthe MF-IR Form with plans. Building Envelope Measures: §116(a)1: 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): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values ofthe cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form. *§ 150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF-IR Form. §150(g): 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 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening ofthe firebox. §150(e)1B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside ofthe building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(1): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(j)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R §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 181B or aerosol sealant that meets the requirements of UL723. If mastic or tape is used to seal openings greater 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 fan systems 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 or a 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 or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified 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 ftz 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. MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas otherthan in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residentiai site is not required to comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Undenwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132,134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. ^ ICC EVALUATION SERVICE Most Widely Accepted .ind Trusted ICC-ES Evaluation Report ESR-1215 Reissued October 1, 2012 This report is subject to renewal November 1, 2014 www.icc-es.ora 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the Intemational Code CouncH* DIVISION: 04 00 00—MASONRY Sactlon: 04 71 00—IManufactured Brick Masonry Section: 04 73 00—Manufactured Stone IMasonry REPORT HOLDER: ELDORADO STONE, LLC 1200 INDUSTRY STREET EVERETT, WASHINGTON 98203 (425) 407-0107 vwvw.eldoradostone.com EVALUATION SUBJECT: ELDORADO STONE*, ELDORADO BRICK" AND ELDORADO ADOBE* VENEERS AND ELDORADO ACCENTS 1.0 EVALUATION SCOPE Compliance witti the following codes: • 2012 Intemational Building Code* (2012 IBC) • 2012 Intemational Residential Code* (2012 IRC) • Other Codes (see Section 8.0) Properties evaluated: • Veneer strength and durability • Surface buming characteristics • Thenmal Resistance 2.0 USES Eldorado Stone is used as an adhered, non-load-bearing exterior veneer or interior finish on non-fire-resistance-rated wood-framed or light gage steel stud walls, concrete walls or concrete masonry walls. 3.0 DESCRIPTION Eldorado Stone* Eldorado Brick* and Eldorado Adobe* veneers and Eldorado Accents are precast concrete products made to resemble natural stone, brick or adobe, respectively, in color and in texture. The concrete is composed of cement, aggregate, water, admixtures and coloring. The veneer units are molded and cured at the plant. The average saturated weight of the installed veneer units does not exceed 15 pounds per square foot (73.2 kg/m^). Recognized pattems of veneer and accents are listed in Table 1. The precast veneer has a Class A finish rating in accordance with IBC Section 803.1.1 and complies with the flame-spread and smoke-development requirements of IRC Section R302.9. The stone veneer has an R-value of 0.43 when tested in accordance with ASTM C177 at an average thickness of 1.5 inches (38 mm). 4.0 INSTALLATION 4.1 General: Installation of Eldorado Stone precast stone veneer must comply with this report, the manufacturer's published installation instructions, and the applicable code. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. The veneer has been evaluated for application over backings of cement plaster, concrete or concrete masonry. 4.2 Preparation of Backing: 4.2.1 Cement Plaster Backings: Cement plaster backings may be applied over plywood, OSB or gypsum sheathing, supported by wood or steel studs; over open wood or steel studs; over concrete walls; and over concrete masonry walls, when installed as described in Sections 4.2.1.1 and 4.2.1.2. 4.2.1.1 Installation over Studs: For exterior installations, the cement plaster backing must be installed over a water- resistive barrier complying with IBC Sections 1404.2 and 2510.6 or IRC Sections R703.2 and R703.6.3, as applicable. Also, flashing must be installed as required by IBC Sections 1405.4 and 1405.10.1.2 or IRC Sections R703.8 and R703.12.2, as applicable, and weep screeds must be installed at the bottom of the stone veneer. The weep screeds must comply with, and be installed in accordance with, IBC Section 1405.10.1.2 or IRC Section R703.12.2, as applicable. In addition, the weep screeds must have holes with a minimum diameter of Vie inch (4.8 mm) spaced at a maximum of 33 inches (838 mm) on center, as required by Section 6.1.6.2 of TMS 402/ACI 530/ASCE 5, which is referenced in IBC Section 1405.10. The veneer must be installed with the dearances required by IBC Section 1405.10.1.3 or IRC Section R703.12.1, as applicable. Studs must be spaced no more than 16 inches (406 mm) on center. Lath must be a 2.5 Ib/yd^ (1.4 kg/m^) diamond mesh metal lath conforming to ASTM C847; a 3.4 Ib/yd^ (1.8 kg/m^), '/«inch thick ribbed lath conforming to ASTM C847; or a 1.4 Ib/yd^ (0.760 kg/m^) galvanized woven wire mesh conforming to ASTM C1032. Lath may be self- furred or non-furred, provided furring or furring fasteners are used. When the cement plaster backing is installed over open studs, a paper back lath must be used. All lath must be installed over the water-resistive barriers by following lath manufacturer's installation guidelines and recommendations. Lath or mesh must be fastened to each ofthe wall studs as required by ASTM C1063 and IRC /('C-ES Evaluation Reports arv not to he construed as representing aesthetics or any other attributes not specificaUy addressed, nor are they to he construed as an endorsement of the .tubject ofthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC \ express or implied, as io any finding or oiher matter in this report, or as to arty product covered by the report. Copyright O 2012 Page 1 of 3 ESR-1215 I Most Widely Accepted and Tnisted Pag« 2 of 3 i * section R703.6.1. Fasteners must be spaced a maximum of 6 inches (153 mm) on center. For attaching lath to wood studs, fasteners must be galvanized nails having a minimum shank diameter of 0.120-inch, a minimum head diameter of 7n inch (11.1 mm) and sufflcient length to penetrate the studs a minimum of 1-inch. Wood studs must have a minimum specific gravity of 0.42. For attaching lath to steel studs, fasteners must be a minimum of #12 corrosion resistant pan head or pancake head self-drilling, tapping screws having sufflcient length to protrude a minimum of'/«inch (9.5 mm) through the stud. Steel studs must be a minimum of 33 mils thick. A scratch coat of Type N or S mortar (cement plaster) complying with ASTM C926 must be applied over the lath to a thickness of Va inch to V* inch (12.7 to 19.1 mm). The scratch coat must be scored horizontally in accordance with the manufacturer's published installation instructions, and must be allowed to cure in accordance with IBC Section 2512.6, prior to the application of the veneer units. 4.2.1.2 Installation over Concrete and Masonry: The veneer units may be applied directly to concrete and masonry backing without lath, provided the concrete and masonry surface is clean. Where lath is used, it must be corrosion-resistant metal lath complying with ASTM C847, or 1.4 Ib/yd^ (0.760 kg/m^), corrosion-resistant, woven wire plaster base complying with ASTM C1032. The lath must tie fastened to the wall in accordance with Section 7.10 of ASTM C1063, and IRC Section R703.6.1, as applicable. The fasteners must be spaced a maximum of 6 inches (152 mm) on center vertically and 16 inches (406 mm) on center horizontally. The gravity load (shear) capacity and negative wind load (pull-out) capacity of the proprietary fasteners must be justified to the satisfaction of the code official. The scratch coat must be applied as described in Section 4.2.1.1. 4.2.2 Concrete and Masonry Backing: Concrete masonry and poured concrete wall surfaces must be prepared in accordance with Section 5.2 of ASTM C926, and IBC Section 2510.7, as applicable. Alternatively, a cement plaster backing may be installed as described in Section 4.2.1. 4.3 Application of Veneer Units: Prior to the application of the veneer units, the scratch coat or other backing and the back of the veneer units must be moistened in accordance with the manufacturer's instructions. A minimum V2 inch-thick (12.7 mm) setting bed of Type N or S mortar must be applied to the back of the veneer units, and the veneer units must be pressed finmly in place, squeezing the mortar out around all veneer unit edges. For grouted patterns, joints between veneer units must be grouted and tooled in accordance with the veneer manufacturer's published installation instructions. 5.0 CONDITIONS OF USE The precast stone veneer described in this report complies with, or is a suitable altemative to what is speeifled in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Installation must comply with this report, the manufacturer's published installation instructions and the applicable code. In the event of a conflict between the manufacturer's published installation instructions and this report, this report governs. 5.2 The use of the precast stone veneer has been evaluated for installation on walls with cement plaster, concrete or concrete masonry backings. 5.3 Expansion or control joints, used to limit the effect of differential movement of supports on the veneer system, are to be specified by the architect, designer or veneer manufacturer, in that order. Consideration must also be given to movement caused by temperature change, shrinkage, creep and deflection. 5.4 In jurisdictions adopting the IBC, the supporting wall must be designed to support the installed weight of the veneer system, including veneer, setting bed and cement plaster backing, as applicable. At wall openings, the supporting members must be designed to limit deflection to Vsoo of the span of the supporting members. 5.5 In jurisdictions adopting the IRC, where the seismic provisions of IRC Section R301.2.2 apply the average weight ofthe wall supporting the precast stone veneer, including the weight of the veneer system, must be determined. When this weight exceeds the applicable limits of IRC Section R301.2.2.2.1, an engineered design of the wall construction must be performed in accordance with IRC Section R301.1.3. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Precast Stone Veneer (AC51), dated February 2008 (editorially revised April 2012). 6.2 Report of testing of surface-burning characteristics in accordance with ASTM E84. 6.3 Report of testing on thermal resistance in accordance with ASTM C177. 7.0 IDENTIFICATION Boxes of precast stone veneer units are identified with the manufacturer's name (Eldorado Stone), the pattern name, the manufacturing date and location, and the evaluation report number (ESR-1215). 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products described in this report were evaluated for compliance with the following codes: • 2009 Intemational Building Code* (2009 IBC) • 2009 Intemational Residential Code* (2009 IRC) • 2006 Intemational Building Codel* (2006 IBC) • 2006 Intemational Residential Code* (2006 IRC) The Eldorado Stone products described in this report comply with, or are suitable altematives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: See Section 2.0. 8.3 Description: See the first paragraph of Section 3.0 and the foltowing: The precast veneer has a Class A finish rating in accordance with 2009 IBC Section 803.1.1 (2006 IBC Section 803.1) and complies with the flame-spread and smoke-development requirements of 2009 IRC Section R302.9 (2006 IRC Section R315). The stone veneer has an R-vaiue of 0.43 when tested in accordance with ASTM C177 at an average thickness of 1.5 inches (38 mm). 8.4 Installation: 8.4.1 General: See Section 4.1. 8.4.2 Preparation of Backing: 8.4.2.1 Cement Plaster Backings: See Section 4.2.1. i EgR-1215 I Most Widely Accepted and Tnjsted Pag« 3 of 3 8.4.2.1.1 Installation over Sheathing: For exterior installations, the cement plaster backing must be installed over a water-resistive barrier complying with 2009 and 2006 IBC Sections 1404.2 and 2510.6 or 2009 and 2006 IRC Sections R703.2 and R703.6.3, as applicable. Also, flashing must be installed as required by 2009 IBC Section 1405.4 (2006 IBC Section 1405.3) or 2009 and 2006 IRC Section R703.8, as applicable, and weep screeds must tje installed at the bottom of the stone veneer. The weep screeds must comply with, and be installed in accordance with, 2009 and 2006 IBC Section 2512.1.2 or 2009 and 2006 IRC Section R703.6.2.1, as applicable. In addition, the weep screeds must have holes with a minimum diameter of Vie inch (4.8 mm) spaced at a maximum of 33 inches (838 mm) on center, as required by Section 6.1.5.2 of TMS 402/ACI 530/ASCE 5 (Section 6.1.5.2 of ACI 530/ASCE 5/TMS 402), which is referenced in 2009 IBC Section 1405.10 (2006 IBC Section 1405.9). For additional requirements, see the second paragraph of Section 4.2.1.1. 8.4.2.1.2 Installation over Open Studs: See Section 4.2.1.2. 8.4.2.1.3 Installation over Concrete and Masonry: See Section 4.2.1.3. 8.4.2.2 Concrete and Masonry Backing: See Section 4.2.2. 8.4.3 Application of Veneer Units: See Section 4.3. 8.5 Conditions of Use: See Section 5.0. 8.6 Evidence Submitted: See Section 6.0. 8.7 Identification: See Section 7.0. TABLE 1—RECOGNIZED PATTERNS PRODUCT PATTERNS Eldorado Stone* /Vshlar, Broken Top, Bluffetone, Castlestone, Cliffstone, Coarsed Stone, Coastal Ledge, Coastal Reef, Cobblestone, Country Rubble, Creek Cobble, Cypress RUge, Fieldledge, Granite, Millstone, Ledge Quartz, Limestone, Monarch, Mountain Ledge, Mountain Ledge Panels, Quarrystone, Quartz, River Rock, Rough Cut, Rustic Ledge, Sandstone, Shadow Rock, Stacked Stone, Top Rock, Vintage Manor, Weather Edge, Pizzara Stone Panels, Broken Top, River Rock Creek Cobble, Stream Stone River Rock, Water W^sh, Northwest River Rock, Rustk: Rubble, Austin Chalk, Bel Air Rubble Regular, Constanza, Del Sur, Lompopo Rubble, Driflstone, Venezia Rubble, Original Lava, Moss Rock, Ridge Rock, Red Lk>n, Ocala, Georgia Ledge, Iowa Ledgestone, Wtiite Water River Rock, June Rock, Mude Jar Rock, Beacti Lava, Vennont Slate, Andora Stone Panel, Travertine Eldorado Brick* Modena Brick, Roma Brick, Tundra Brick, Via Brick, Clinker Brick, Broken Used Brick, Carabus Brick, Rougti Used Brick, Antique Brick, Smooth Used Brick, New Brick Eklorado Adobe* Camino Adobe, Capistrano Adobe Eldorado Accents Window Sunound, Travertine Trim Comer Molding, Travertine Trim Straight Molding fTc- ICC EVALUATION ^kP SERVICE Most Widely Accepted ,ind Trusted ICC-ES Evaluation Report ESR-1215 FBC Supplement Reissued October 1,2012 This report is subject to renewal November 1, 2014 www.icc-es.ora | (800)423-6587 | (562)699-0543 A Subsidiary of the Intemational Code Council* DIVISION: 04 00 00—MASONRY Section: 04 71 00—Manufactured Brick IMasonry Section: 04 73 00—Manufactured Stone Masonry REPORT HOLDER: ELDORADO STONE. LLC 1200 INDUSTRY STREET EVERETT, WASHINGTON 98203 (425) 407-0107 www.eldoradostone.com EVALUATION SUBJECT: ELDORADO STONE*, ELDORADO BRICK* AND ELDORADO ADOBE* VENEERS AND ELDORADO ACCENTS 1.0 REPORT EVALUATION AND SCOPE Purpose: The purfxise of this evaluation report supplement is to indicate that Eldorado Stone, Eldorado Brick and Eldorado Adobe Veneers and Eldorado Accents, recognized in ICC-ES master report ESR-1215, have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2010 Florida Building Code—Building • 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The Eldorado Stone, Eldorado Brick and Eldorado Adobe Veneers and Eldorado Accents, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1215, comply with the 2010 Florida Building Code—Building and the 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the Intemational Building Code* (IBC) provisions noted in the master report, provided that the veneer has a clearance to the final earth grade on the exterior of the building as required by Section 1403.7 of the 2010 Florida Building Code—Building or Section R704 of the Florida Building Code—Residential, as applicable. Use of the Eldorado Stone, Eldorado Brick and Eldorado Adobe Veneers and Eldorado Accents for compliance with the High-Velocity Hurricane Zone provisions ofthe 2010 Florida Building Code—Building and the 2010 Florida Building Code— Residential has not been evaluated, and is outside the scope ofthis evaluation report. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued on October 1, 2012. ICC-FS Evalualion Reports are mU lo he construed as representing aeslhellcs or any olher allhhutes nol specifically addressed, nor are ihey lo he comlrued as an endorsemeni ofthe suhject ofthe report or a mcommendallon for Its use. Ihere is no warranty hy ICC Evaluation Service. LLC, express or implied, as to any finding or other matter in tiiis repon, or as to any product covered hy lhe report. Copyrighte 2012 Pag* 1 of 1 CITY OF CERTIFICATION OF Development Services CITY OF SCHOOL FEES PAID Building Department 1635 Faraday Avenue CARLSBAD B-34 760-602-2719 www.carisbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: NEW POINTE COMMUNITIES Proiect ID: CT/MS: Building Permit Plan Checl< Number: CB140663 Project Adciress: A.P.N Project Applicant (Owner Name): Project Description: Building Type: Residential: 2711 GALICIA WAY 216-22Q-1Q-QQ NEW POINTE INVESTMENT LLC 3.019 SF SINGLE FAMILY DWELLING RESiDENTIAL NEW DWELLING UNIT(S) 3,019 Square Feet of Living Area in New Dwelling/s ^^^^ /)"77X^^ Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/lndustrial: Net Square Feet New Area City Certification of Applicant Inforniation.- ^VRTKiA ^iAyAUnm DatP- 4/94/14 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD r~1 Carlsbad Unified School District 6225 El Camino Real Cartsbad CA 92009 (760-331-5000) O Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San Marcos Unified School District 255 Pico Ave Ste. 100 San ttflarcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) ( 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 xll66) ^ San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) rt _,. f\r\ ir\r\ Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is con-ect and true to the best of the Ovmer's knowledge, and that the Ovvner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORIVI INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building pennits forthis project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE Johii A(jdieman Director of Pianning & NAME OF SCHOOL DISTRICT DATE _ PHONE NUMBER Signature: Date: B-34 Page 2 of 2 Rev. 03/09 CITY OF SEWER DISTRICT CERTIFICATION Development Services Building Division 1635 Faraday Avenue CARLSBAD B-19 760-602-2719 www.carisbadca.gov ^ Leucadia Wastewater District 1960 La Costa Ave. Carlsbad, CA 92009 760-753-0155 I I Vallecitos Water District 201 Vallecitos de Oro San Marcos, CA 92069 760-744-0460 The following project has been submitted for building permits: PlanCheckNo. CB140663 Date 3/24/14 Property Owner NEW POINTE INVESTMENT LLC Project Address 2711 GALICIA WAY. CARLSBAD CA Assessor's Parcel No. 216-220-10-00 Project Description 3,019 SF SINGLE FAMILY DWELLING City Certification: SFTiFMA SAKAMOTO Date- 4/24/14 Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service is adequate for this project and all required fees have been paid. Permits will not be issued until this form is completed and retumed to our office. This space to be completed by District Personnel i I certify the district requirements for sewer service have been satisfied. r/c//i/ : Approved by_ i Title Date FIELD SERVICES SPECIALIST B-36 Page 1 of 1 Rev. 03/09 CARLSBAD CITY OF CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov This form must be completed by tlie City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: NEW POINTE COMMUNITIES Proiect ID: CT/MS: Building Permit Plan Check Number: CB140663 Project Address: AP.N Project Applicant (Owner Name): Project Description: Building Type: Residential: 2711 GALICIA WAY 216-220-10-00 NEW POINTE INVESTMENT LLC 3.019 SF SINGLE FAMILY DWELLING RESIDENTIAL NEW DWELLING UNIT(S) 3,019 Square Feet of Living Area in New Dwelling/s — / 5* 2.^ Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/lndustrial: Net Square Feet New Area City Certification of Applicant Infomnation.- sr-RFMA siA-kAKinTcn natft- 4/94/14 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD n Carisbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) Q Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San IMarcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) ^ Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) 1 1 San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's l<nowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial detennination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf ofthe Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Signature: Date: B-34 Page 2 of 2 Rev. 03/09 ^ PLUMBING, Development Services ELECTRICAL, Building Division CITY OF MECHANICAL '''''76^02^7^9 Ani CDAP^ WORKSHEET www.carlsbadca.gov V»»A\l\L.OD/AL^ B-18 Buildinelgcarlsbadca.eov Project Address: Information provided below refers to work being done on the above mentioned permit only. This form must be completed ond returned to the Buildinq Division before the perniit can be issued. Building Dept. Fox: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains J2=. New building sewer line? Ves No ^ Number of new roof drains? 'f. Install/alter water line? Ho Number of new wciter heaters? \ Number of new, relocated or replaced gas outlets? l^ Number of new hose bibs? Residential Permits: New/expanded service: Number of new amps: Minor Remodel onfy: Ves No Commercial/industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Constructiont Amps per Panel: Single Phase Number of new amperes ~ZCt^ Three Phase Number of new amperes Three Phase 480 Number of new amperes Number of new furnaces, A/C, or heat pumps? ^. New or relocated duct worb? Ves Z><C No Number of new fireplaces? ''Z. Number of new exhaust fans? ^ Relocate/install vent? Number of new exhaust hoods? Number of new boilers or compressors? Number of HP CJ B-18 Page 1 of 1 Rev. 03/09 City ofCarlsbad Permit No: Address VALUATION WORKSHEET Building Division Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 3,019 $110.17 $332,603.23 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & IVIulti-family $98.20 $0.00 Garages/Sunrooms/Solariums 444 $28.74 $12,760.56 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decl<s/Balconies/Stairs 200 $15.57 $3,114.00 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinl<ler System 3,463 $3.11 $10,769.93 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential 3,019 $4.19 $12,649.61 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated IVIetal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $371,897 Comm/Res (C/R): R Building Fee $1,761.86 Plan Check Fee $1,233.30 Strong Motion Fee $37.00 Green BIdg. Stand. Fee $12.00 Green BIdg PC Fee $150.00 License Tax/PFF $13,016.41 License Tax/PFF (in CFD) $6,768.53 CFD Isthourof Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $371,897.33 CFD 0 Yes (PFF= 1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: CB140663 2711 GALICIA WY SPEC HOUSE-3019 SF HOUSE, AAA rtiAD onn on r^r-^,y "il^ji^ (^SOK^ cum Final Inspection required by: • Plan • CIM&I • Fire HazMat APCD Health SW ISSUED •o Approved PLANNING BUILDING tuMfifftf^ -"J ENGINEERING FIRE Expedite? Y N DIGrrAL FILES Required? Y N By Encina Y N Fire Y N HazHealthAPCD Y N PE&M . miZ/Aid IiHl 1^1 Y N School ^NSP U/Zifli^ Y N Sewer \jty Y N BtJT' Stormwater ^["" 1 Y N Special Inspection Y N CFD: Y 5)3 LandUse: CFD: Y 5)3 LandUse: Density: ImpArea: FY: Annex: Fartor: PFF: Q N Comnil^nts Date Date Date Date Building Planning Engineering %^i^ Fire Need? / UDo