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1610 BUENA VISTA WAY; ; CBR2017-2481; Permit
C,r,city of Carlsbad Residential Permit Print Date: 09/12/2019 Permit No: CBR2017-2481 Job Address: 1610 Buena Vista Way Permit Type: BLDG-Residential Work Class: Single Family Detached Status: Closed - Finaled Parcel No: 1561426000 Lot #: 4 Applied: 10/17/2017 Valuation: $598,073.20 Reference SI: DEV1301.3 Issued: 07/25/2018 Occupancy Group: Construction Type: VB Permit Finaled: SI Dwelling Units: 1 Bathrooms: 4.50 Inspector: MCoII Bedrooms: 5.00 Orig. Plan Check SI: Final Plan Check SI: Inspection: 9/12/2019 1:09:38PM Project Title: KING PROPERTY Description: PACIFIC LEGACY: NEW 2-STORY 3,833 SF LIV // 736 SF GARAGE //470 SF PATIOS Owner: KING COMMUNITY TRUST 02-27-96 1520 Rancho Encinitas Dr ENCINITAS, CA 92024 BUILDING PERMIT FEE ($2000+) $2,334.00 BUILDING PLAN CHECK FEE (BLDG) . $1,633.80 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $96.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION - $170.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $110.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $224.00 PUBLIC FACILITIES FEES - outside CFD $20,932.56 S81473 GREEN BUILDING STATE STANDARDS FEE . $24.00 SDCWA SYSTEM CAPACITY CHARGE 3/4" Displacement $5,099.00 SEWER CONNECTION FEE (General Capacity all areas) $934.00 STRONG MOTION-RESIDENTIAL $77.75 SWPPP INSPECTION FEE TIER 1- Medium BLDG $238.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $56.00 TRAFFIC IMPACT Residential Single Fam. Outside CFD $3,290.00 WATER METER FEE 1" Displacement (P) $352.00 WATER SERVICE CONNECTION FEE 3/4" DISPLACEMENT (P) . $5,944.00 WATER TREATMENT CAPACITY CHARGE 3/4" Displacement $141.00 Total Fees: $41,656.11 Total Payments To Date: $41,656.11 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 with 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 the 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: D PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMAT!APCD Building Permit Application Plan Check C~` No. QQP)OL1- 2'4' I W. Value SJ1 013 City of 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2719 Fax: 760-602-8558 Carlsbad email: Ph: Plan Ck. Deposit building@carlsbadca.gov Date 10— — 7 IsWPPP I www.carlsbadca.gov JOB ADDRESS 1610 Buena Vista Way I SUITE#/SPAcE#/UNIT# I APN I 156 - 142 - 60 - 00 CT/PROJECT # LOT I 4 JPHASE# rrs C BEDROOMS I BAThROOMS CONSTR. TYPE 0CC. GROUP t-i ca-. I#OFUN I I 4.5 I I V-B I R-3,U DESCRIPTION OF WORK: Include Square Feet oMffected Area(s) New two-story single-family residence consisting of 3,833 SF Main House, 470 SF of Covered Exterior Areas, 113 SF Uncovered Terrace, and an attached 736 SF 3-Space Garage. EXISTING USE PROPOSED USE I GARAGE (SF) PATIOS (SF) DECKS ($F) FIREPLACE frJRCONDITIONING residential lot IVacant Single-family Res. I 736 375 I 95 IyEsRk. NO[:] I YES DN0 I FIRESPRINKLERS YES NOD APPLICANT NAME Michael Graham PROPERlY OWNER NAME Pacific Legacy Homes, Inc. ifnary Contact ADDRESS 16870 W. Bernardo Dr., Ste 400 ADDRESS 16870 W. Bernardo Dr., Ste 400 CITY STATE ZIP CITY STATE ZIP San Diego CA 92127 San Diego CA 92127 PHONE lF( PHONE IFAX 619.993.8896 I 858.756.1191 I EMAIL EMAIL mgrahampacificlegacyhomes.com infopacificIegacyhomes.com DESIGN PROFESSIONAL Michael Graham CONTRACTOR BUS. NAME ADDRESS ADDRESS _Dr.,_ 16870 W._ Bernardo Ste 400 CITY STATE ZIP CITY STATE ZIP San Diego CA 92127 PHONE FAX PHONE FAX 619.993.8896 I I EMAIL EMAIL mgraham(pacificlegacyhomes.com ________________________ I STATE UC. U 1E UC.#CLASS Professional Enuineer-Civil I C-49116 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law fChapter 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)). 000030091 ®@€WO®J Workers' Compensation Declaration: lheraby affirm under penalty of perju,yone of the kilowfeg declarations: DI have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. C] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My workers' compensation insurance carder and policy number are: Insurance Co. Policy No. Expiration Date________________ Thi section need not be completed if the permit is throne hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of Cailfomis. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (5100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE []AGENT DATE ® W G9 @D°(D(!)O()®@() (EO€1?O®() l hereby affirm that lam exempt horn Contractor's License Law for the following reason: C] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). (Z] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 lam exempt under Section Business and Professions Code for this mason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement DYes DNo 2.I (have / have not) signed an application fora building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (Include name address! phone lcontractors' license number) 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name l address l phone lcontrastors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name !address I phone ltype of work): PROPERTY OWNER SIGNATURE AGENT DATE 10,1717 (0 17( VW00 3013O®() POW 0®G)1?04 (H)OO®O()® O3 ®(iII Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? I] Yes No Is the facility to be constructed ndthin 1,000 feet of the outer boundary ofaschool site? DYes $ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ?O®J J/ I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lenders Address EJi1 000WO®1 I certilythatl have readtheapplicallon and statethattheabove Information Isconectandthatthe inlomiallon on the plans is accurate. I agreetD complywith all Cilyonfinances and Sub laws relatingto building r n 4 - 1 C1101L I herebyauthortee representative of the City of Carlsbad to enter upon the above mentioned pmperty for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEaJENCEOF THE GRANTING OFTHIS PERMIT. OSHA An OSHA permit is required for excavations over 5(Y deep and demolition or construction ofstmctures over 3stories in heht EXPIRATION: Every permit issued by the Building Oflicial under the pmvisbns of this Code shall wore by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days the date of such permit or if the buildhjg orvrk authorized by such permit issuspended or abandoned at any time after the vorkmcommenced for period of 180 days (Section 1064.4 Uniform &ilki'mg Code). ..APPLICANT'S SIGNATURE &W64-1 DATE 10-17.1-7 Permit Type: BLDG-Residential Application Date: 10/17/2017 Owner: KING COMMUNITY 02-27-96 Work Class: Single Family Detached Issue Date: 07/25/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/09/2020 Address: 1610 Buena Vista Way Carlsbad, CA 92008 IVR Number: 7023 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0712412019 0911012019 BLDG-Fire Final 103719.2019 Passed Felix Salcedo Checklist Item COMMENTS - . Passed FIRE- Building Final . Yes 0910912019 0910912019 BLDG-Final 103394-2019 Failed Michael Collins Reinspection Inspection Complete Complete 0911212019 0911212019 BLDG-Final Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete recycling paperwork, provide Fire No Dept Sign off at top of card. BLDG-Plumbing Final . . No BLDG-Mechanical Final .. . . No, BLDG-Structural Final . No BLDG-Electrical Final . Need GFCI protection for all bathrooms. No 103927-2019 Passed Michael Collins Complete Checklist Item COMMENTS BLDG-Building Deficiency 9/12/19, received B 52, 59 forms. BLDG-Building Deficiency Complete recycling paperwork, provide Fire Dept. Sign off at top of card. BLDG-Plumbing Final BLDG-Plumbing Final - BLDG-Mechanical Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final AFCI, GFCI, T-24, Co & smoke detectors Ok, BLDG-Electrical Final Need GFCI protection for all bathrooms. Passed Yes No Yes No Yes No No Yes No Page 4 of 4 September 12, 2019 . . Permit Type: BLDG-Residential Application Date: 10/17/2017 Owner: KING COMMUNITY 02-27-96 Work Class: Single Family Detached Issue Date: 07/25/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/09/2020 Address: 1610 Buena Vista Way Carlsbad, CA 92008 IVR Number: 702 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 1211012018 12/1012018 BLDG-16 Insulation 078332-2018 Passed Michael Collins Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Floor at rear patio Only Yes BLDG-Building Deficiency . Yes 1211812018 1211812018 BLDG-82 Drywall, 079205-2018 Passed . Michael Collins . Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS -Passed BLDG-Building Deficiency . - Yes BLDG-17 Interior Lath-Drywall Yes 'BLDG-18 Exterior Lath and. Yes Drywall BLDG-23 Gas-Test-Repairs - Yes 03114/2019 0311412019 BLDG-22 086146-2019 . Partial Pass Tim Frazee Reinspection Incomplete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Water only, weenie in sewer line . Yes malfunctioned 3/14/19 0311512019. 03/1512019 BLDG-22 086270-2019 Passed Tim Frazee Complete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Both water and sewer pass test 3/15/19 Yes Checklist Item COMMENTS . Passed BLDG-Building Deficiency Water only, weenie in sewer line Yes malfunctioned 3/14/19 Weenie fixed 3/15/19 06/28/2019 06/28/2019 BLDG-Electric Meter 096042-2019 Cancelled Paul York Reinspection Complete Release Checklist Item COMMENTS ' Passed BLDG-Building Deficiency . No 07/01/2019 07/01/2019 BLDG-Electric Meter 096200-2019 Passed Paul York . Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 07/16/2019 07/15/2019 BLDG-23 097526-2019 Passed Michael Collins Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency GMR emailed to SDGE Yes September 12; 2019 -- - . . : . Page 3 of 4 rd iiuit U SOIVU UUflI flJpUIU.OIUIJIU Otd. • #flUUdU S• Work Class: Single Family Detached . Issue Date: 07/25/2018 Subdivision: Status: Closed - Finaled • Expiration Date: 03/09/2020 Address: 1610 Buena Vista Way . Carlsbad, CA 92008 IVR Number: 7023 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1110512018 1110512018 BLDG-13 Shear 075157.2018 Failed Michael Collins Reinspection Complete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No Checklist Item COMMENTS Passed BLDG-Building Deficiency No 1110712018 1110712018 BLDG-13 Shear 075473.2018 Passed Michael Collins Panels/HD (ok to - wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card for west wall shear Yes 1112112018 1112112018 BLDG-16 Insulation 076896-2018 Partial Pass Michael Collins Reinspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Floor at rear patio only . Yes BLDG-84 Rough 076779.2018 Failed Michael Collins Reinspection Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 1113012018 1113012018 BLDG-27 Shower 077528-2018 Passed Tim Frazee Pan/Tubs . Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes • BLDG-84 Rough 077529-2018 Failed Tim Frazee Reinspection Combo(14,24,34,44) Checklist Item . COMMENTS Passed BLDG-Building Deficiency Not ready No • Hold down bolts need to be tightened Draft stopping I foam top plates Extra attic access and light in attic 1210512018 1210512018 BLDG-84 Rough 077891-2018 Passed Tim Frazee Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready Yes Hold down bolts need to be tightened Draft stopping I foam top plates Extra attic access and light in attic Corrections made 12/5/18 Complete Incomplete Complete Complete Complete Complete. September 12 2019 Page 2 of 4 Permit Type: BLDG-Residential Application Date: 19/17/2017 Owner: KING cOMMUNITY 02-27-96 Work Class: Single Family Detached Issue Date: 07/25/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/09/2020 Address: 1610 Buena Vista Way Carlsbad, CA 92008 IVR Number: 7023 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0810212018 0810212018 BLDG-SW-Pre-Con 065969.2018 Passed Michael Collins Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Discussed all pre con protocols with - Yes contractor 0810312018 0810312018 BLDG-21 066044.2018 Passed Michael Collins Complete UndergroundlUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Waste to exterior of building line only Yes 0810612018 08I0612018 BLDG-21 066076.2018 Passed Michael Collins Complete UndergroundlUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Water Supply to island only Yes 0810812018 0810812018 BLDG-11 066357.2018 Passed Michael Collins Complete FoundationlFtglPler s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Footing/steel and UFER Yes 1010512018 1010512018 BLDG-15 072206.2018 Failed Paul Burnette - Reinspection Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-17 Interior 072204.2018 Failed Paul Burnette Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building DeficiCncy No 1012912018 1012912018 BLDG-15 074404.2018 Failed Paul Burnette Reinspection Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 1013112018 1013112018 BLDG-IS 074710.2018 Partial Pass Paul Burnette Reinspection Incomplete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 1110212018 1110212018 BLDG-IS 075148.2018 Passed Paul Burnette Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No Page 1 of 4 September 12, 2019 - INSPECTION El CONCRETE o REINF. STEEL o MASONRY 0 P.T. CONCRETE 0 FIELD WELDING o SHOP WELDING 0 BATCH PLANT GROUT MIX NO. & Ib1in2 MORTAR TYPE & Win REINF. STEEL GR./SIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 U EXP. ANCHOR OTHER IJ OTHER Shear walls INSPECTION REPORT PROJECT NAME Buena Vista Colony Lot 4 ADDRESS 1610 Buena Vista Way Carlsbad, Ca. ARCHITECT Brazzon + Daneck ENGINEER Prentice Engineering CONTRACTOR Pacific Legacy Homes OTHER INSPECTION DATE 11-01 -18 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBR2017-2481 MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL El BOLTS [I OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I visually inspected the Mark 2, 5, 7 and 8 shear walls that require special inspection as noted below. Locations: At Level 1 and 2. (No grid lines provided). Sheathing: 3/8" category 1, span rating 24/0 OSB at the Mark 2, 5 and 7 walls and 15/32", category 1, span rating 32/16, OSB at the Mark 8 walls. Nails: 2-3/4 x.148" (lOd common) collated gun nails, in strict conformance with the shear wall schedule spacing call outs. 16d at Level 2 sill plate nailing. Note: The following components were checked; framing members for size and grade, shear wall lengths per plan call outs, hold down sizes and fastening, anchor bolts, nailing for size, spacing, edge distances and flush with the surface, A35's for spacing and fastening, (V) and (H) CS1 4 and MSTC66 straps at plan locations and nailed per Simpson requirements. ALL COMPONENTS OF THE SHEAR WALLS MEET OR EXCEED PLAN CALLOUTS AND CBC. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel CERTIFICATION NO. ICC 5265295 SIGNATURE INSPECTION REPORT PROJECT NAME Buena Vista Colony Lot 4 ADDRESS 1610 Buena Vista Way Carlsbad, Ca. ARCHITECT Brazzon + Daneck ENGINEER Prentice Engineering CONTRACTOR Pacific Legacy Homes OTHER INSPECTION DATE 11-01-18 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBR2017-2481 INSPECTION MATERIAL IDENTIFICATION 0 CONCRETE CONC. MIX NO. & IbTun2 0 REINF. STEEL GROUT MIX NO. & Ib1in2 0 MASONRY MORTAR TYPE & Win U P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT 0 BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER j OTHER Shear walls MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I visually inspected the Mark 2, 5, 7 and 8 shear walls that require speóial inspection as noted below. Locations: At Level 1 and 2. (No grid lines provided). Sheathing: 3/8" category 1, span rating 24/0 OSB at the Mark 2, 5 and 7 walls and 15/32", category 1, span rating 32/16, OSB at the Mark 8 walls. Nails: 2-3/4 x.148" (lOd common) collated gun nails, in strict conformance with the shear wall schedule spacing call outs. 16d at Level 2 sill plate nailing. Note: The following components were checked; framing members for size and grade, shear wall lengths per plan call outs, hold down sizes and fastening, anchor bolts, nailing for size, spacing, edge distances and flush with the surface, A35's for spacing and fastening, (V) and (H) CS1 4 and MSTC66 straps at plan locations and nailed per Simpson requirements. ALL COMPONENTS OF THE SHEAR WALLS MEET OR EXCEED PLAN CALLOUTS AND CBC. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specIfications. I PRINTED NAME Craig Bechtel '1 CERTIFICATION NO. ICC 5265295 SIGNATURE 4I I1 ris Ii Bc)A 'I iTA L'r4 C.2.OL1 - 24&t INSPECTION REPORT PROJECT NAME Buena Vista Colony Lot 4 INSPECTION MATERIAL IDENTIFICATION Buena ADDRESS 1610 vista Way 0 CONCRETE CONC. MIX NO. & Ibfun2 Carlsbad, Ca. 0 REINF. STEEL GROUT MIX NO. & lb/in2 0 MASONRY MORTAR TYPE & lb/in ARCHITECT Brazzon + Daneck OTHER SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 11-01-18 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER o EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBR2017-2481 21 OTHER Shear walls MATERIAL SAMPLING F1 CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I visually inspected the Mark 2, 5, 7 and 8 shear walls that require special inspection as noted below. Locations: At Level 1 and 2. (No grid lines provided). Sheathing: 3/8" category 1, span rating 24/0 OSB at the Mark 2, 5 and 7 walls and 15/32", category 1, span rating 32/16, OSB at the Mark 8 walls. Nails: 2-3/4 x.148" (lOd common) collated gun nails, in strict conformance with the shear wall schedule spacing call outs. 16d at Level 2 sill plate nailing. Note: The following components were checked; framing members for size and grade, shear wall lengths per plan call outs, hold down sizes and fastening, anchor bolts, nailing for size, spacing, edge distances and flush with the surface, A35's for spacing and fastening, (V) and (H) CS14 and MSTC66 straps at plan locations and nailed per Simpson requirements. ALL COMPONENTS OF THE SHEAR WALLS MEET OR EXCEED PLAN CALLOUTS AND CBC. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel CERTIFICATION NO. [CC 5265295 SIGNATURE - I ENGINEER CONTRACTOR Prentice Engineering 0 P.T. CONCRETE REINF. STEEL GR./SIZE Pacific Legacy Homes n FIELD WELDING STRUCTURAL STEEL GeoTek, Inc. Field Observation Report CLIENT: SUPERINTENDENT: WO: PROJECT: _____ DATE: I- I IS Itç LOCATION: ((e 03-p0 U. ç CL u FOREMAN: DAY: M iCWTm F S S CONTRACTOR: HOURS: I 6 WORK IN PROGRESS YGRADING ( ) UTILITY B/F: S W__ JT__ SD__ OTHER STREET: SG - B AC ( ) CURB & GUTTER: SG B SIDEWALK: SG B ( ) WALL ()FOUNDATION OTHER i6c; c. LcYI—r t4 (,4 -' 4.. ttJ Si (-e. h% 5, LOCATION -mmmmumm mmm- BY: COPIES TO: Z. ;Zo PRINT NAME OFFICE CLIENT/REP AGENCY (WHITE) (YELLOW) (PINK) - SIGNATURE: ¼j \J CONTRACTOR. FIELD FILE (GOLDENROD) (GREEN) ATTACH ADomoNAl. SHEETS AS NEEDED. THIS IS SHEET - OF_. GeoTekInc. CLIENT: __SUPERINTENDENT: PROJECT: LOCATION: (frø '. C(6p FOREMAN: CONTRACTOR: Field Observation Report WO: t4ç.5 DATE:I,, I)s DAY:P4?T W Th F S S HOURS: Z ..t I WORK IN PROGRESS ( ) GRADING ( ) UTILITY B/F: S__ W__ JT__ SD__ OTHER ( )STREET. SG _B _ AC ( ) CURB & GUTTER: SG B ( ) SIDEWALK: SG B ( ) WALL ( ) FOUNDATION OTHER EQUIPMENT: A- 1 .0 .r 1,-c r'c cry' 4 A-ri 9^^ii& ij.. A._'- Ao- (1 4 iw viAc J2t ( i , BY: f. SIGNATURE: _7 PRINT NAME '. COPIES TO: OFFICE CLIENT/REP AGENCY CONTRACTOR FIELD FILE (WHITE) (YELLOW) (PINK) (GOLDENROD) (GREEN) ATTACH ADDITIONAL SHEETS AS NEEDED. THIS IS SHEET - OF -. PACIFIC LEGACY HOMES August 7, 2018 Building Inspector City of Carlsbad Building Inspection 1635 Faraday Avenue Carlsbad, CA 92008 RE: Buena Vista Colony - 1610 Buena Vista Way, Building Permit Dear Building Inspection, The construction survey staking was completed by Torgersen Surveying, Inc. on May 28, 2018. The construction survey staking included the building corners. I have reviewed the staking information and foundation formwork layout. The building is located per the site plan and the survey stakes set by Torgersen Surveying, Inc. Please let us know if you have any questions or need anything else. Thank you in advance. Sincerely, PACIFIC LEGACY HOMES, INC. Aolep"'—' Michael Graham, PE President 9of £SSJO 4. II NO.C49116 IIrV1 :k 16870 W. BERNARDO DRIVE, SUITE 400 SAN DIEGO, CALIFORNIA 92127 T 858.756.1191 WWW.PACIFICLEGACYHOMES.COM 4 GeoTek, Inc. . Field Observation Report CLIENT: jq SUPERINTENDENT: I PROJECT: LOCATION: (1.cX 4, OREVAN: CONTRACTOR: WO: t3 i44!,.5V, DATE:; lie, /l DAY:JTr W TH F S S HOURS: I- - GRADING ( ) UTILITY B/F: S__ W__ JT__. SD__. OTHER STREET: SG B AC ( ) CURB & GUflER: SG SIDEWALK: SG _B _ ( ) WALL ( ) FOUNDATION - OTHER EQUIPMENT: / 4F ii 141,0 ? . - COMMENTS a.-1 (ZJCf elp s t Cz 0s2 .0 U4 vQ ç,-ccvzvr.— - or- 44-4 A00 -is, 'k e'-- e a, r..4 ç. IQv eRri fl ,A. (JSW% 1A0. A 15 LAGIP4.. 4tF C- -çr41 O\ Th ±3' IM5,1,soc. Q (U1 dc C) L 4D hO d ,A-LA %ô 4 J*- i " L (-ft (.c-r l ( fll JLi'V k. L*4 cv,?ijfL 4 f)E L 9r\ j 004.4 A^ S$( cJtJV c TEST RESULTS LOCATION mommomm - A BY: JiE1( PRINT NAME COPIES TO: OFFICE . CLIENT/REP AGENCY (WHITE) (YELLOW) (PINK) — SIGNATURE: CONTRACTOR FIELD FILE (GOLDENROD) (GREEN)— ATTACH ADDITIONAL SHEETS AS NEEDED. THIS IS SHEET - OF - the Sea Bright am c om p any RECEEVED September 3, 2015 OCT 172O17 CITY OF CARLSBAD BUILDING DIVISION City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 - 7314 Aft: Engineering I Inspections Ref: Grading Drawing # 479 - 3A, MS 1:3-02, King Property Subdivision 1600 Buena Vista Way, APN 156-142-40 On October 24, 2014, the surveyors provided me with the multiple pad grade elevations they took with the results listed below: Parcel# I 2 3 4 Remainder Parcel Design Elevation 174.0 164.0 167.5 182.0 183.0 As Built Elevation 174.0 164.0 167.5 181.9 183.1 I find the grading to be in substantial conformance [plus or minus .1'] with the design pad grades. This certification does not include soil compaction which is under the review of others. Please call if you have any questions. Sincerely, W. 0 - Robert 0. Sukup RCE 28302 No :;r8302 kingrgcert Engineering'* Management• General Contracting • Devetopment 4922 Sea Bright Place • Carlsbad, CA 92008. TelephonefFAX'760-720-0098 EsGil A SAFEbuiItCompany DATE: NOV. 02, 2017 JURISDICTION: CARLSBAD PLAN CHECK#.: CBR2017-2481 SET:I PROJECT ADDRESS: 1610 BUENA VISTA WAY PROJECT NAME: NEW SFR FOR PACIFIC LEGACY HOMES U APPLICANT JURI S. E The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted:,---`— Date contacted: Mail Telephone Fax In Person REMARKS: #1)-.- The ãplicánt to add the roof 71S3.0, specify the pad footing is 3-sq. ft. Telephone #: Email: n Sheet IS; : On detail By: ALl SADRE, S.E. Enclosures: EsGil OGA DEJ 0MB El PC 10/19 9320 Chesapeake Drive, Suite 208 • San Diego, Caifonjia'92 123 • (858) 560-1468 • Fax (858) 560-1576 I S (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2017-2481 PREPARED BY: ALl SADRE, S.E. DATE: NOV. 02, 2017 BUILDING ADDRESS: 1610 BUENA VISTA WAY BUILDING OCCUPANCY: R3/U; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 3833 GARAGE 736 DECK/PATIO 470 FIREPLACE I Air Conditioning 3833 Fire Sprinklers 4569 TOTAL VALUE 598,073 Jurisdiction Code ICB IBY Ordinance Bldg. Permit Fee by Ordinance C V Plan Check Fee by Ordinance V Type of Review: Q Complete Review I $2,334.261 I $1,517.271 o Structural Only I $1,330.531 0 Other I 0 Repetitive Fee Repeats 0 Hourly IHr. © * EsGil Fee I Comments: Sheet I of I / zoo p, '-1W —PSI RECEIVED OCT 1 -7 2017 05 AND LARGER #4 AND LESS .17 ROOFING PLYWOOD JOISTS 1NSUL & CLG. MISC. FLOORING INTERIOR 10 PSF PLYWOOD EXTERIOR 16 PSF JOISTS INSUL. & CLO. MISC. TOTAL m ROOF LIVE LOAD SLOPING ZD. 0 FLAT TOTAL= •1l.10 LQQR LIVE LOAD INTERIOR 40 PSF BALCONY 60 PSF (UO.N.) EXIT WPJJQVAY 100 PSF STRUCTURAL CALCULATIONS I PROJECT: O4'JA V.srA L-r 4 DESIGN SStiMPflONS: CONCRETE STRENGTh AT1WEN1Y EIGIITDAYa: MASONRY; GRADE N' CONCRETE BLOCK F M = _____ MORTAR TYPES 1,8W PSI GROUT: 2000 PSI REINFORCING STEEL: A.615 GRADE 40.' GRADEGO STRUCTURAL STEEL: A.36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS ANb POSTS 11112 ___ STUDS flJDORB_IIth - SEISMIC FORCE: REPORT BY;. WIND FORCE: 1Wi4, IL7lv)iM DESIGN LOA EAD LOAD SLOPING EL6I REPORT NOV: 343B -D3 SOIL PRESSURE - ZOO PRE These calculations are limited only to the items Included herein, selected by die client and do not imply approval of any other poflion of the structure by this office. These calculations are not valid If altered in any way, or not accompanied by.a wet stamp and signature of the Engineer of Record. VSPZTICA&. V (R4,of Roo SF4AU.. ezfjs,%T op 2-x kQSS(ØS V O~rH4XS F i LL j,J Ai rsm- V i'4 14 4oI'• SVl? 30.),) "I, t C '-Yit (+ = i*s ¶' M 14S7 Vk)(* cJ- k(ts rs P 4L(s(af- q-M YTtcAL Aic( fLOcJp) 2= zo 4)= ()j)3c '/ j'4? 340 Si'. eALC. swr, V2 Dc,& \ocr 4+2ri. v . 433 171 /Oc9f ®BobeOaesade Single 14' BCI® 6000-1.8 DF JoistJ01 Dry I span I No cantilevers 1 0/12 slope July 14, 2017 08:19:29 BC CALC() Design Report _______ 16 OCS I Repetitive I Glued & nailed construction Build 5968 File Name: BC CALC Project Job Name: Description: DeslgnsU01 Address: Specifier: City, State Zip:, Designer: Customer. Company: Code reports: ESR-1336 Misc: . !' • V V : .•:t:.. : . .•. ..:. .::::....:. .: blat Horizontal Product Length 20-00.00 - Reaction Summary (Down I Uplift) (lbs) . Bearing - -- Live Dead Snow Wind . Roof Live 80, 2-1/2° 53310 200/0 81,2-1/2" 53310 20010 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 190% 125% I Standard Load Unf. Area (lb/ftA2) 1 00-00-00 20-00-00 40 15 18 Controls Summary Value %Allowable Duration Case Location DISClOSUre Pos. Moment 3.561 ft-lbs 73.9% 100% 1 100-00 Completeness and accuracy of input must End Reaction 733 The 54.3% 100% 1 00-00-00 be verified by anyone who would rely on End Shear 718 lbs 37.3% 100% 1 00-02-08Outputas evidence of suitability for particular application. Output here based Total Load Defi. U502 (0.472") 47.9% We 1 10.00.00 on building code-accepted design Live Load Defi. L1690 (0.343") 69.6% n/s 2 10-00-00 pmpaisa and enatycie methods. Max Defi. 0.472" 47.2% Will 1 10-00-00 installation Of Boise Cascade engineered Vibration 19' 7" 954% n/a 00-00-00 w0d products must be in accordance with current Installation Guide and applicable Span! Depth 16.9 . We fllS 0 (10.00.00 building codes. To obtain Installation Guide Squash Blocks Valid or ask questions, please call (800)232.0788 before installation. BearinQ Supports %Allow %Allow Dim. (Lx W) Value Support Member Material BO Wall/Plate 2-1/2"x2-5/1V' 733 lbs We 54.3% Unspecified soisa GLULAM", SIMPLE FRAMING 61 Wall/Plate 2-1/2" x 2-5/16" 733 lbs n/a 54.3% UnSpecified SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VlhraIin "m" . VERSA-STRAND®, VERSA-STUD® are I . .. .. - trademarks of Boise Cascade Wood Subfloor: 23/32° OSB. Glue + Nail Gypsum Ceiling: 5/8" Products L.L.C. Strapping: None Bracing: None Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume member is fully braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page lofi '13 rA' 166?AL ie.-'. k$2't) 4M° tJt of - M— Sa ?.3#j3 ~(+;(c) 5•8*I - 4- V ..' 3 M' 3'kjci4 LL 5A 3L7,a) L .'ma cAn.. lE4 .1 kP' 52.()+ )kkI(?) (41 Iyl10&3o" A & iiIo(cp'Y 9Id ç33t M' 993I (.J 7/6 ez- P,= aab+(Os, s(')+41(41 V ??3y P1 b°G 5 1133, S Aw S.sbn.55V0 I 54aOL2GDD = Sc..- et.5.5 sawie VOOTAGE stat. a,... ILOCRfl.N1 )O1 1. M b S. aa.ea.w..efl4.t.fl%. S. — . ,S,..r.. .t.ndt.ns Tha..Md ..e..,j t. .Vflc...d.flar.tt.kV.t fl 1!0S dea.a.WS.W !bc. a. Snaa S. Vs 6SeabtC. P*QOR aM' IfW4OT a P.s.s?q.t*p..at r-- O s Sc 5. ISt.j.j ffl[ Ii &1.93 04 .VrA VIA Sam ¼ / 4 4 4 4 5COND ftOOR. PLAN ose sM5 tar byazaon dana) architecture b d Ul Cm '3 o — 0 o L) >. '3 '3 '3 — 5.- j. 1.S. .2liZ ua.a D A.3 7 ~aa m ~L—,c - L ------- J J tR5T rLooR PLAN 5CIL 1V - V 5 - OPt S. g!&GAROM I IJIHirIG rooM i I FOtR 1 I — I I I I I J I +---t 6 cAummummom T.—,. __ I GNAT RO1 fla.:,. pol \ A— FIXR P&AU WIES rcbILcture I. d -b k I. I. I - 34,A vimcoxm II. a i.5Sf..dt.gas. .an*..nea**s ui.00K PLM1 1fdOTE5 —I—. $ _•___•I_*____ • teS,ww4c.afl P*aPfl..a.td *fl'., _•__— — .*t.1a. n0eS 5lbjki .PIltf bsIa*Ca ago,qnw..ac o.,n * I C *$. 5Th1eCLLfGtO = SQLhRE POOTG P! a PROJECT Buena ñste Lot 4 CLIENT: JOB NO.: 17-119 DATE: 07107/17 I WIND DESIGN: ASCE 7-10 CBC 2013 (Envelope Procedurel I INPUT DATA Risk Category (Tobte 1.5.1) II Exposure Category (B.0 or 0) C Basic wind speed (Fig. 26.9.1) V = 110 mph Topographic factor (Fig. 28.6-1. pg 252) K, = I Building height to save he = 19 ft Building height to ridge h, = 28 ft Roof Pitch 5 /12 Least IionzontaI Dimension B= 40 ft ANALYSIS Velocity ereseure ,qfl 0.00256K.,Kl,KdV2 1843 paf where; q velocity pesaura at mean roof haight. h. (Eq. 20.3.1, page 205) = velocity pressure exposure coellicleni evaluated at height. h. (rab. 28.3-1. pg 299) 0.70 Kd a wind direedonality factor. (Tab. 26.6-1, brbuitdh, page 260) 0.85 h = mean rooftwitt - 2250 OK Design pressures for MWFRS p.q((GCpf )'(GC)1 where: p=pressure in appropriate zone. G C,, = product of gust effect T8C*or and external pressure coefficient aee tabiG belaw. (Fig 28.4-I. page 301) o C,, = product of gust cect factor and internal pracaura coeffident.(Table 26.114, Enclosed BuldEre, page 258) 0.18 or .0.18 a wkftnor edge svipe, Fig 28.41, note 9, page 301. 4.00 ft Note: negative preseurea are away from surface face Pressures 10sf). Basic Load Cases ft Surface Roof anglaO a 22.62 C CO3 Net Pressure with (4GC,1) 1 (-GC 1) MaX Design 1 2 3 4 IE 2E 3E 4E 5 6 0.56 7.00 13.84 13.64 1364 0.21 0.55 7.19 7.19 2.71 -0.43 -11.24 -4.61 -11.24 4.32 .037 4014 .3.50 -10.14 40.14 0.69 9,40 16.03 16.03 16.03 02T T66 8.29 8.29 3.19 .0.53 .13.09 .6.45 713.09 .6.03 -0.45 -12.16 -5.53 .12.16 -12.16 0.40 4.05 10.69 10.69 10.69 -0.29 -866 1 -2.03 1- -8.66 .8.66 )ealgn=uotiL component TRANSVERSE LUNWTUOSNPL Fi.R.kohi L..3 \ SEISMIC 0ENAR4METERS. 6MIC USE 1CAOUP., iLL. SEISMIC DESIGN CATECQRY:iL SITECLA: R. EQUIVALENT LATERAL FORCE PROCEUE )2.) Ct h (TABLE 12.a-2) • (p • •. C$ I%4X _____IF T TL 22-16 7TR 17 - ___T T TR/1) - &I. ______ 11 > • Y COW 4) Ojo L) 0,130 4.E/14 • • E=Eh 4EV • • E Ø.2 ('SD ) o" I sb • R61INC MOMENT FACTOR 030 - .2 (6& I): - 7' • gof : 30 .PS rz. + u(,t'YL)4. •1• 30-89 ____ (e 1'R1WTiO r-4 Dis - LEL i tj 14 Rwr -30 18 54o 4.3+ Z?&o L4 '° • Mr. Wliteii KWC F.n.'y 3, 2014 Cvat CaEon N 3431=3 G.cmsdimled Upkft sad Plan Rewlew P8034f7 on building pads shotid be o er-excavated a minimum of 5 feet of below finish grade and rewrned to grade as enneered on. Septic systems6 burled forr,datioin or other feseires associated with the existing residence on die remainder parcel could be encountered &ring grading if so a_propriate recomsnenthiiont can be affered at that One. care should be taken not to impact adjacent properties during die gradirrg this particularly vue during needed removals. Selunk Design P.rameters Current ground accslesatjans denIied from the USGS Website Earthquake Eferds Program vary from the values presented in our prior report Current values are provided below. The site is located at istltude 331690 and kinTude 1173381. SIte Sp5rJTII accelerations (Se and SI). for 0.2 and 1.0 second periods and 2 per ern prcbabW of exceedance In 50 years (lICE) was determined from the USGS Website Earthquake Hsarth Program, Interpolated Probabstic Ground Motion for the Conterntinous 18 States The site Is considered a Site Oats TMC'. The retuha are presented In the following tebk SITE SEISMIC PARAMETERS tia" 0.2 sec Period Spectral Acceleration, 5L(t .1.030 Mapped 1.0 sec Plod Spectral Acceleration, S (g) - - 0.434 - SM Cod6duat Fa 1.00 Site Coefficient. v. 1.00 Maximwn Considered Earthq.ke Spectral Response Acceleration PWwnear at 0.2 Second SMS() 1.3 Maximum Considered Earthquake Spectral Response Acceleration Fammeter at I secAnd. S141 W I 0.593 Desin Spectral Response Acceleration Pameier for 02 Second SDIS (d Dor Spectral Response Acceleration Parameter for 10 Second SDI (g I 0.753 0.395 Seismically resint serucxural desjs in accordance with local bsl$dkig ordinances shoiid be followed during the design of die avucosres. The California 8udlng Cods (CSC) has been developed to reducs the potential for strucoil damage. 1 as the result of ground slnddng gewaJ by neerby earthqiekes some level of damage and atsodatd economic III are considered likely In duls general area. )G~. GNOTRK L-S LL DEZkrJ goo F) 15'(is) C(0(4 icei5J '' -A [J Pior (c U' 47 . cs () = I 4O3'X* 14$Z Z/ a48% - 414; rL1- 4e4j4 tAp... 6cJ%7r ALP 3?37 rp1s1'ccaCv Fs. t$ (jq 4 - 2.- 30P OD tY ~.Y? = JlIrr 7 I6tL' c,o 4T 400' CAM 'tt o4 i H til A ~GANP'VQ MOT t37,10 fic (J t+b 6Rt: A 178 2a4' o t4or 3151) r'k Le tZ342 -J < /0 totrel Ld #-t.J I34'b (7lcr M. 17 2Ic 50 400 43+(t')(, /of -T 2/7o : Kz 4 (. 6 ) ~ +l' 1'( '. 7 T' IIis- -Y C4X Zo4o O,t4(ii) £;Rc,e it P rw c c; -j;.. 110016 - . 2: too(-? Z (I1 111 Cv) ri1srtsCv !]b r.4 Fj- - 5AKfJAL\.. Dm ) Go 6rLOOPO 5)3z 3S I. 5/o 3'e4,c ITT r'A. '-50-t 46c) - tlr 3c()"331 lib 476 tee 3z4 H-rr4' !?5 * *3 ,?:J. 484& !-,. •'' !-' o&:j.fl Z4 ',ri. 42 C) 3d (4 6)+tC!o)J2$Xt7' )S,r tJ0 &i S ZSt 1436) 3OI +. t ?44 Z7o C1l4t C 3t o: IIto &c RIb 6 ,c4). zz++ 14361:) is '?Y 1- Z 24 1 (3 31 Z 4-A 3 rik 4+(+ici9)3iiVJ17 j(D)60 (q -SIt Jcc;oj WI 4o>'3 y 1' &s 4o >3.4 t-I-r74- &It 7 .€Iz IA F-5 = t(3Q 8c 1Z?.$4'2.. = Mar x$ I b2sz 16L rAIL s)i.Ij.?f47 IZott. rpo -- 24 4- 19(4) c f7-a4(4Y10 34 I.' 3?.o sr M1- B I.4 f;Q.l j+3(I 'Zt4c tAor ii4c" Not- ito? F4-D 4s4° C- i:: fD 1- A t 1q9% Z4sV' i-it. c,'3tic&J fib v 4M G1RDt 43(ic..)Fam (4 .11 1A) c cc5- Ate 9o>45 f4r 4a Pi-ja&25LA,3-Q-" 20oz it t&16?;( I* F4-t 7 s t11orZAJOO( 84 ) =kiz(op)'+9J4c.'7- c? R4o S1S7 (_'1-10 %.:f , 2c'7 423S' ok.- .,g zm/ss- - 7Z* 10 MOT. •%c??-() Z2815 MIL 2LC 3 6. 24o/4. t200% Vtz4 1115 t224684) 40 3 '4 f3A I' i1 1 O,C,4jLJ11 e'7o M r x 4073('9) ('1lL 2iS f 4ç : &4a 14.? ' I c 'I(S (Jo eflp,l C> I, Z-ioo -I- I43 = 438& 11164 '- •.> 43 L%3 GeoTek, Inc. 1384 Poinsettia Avenue Suite A Visia. CA 92081.8505 (760) 599-0509 Office (760) 599-0593 Fax www.geotekusa.com RECEIVED OCT 17 2017 Mr. William King CITY OF CARLSBAD 5120 Avenida Encinas Suite 100 BUILDING DIVISION Carlsbad, California 92008 September 2, 2015 PN 3438-SD3 Subject: Report of Geotechnical Testing and Observation Grading for Parcels I through 4, King Property 1600 Buena Vista Way Carlsbad, California Dear Mr. King, In accordance with your request, GeoTek, Inc. is pleased to provide herewith the results of our geotechnical testing and observation services during regrading associated-with grading for Parcels I through 4 of the King Property at 1600 Buena Vista Way, Carlsbad, California. Construction Summary This report is limited to grading of the subject building pads. Grading was performed in accordance with the recommendations provided in Geolek's prior report (References I and 2) and in substantial conformance with the project Grading Plan (Reference 3). Grading consisted of removal of loose surficial soils to expose the underlying dense paralic deposits. With the exception of the slope ascending at the rear and side of Parcel I all areas are engineered fill. Fill material was derived from the cut areas on site and also from the removal of surficial soils. Import was also used tp obtain the planned grades. Field density and laboratory test results indicate that the fill materials were compacted to a minimum of 90 percent relative compaction at the locations tested. The field density test results are included in Table 2. The approximate locations of the field density tests related to the grading for the subject lots are shown on Figure I. It should be noted that the finish grades vary slightly fro that indicated as the private storm drains systems on the lot pads were eliminated and the lot pad were graded to drain! GEOTECHNICAL I ENVIRONMENTAL I MATERIALS All material herein 0 2015 GeoTek, Inc. All Rights Reserved Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels I through 4. King _Property Page 2 Field Testing Our field density testing was performed in general accordance with ASTM Test Method D6983. Our field density testing program was conducted as follows: Field density tests were taken at periodic intervals and random locations to check the compaction efforts by the contractor. Visual classification of the soil in the field, compared to the soil descriptions from the laboratory testing, was the basis for determining the maximum density and optimum moisture content applied to each field density test Laboratory Testing The laboratory testing pertinent to field density tests is the Moisture-Density Relationships for the various soils encountered: The laboratory maximum dry density and optimum moisture content for soil types tested were determined in general accordance with test method ASTM D 1557. Laboratory test results are presented in Table I. Conclusions It is our professional opinion that the site is suitable for the intended use provided that site construction and future maintenance is performed in accordance with the recommendations presented herein and in the reference reports. Based on the results of the above testing and observations, we conclude that the recommendations included in the approved soils engineering report remain applicable. Recommendations Any additional grading or construction on the site should be done in accordance with the currently applicable codes and standards. Recommendations should be sought from the Geotechnical Engineer prior to additional grading. G EOTEK Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels I through 4. King Property Page 3 LIMITATIONS Cuts, fills, and processing of original ground under the purview of this report, have been completed under the observation of, and with selective testing by GeoTek, Inc. and are found to be in compliance with the approved soils engineering report and applicable provisions of the current Calif&nia Building Code (CBC). Our field density testing and observation services during building pad grading followed generally accepted professional engineering practices and no further warranty is implied nor made. This report is subject to review by the controlling authorities for this project. GeoTek, Inc. accepts neither responsibility nor liability for work, testing, or recommendations performed or provided by others. We appreciate the opportunity to be of service on this project. Please contact the undersigned if you have any questions. Respectfully submitted, GeoTek, Inc. No. 35007 Timothy E. Mcalf Principal Geologist 1* llk<~n* ~Cxvo& CEG 1142 Chiis *ac35007. Senior Project Engineer Enclosures: Selected References Table I Laboratory Test Results Table 2 Summary of Field Density Test Results Figure I Density Test Location Plan G EOIEK Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcel 1-4 King Property References Selected References: "Geotechnical Update and Plan Review, Proposed Parcel Map Residential Lot, TPM 13-02 Carlsbad, California" By GeoTek, Inc. "Preliminary Geotechnical Evaluation, Proposed Parcel Subdivision, Buena Vista Drive (sic) and James Drive, Carlsbad, California", By GeoTek, Inc. dated November 19,2004 (PN 2643-SD "Grading Plans for The King Property, 1600 Buena Vista Way" in City of Carlsbad, by "The Sea Bright Company" dated 7-21-15 GEOTEK Mr. William King . September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels 1.4. King Property Laboratory Testing TABLE I LABORATORY TEST RESULTS • ASTM D 1557 Soil Description . Maximum Dry Density Optimum Moisture A Red Brown, fini omédiuin, Silty Sand 133.0 - 8.5 B Red Brown, fine to medium, Silty Sand (import) 126.0 10.5 G EOTE K Inc., NAME IN CAPS ITALICS. GeoTek 9/4t2015 Job Name Grading Project No.: 2 -SD3 Location, CA Page 1 of 3 TABLE I SUMMARY OF FIELD DENSITY TESTS Temolate DATE Test No. Location Lot No. S. No. Eiee/ Depth Moisture Content Dry ( • Soil TYPO Meein. urn ( • ,. c u Type ot ,- Roietio. Compaction 10/02/14 1 L02 E00 S00 Key St. 12+50 2 - 157.0 10.7 121.9 A 133.0 92 2 L02 East Slope Key St. 12+25 2 - 158.0 9.0 129.0 A 133.0 N 97 3 Lot East Si000 Key St- 11+75 2 1- 160.0 1 9.6 129.6 A 133.0 N 97 4 Lot 3 East Su00 Key St. 11+50 3 - 160.0 8.8 128.3 A 133.0 N 96 5 Lot 3 East Slope Key St. 11+00 3 - 163.0 9.8 127.2 A 133.0 __ 96 6 Lot 3 East Slope Key St. 10+56 3 - 164.0 10.1 126.7 A 133.0 _.._ 95 10/03/14 7 Proposed Lawn Aron NE or E0H00t0 XX - 182.0 9.4 120.2 A 133.0 N 90 8 Proposed Lawn Area NE or EotHon,0 XX - 182.0 8.6 118.1 A 133.0 N 90 9 L02 Sit, p o Euu Ste 11+95 2 - 164.0 8.6 121.7 'A 133.0 N 92 10 Lot Slope F11 Ste 11+14 3 - 165.0 8.1 125.2 A 133.0 N 94 10/06/14 11 Lot 3 South S00t0. 3 - 162.0 9.6 122.7 A 133.0 N 92 12 Lot 3 South Section 3 - 162.0 8.7 123.5 _..._. 133.0 93 13 Lot 3 Middle S00t0.. 3 - 163.0 9.6 124.5 A 133.0 N 94 14 Lot 3 N0,n Section 3 - 163.0 8.9 125.1 A 133.0 N 94 15 Lot 3 North Section 3 - 164.0 8.8 122.3 A 133.0 N 92 16 ILot3SothwtSection 3 - 165.0 8.9 125.8 A 133.0 N 95 17 L0 3 North Section 3 - 165.0 9.1 125.1 A 133.0 N 94 10/07/14 18 L03 Southeast Section 3 - 165.0 9.4 124.2 A 133.0 N 93 19 Lot 3 Middle S00ti0,. 3 - 165.0 9.3 125.4 A 133.0 N 94 20 L03 Middle Section 3 - 166.0 8.9 122.8 A 133.0 N 92 22 Lot 3 North Section 3 - 167.0 9.4 124.0 A 133.0 N 93 10/08/14 23 L01 East Section 1 - 167.0 8.8 121.9 A 133.0 _jj, 92 24 Lot East Section 4_ - 169.0 8.7 120.6 A 133.0 N 91 25 L01 East Section 1 - 170.0 9.2 122.7 A 133.0 N 92 26 Lot East Section 4 - 172.0 9.4 123.9 A 133.0 N 93 10/09/14 27 L04 North Section 4 176.0 9.8 122.6 A 133.0 N 92 28 Lot 4 Middle S0t10.. 4 - 176.0 9.6 123.8 A 133.0 N 93 29 L04 East Section 4 - 177.0 9.4 124.1 A 133.0 N 93 30 Lot 4 Seth Section 4 - 177.0 9.8 125.1 A 133.0 ,_ 94 31 Let 4 West S00i0 4 - 178.0 8.9 123.1 A 133.0 N 93 32 -Lot 4 West Section 4 - 180.0 9.2 122.1 A 133.0 N 92 33 Lot 4 Sorheoot S00t0.. 4 - 180.0 9.7 124.7 A 133.0 N 94 10/10/14 34 Lot 4 West Section 4 - 180.0 9.9 125.7 A 133.0 N 95 35 Lot 4 West Section 4 - 180.0 9.4 124.2 A 133.0 N 93 36 Lot 4 West Section 4 - 181.0 8.9 123.8 A 133.0 N 93 10/15/14 37 Lot 4 West Section 4 - 180.0 9.2 120.9 A 133.0 N 91 38 Lot 4 West Section 4 - 180.0 8.9 125.8 A 133.0 N 95 39 Lot 4 West Section 4 - 181.0 9.1 122.7 A 133.0 N 92 40 Let 4 West Section 4 - 181.0 9.2 123.1 A 133.0 N 93 10/16/14 41 Lot 4 West Section 4 - 182.0 10.2 125.4 A 133.0 N 94 42 Lot 4 West Section 4 - 182.0 9.1 120.7 A 133.0 N 91 43 L04 East Section 4 - 182.0 10.4 124.6 A 133.0 N 94 44 Let 4 North 000tSection 4 - 182.0 10.3 125.2 A 133.0 N 94 10/17/14 45 Lot 1 North Section 1_ 170.0 10.1 124.6 A 133.0 N 94 46 L01 West Section 1_ 169.0 9.7 122.1 A 133.0 N 92 47 1 South Section 1_ - 170.0 9.9 125.7 A 133.0 N 95 48 1L.t 1 East Section 1 1 1 172.0 1 11.1 126.7 A 133.0 N 195 Note: N = Nuclear Guage Test FG = Finished Grade Test All elevations are approximate NAME IN CAPS ITALICS. GeoTek, Inc. 914/2015Grading Project No.: 2 -SD3 Job Name Location, CA Page 2 of 3 TABLE I SUMMARY OF FIELD DENSITY TESTS Template DATE Just No. Location No. Ste No. i.vI Liepth Moisture Content eii Type Maximum Density Test Typo Reintive Corn p xctio 10/20/14 49 L01 West Section 1 - 172.0 8.9 125.1 A 133.0 N 94 50 Let 1 Middle Section 1 - 173.0 8.8 124.7 A 133.0 N 94 51 L01 East Section 1_ - 173.0 9.2 123.8 1 A 133.0 1 N 93 52 L01 Middle Section 1 - 174.0 9.1 124.9 A 133.0 N 94 10/21/14 53 Let 2 North Section 2 - 160.0 9.2 122.9 A 133.0 N 92 54 -Lot 2 South Section 2 - 161.0 9.4 124.2 A 133.0 N 93 55 Lot Middle Section 2 - 161.0 9.5 125.7 A 133.0 N 95 56 2 - 160.0 8.3 120.2 A 133.0 N 90 57 L02 Middle S0tl0,, 2 - 161.0 8.7 122.8 A 133.0 N 92 58 L02 North Section 2 - 162.0 9.3 119.2 B 126.0 N 95 59 Lot 2 West Section 2 - 163.0 10.2 118.1 B 126.0 N 94 60 L02 South Section 2 - 163.0 10.4 119.4 B 126.0 N 95 10/22/14 61 Lot 2 East Section 2 - 163.0 8.6 126.5 A 133.0 N 95 62 Lot 3 Middle S00 n 3 - 167.0 7.9 120.5 A 133.0 N 91 63 Lot 4 Muddle Section 4 - 182.0 8.2 125.8 A 133.0 N 95 64 lLot 1 Middle Section 1 - 174.0 8.0 122.9 A 133.0 N 92 10/23/14 65 Lot 2 West Section 2 - 163.0 9.8 124.4 A 133.0 N 94 66 Lot 2 West Section 2 - 163.0 9.4 125.1 A 133.0 N 94 67 Lot 2 West Section 2 - 163.0 8.7 121.9 A 133.0 N 92 10/24/14 68 Lot 1 Driveway 1 - 171.0 9:6 122.8 A 133.0 N 92 69 Lot 2 West Section Morn T00 2 - 171.0 9.6 122.8 A 133.0 N 92 70 Lot 2 West Soction@Too orSuope 2 - 163.0 9.4 123.7 A 133.0 N 93 71 Lot 1 Driveway 1_ - 169.0 8.5 124.1 A 133.0 N 93 Note: N = Nuclear Guage Test FG = Finished Grade Test All elevations are approximate 180E6 ewojq 'es!j V agnS nAV glwRqOd I'Bl ujj uoj eo G1OZ ECS9EK :Nd r. . .' $J1 UOP3edWO3 EUOJJI PI3 ABM MqA uan 91 JadoiJuM T:ijI1 tr ::: Li}-j4. L4.E1i E41*rf ' ?' d;-'c4c-P E2IJiIILF -,L4 - ILi1. GeoTek, Inc. FEB Vita,CA 92081.8505 282074 (760) 599.0509 . '-AND (760) 599.0593 www.geotekusa.com EF ELOP&J D RE J. k ] NGINENT ING I -..J --..-.... February 3, 2014 Project No.: 343D3 Mr. William King RECEIVED 5l20Avenida Encinas Suite 100 Carlsbad, California 92008 OCT 17 2017 C1TY OF CARLSBAD Subject Geotechnical Update and Plan Review WILDING DIVISION Proposed Parcel Map Residential Lot U TPtl 13-02 Carlsbad, California Reference: I) "Preliminary Geotechnical Evaluation, Proposed Parcel Subdivision, Buena Vista Drive (sic) and James Drive, Carlsbad, California", By GeoTek, Inc. dated November 19, 2004 (PN 2643-SD3) 2) "Tentative Parcel Map No. 13-02,4 Lots and a Remainder Parcel", By Robert 0. Sukup. The Sea Bright Company, undated Dear Mr. King In accordance with your request, this report is to update the 2004 "Preliminary Geotechnical Evaluation" (Reference I) for the subject property and to review the referenced Tentative Parcel Map (Reference 2). In preparing this letter we reviewed the referenced report and plan, performed a brief site reconnaissance and reviewed aerial photographs available on Google Earth dated October 2004, December 2005, January and June 2006, January, February and March 2008, June 2009, August and September 2010, and November 2012. 1fl Discussion 0 Site conditions are substantially similar to those at the time of our prior study. The only notable difference is the apparent removal of vegetation south of the existing residence that apparently occurred before the 2005 aerial photograph and near the northwest section of the site that apparently occurred before the June 2006 aerial photograph. C.) w Our review of the plan indicates that grading and development will be create new four parcels = and a remainder parcel, all zoned as R- I. Additional right of way will be dedicated for James Drive, Buena Vista Way and Arland Road. Sweet widening will occur on Both James and Buena 1. Z GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Mr. William ICg Feiy 3.1014 Carlsbad, California Project No.: 3438403 Geotechnicat Upthte and Plan Review Pap 2 of 7 Vista. Plans indicate that 1450 cubic yards of cut and fill grading will occur to create level building pads with associated slopes. M slopes are designed at gradients of 2:1 or flatter. The highest proposed slope is a All over cut approximately IS feet high descending from Parcel 4 to Parcel 3. Slopes to this height were addressed in Reference I and expected to meet or exceed 1.5 factor of safety. The deepest planned fill is approximately $0 feet at the northeast corner of parcel 4. The deepest planned cuts are about SY2 feet of Parcels 1-3. All four parcels are planned as transition (cut/fill) lots. Geotechnical conditions are relatively straight forward with paralic deposits (aka terrace deposits) blanketed by up to two (2) feet of material considered to be 'slopewash". The slopewash and the upper portion of the paralic deposits are considered to be potentially compressible. Testing Indicated that site sells display very low expansion, although more expansive soils may be encountered. Recommendations In general, the recommendations in our referenced report are considered valid and remain applicable unless specifically modified herein. Based on the current plan and codes some modifications are warranted. These are offered below: Building Codes and Standards Various sections of the prior Geotechnical Evaluation referred to codes or test procedures that change over time. Example are: the 2001 California Building Code was referenced and ASTh Standards have been updated. All such dated references should be considered updated to the current code or procedure. As such, the 2013 California Building Code should be applied. With respect to updated test procedures for ASTt1 Standards these changes are not considered significant enough to warrant retesting at this time. ASTM standards referenced with dates are subject to the current standards. Testing during construction should be consistent with the then current standards. Grading Procedures The enclosed grading guidelines present general recommendations for site grading operations and should be considered as part of this report. Approximately three (3) of slopewash and weathered paralic deposits are anticipated to require removal and recompaction. This may vary and some locally deeper areas may be encountered. On transition lots or those with fill less than ten (10) feet in depths, the base of the fill should slope at a gradient no stepper than 3 (horizontal) to I (vertical). Cut areas and shallow fill areas 1k C COTEIC I 1W Mr. William King February 3. 2014 Carlsbad, Cailfonila Project No.: 3438.SD3 Is Geotechnkzl Upthte said Plan Review Page 3 of 7 on building pads should be over-excavated a minimum of 5 feet of below finish grade and returned to grade as engineered fill. Septic systems, buried foundations or other features associated with the existing residence on the remainder parcel could be encountered during grading if so appropriate recommendations can be offered at that time. Care should be taken not to impact adjacent properties during site grading this particularly true during needed removals. Seismic Design Parameters Current ground accelerations determined from the USGS Website, Earthquake Hazards Program vary from the values presented in our prior report. Current values are provided below. The site is located at latitude 33.1690 and longitude 117.3381. Site spectral accelerations (Ss and SI), for 0.2 and 1.0 second periods and 2 percent probability of exceedance in SO years (MCE) was determined from the USGS Website, Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States. The site is considered a Site Class MC" The results are presented in the following table: SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, Ss (g) 1.030 Mapped 1.0 sec Period Spectral Acceleration, S (g) 0.434 Site Coefficient, Fa 1.00 Site Coefficient, Fv 1.00 Maximum Considered Earthquake Spectral Response Acceleration Parameter at 0.2 Second, SMS (g) 1.030 Maximum Considered Earthquake Spectral Response Acceleration Parameter at I second. SMI (g) 0393 Design Spectral Response Acceleration Parameter for 0.2 Second, SDS (g) Design Spectral Response Acceleration Parameter for 1.0 Second, SDI (g) 10.395 0.753 Seismically resistant structural design in accordance with local building ordinances should be followed during the design of the structures. The California Building Code (CBC) has been developed to reduce the potential for structural damage. However, as the result of ground shaking generated by nearby earthquakes some level of damage and associated economic consequences are considered likely in this general area. ....Q C EOTEK Mr. William King Carlsbad, California Geotedwaml Upthte and Plan Review Februasy 3,2014 Project No.: 3438-SD3 Page 4 of 7 Foundation Design Criteria Preliminary foundation design criteria for a conventional foundation system, in general conformance with the 2013 CBC and California Residential Code, are presented herein. These are typical design criteria and are not intended to supersede the design by the structural engineer. These recommendations also due not apply to areas that are delineated to have strucw setbacks. Per the CBC site soils tested are not considered to be expansive sells. Below are preliminary foundation recommendations assuming these conditions. If soils that are considered to be expansive are placed in the upper portions of the fill then modified recommendations would be required. Additional laboratory testing should be performed at/near the completion of site grading to verify the expansion potential of the subgrade soils. A summary of our preliminary foundation design recommendations are presented in the table below: TABLE I - MINIMUM DESIGN REQUIREMENTS DESIGN PARAMETER EKZO & P1<20 Foundmon Depth or MInimum Perimeter Beam Supporting I Floor —12 Depth (Inches below lowest a4acent grade) Supporting 2 floors —18 Mmimum Soil Embedment (Inches) 12 Foundation Width (Inches) Supporting I floors —12 Supporting Floors— IS Minimum Slab ThIckness (Inches) 4 (actual) Minimum Slab Reinforcing No.3 rebar 24" on-center, placed In middle third of slab Minimum Footing Reinforcement Two (2) No.4 Reinforcing Bars One (I) top and one (I) bottom Presaturatlon of Subgrade Soil Not Specific (Percent of OptimumlDepth in Inches) Wetted prior to pouting concrete It should be noted that the above recommendations are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions. The following criteria for design of foundations should be implemented into design: ....Q 0 EOTEI( Mr. William King Februaty 3. 2014 Carlsbad, California Project No. 3438-SD3 . Geoteclinlcal Update and Plan Review Page 5 of 7 I. An allowable bearing capacity of 2000 pounds per square foot (psf) may be used for design of continuous and perimeter footings at least 12 inches deep and 12 inches wIde and pad footings 24 Inches square and 12 inches deep. This value may be increased by 200 pounds per square foot for each additional 12 Inches In depth and 100 pounds per square foot for each additional 12 inches In width to a maximum value of 3,000 psi. AddidonaIly, an increase of one-third may be applied when considering short-term live loads (e4. seismic and wind loads). The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 2.500 psf for footings founded on engineered fill A coefficient of friction between soil and concrete of 0.25 may be used with dead load forces. The upper one foot of soil below the adjacent grade should not be used in calculating passive pressure. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. A grade beam, 12 inches wide by 12 inches deep (minimum), should be utilized across large opening or garage entrances The base of the grade beam should be at the same elevation as the bottom of the adjoining footings. Isolated exterior footings should be tied back to the main foundation system in at least one (I) orthogonal directions. It should be noted that additional recommendation may be needed in the event that deepened foundations (i.e. piers/caissons) are determined to be needed in setback areas. Miscellaneous Foundation Recommendations I. To minimize moisture penetration beneath the slab on grade areas, utility trenches should be backfllled with engineered flU, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge. Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly compacted and tested. The excavations should be free of loose/sloughed materials and be neatly trimmed at the time of concrete placement Under-slab utility trenches should be compacted to project specifications. Compaction should be achieved with a mechanical compaction device. If backfill soils have dried our, they should be thoroughly moisture conditioned prior to placement in trenches. Utility trench excavations should be shored or laid back in accordance with applicable CALIOSHA standards. S. On-site materials may not be suitable for use as bedding material, but will be suitable as backfill. Jetting of native soils will not be acceptable. 'P~ C EOTEK Mr. William King Februaiy 3. 2014 Carlsbad. California Prcleu No.. 3438-SD3 Geatednlcal Update and Plan Review Page 6 all Settlement The anticipated total and differential settlements are estimated less than I Inch and 1/2 inch over 40 feet of horizontal distance, respectively. Foundation Set Backs Minimum setbacks to all foundations should comply with the 2010 CBC. Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements.- The outside bottom edge of all footings should be set back a minimum of H13 (where H is the slope height) from the face of any descending slope. The setback should be at least 1 feet and need not exceed 40 feet The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. The bottom of any existing foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation. Moisture and Vapor Retarding System A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable. As a minimum, the capillary break and moisture retarder should be in conformance with the 2013 CBC Section 1907.1 or, if adopted by the local agency, the California Green Building Standards Code (CALGreen) Section 4.505 It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as the result of construction related punctures (e.g. stake penetrations, team punctures from walking on the aggregate layer. etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more puncture resistant than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant It is GeoTek's opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be used. Moisture and vapor retarding systems constructed in compliance with Code minimums provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate It. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used. Ultimately, the vapor retarding system should be comprised of suitable elements to limit migration of water and reduce transmission of water 'All, C EOTEK Respecthiffy Submitted, GeoTek, Inc. Chris E Ullback, Professional Ens S Mr. William King Fthramy 3,2014 Carlsbad, California Protect No: 3438-03 Geotechnlcal Update and Plan Review Page 7 of 7 vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e. thidmess composition; strength, and permeance) to achieve the desired performance level. Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation. Pavement Design The plans indicate that pavement widening will be performed on both James Drive and Buena Vista Way. Four (4) inches of asphaltic concrete (AC) on six (6) inches of aggregate base (AB) is shown for both widenings. Per the City of Carlsbad Standards as indicated in Table A Street Design Standards based on the right of way width both streets would be considered to be cul- de-sacs having traffic indices (TI) of 4.5. However, it is our understanding that the City has indicated both streets are considered as having a TI of S.O. The indicated 4"AC on 67AB is likely more than sufficient for the anticipated R-Value conditions. Assuming an R-Value of 25 with a traffic index of 5.0 a section of 4"AC on 4"AB would be sufficient and meet City minimum standards. The 4"AC on 67AB section would accommodate a subgrade condition with and R-Value of 13 or greater. R-Value testing when the subgrade is exposed should be performed to assess the actual condition and final required sections. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, please do not hesitate to call the undersigned. Distribution: I addressee I Mr Robert 0. Sukup via Eimall ,a G EOTEK I RECEIVED MAR 212O13 CITY OF CARLSBAD • PLANNING DIVISION I UPDATE GEOTECaNICAL EVALUATION FOR PROPOSED PARCEL SuBDIvIsIoN BUENA VISTA DRiVE AND JAMEs DRiVE CARLSBAD, CALIFoRNIA 1 • PREPARED FOR WALTERS LAND SURVEYING 606 CA.ssmy STREET, SUITE B OCEANSIDE, CALIFoRNI4,.92054 PREPARED BY GEOTEK, 1384 POINSETTIA AVENUE VISTA, C oRrIA 92081 PROJECT No.: 2643SD3 NOVEMBER 19, 2004 I Geotechnical 0 1384 Poinsetta Ave., Suite A Vista, CA 92081-8505 (760) 599-0509 FAX (760) 599-0593 K, INC. Environmental Mate:rials November 19, 2004 Project No.: 2643SD3 Walters Land Surveying 606 Cassidy Street, Suite B Oceanside, California 92054 Attention: Mr. John Walters Subject: Update Geotechnical Evaluation Proposed Parcel Subdivision Buena Vista Drive and James Drive Carlsbad, California U I As requested and authorized, GeoTek, Inc. (GeoTek) is pleased to provide herewith an updated geotechnical report for the parcel located northwest of the intersection of Buena Vista Drive and James Drive, in the City of Carlsbad, California. This report presents the results of I our investigation, discussion of our findings, and provides geotechnical recommendations for foundation design and construction. In our opinion, the proposed development of the site appears feasible from a geotechnical viewpoint provided that the recommendations included I herein are incorporated into the design and construction phases of the project. Our previous reports regarding the same subject may be considered superseded and are no longer referenced or considered to be required for review. The opportunity to be of service is sincerely appreciated. If you should have any questions, I please do not hesitate to call our office. I Respectfully submitted, / GeoTek, Inc. No. 2641 q P_.i9!3OlQ5 II ( No Exp. 1 . EG 2248 1 ii / / ios Jeffrey P. Blake, Sjmon L Saild, 4i*OF CALIf I EG 2248, Exp. 10/31/ GE 2641, Exp. 9/30/05 Project Manager Senior Engineer 1 (4) Addressee G: !Projects !Projects 2000 to 2999%Prajec:s 260010 264912643 Walters Land SuwysWfpdzeVeo,p:4oc I ARIZONA CALIFORNIA IDAHO NEVADA *ALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 ProDosed Parcel Subdivision Pane i TABLE OF CONTENTS 1 I. .................................................... .................... .... - ..... ............................................................ 1 2. PURPOSE AND SCOPE OF SERVICES .........1 SITE DESCRIPTION AND PROPOSED DEVELOPMENT......................................................................... 2 I 3.1 SITE DESCRIPTION ................................................................................................................................... 2 3.2 PROPOSED DEVELOPMENT .............................................................................................................................. 2 FIELD EXPLORATION AND LABORATORY TESTING ....................................... ....... . .... .................... 2 I 4.1 FIELD EXPLORATION ......................................................................................................................................2 4.2 LABORATORY TESTING...................................................................................................................................3 GEOLOGIC AND SOILS CONDITIONS ........................................................................................................3 I 5.1 GENERAL .......................................................................................................................................................3 I 5.1.1 Slopewosh ............................................................................................................................................ 3 5.1.2 Terrace Deposits.................................................................................................................................3 I 5.2 SURFACE AND GROUND WATER....................................................................................................................3 5.3 FAULTING AND SEISMICITY...........................................................................................................................4 5.4 OTHER SEISMIC HAZARDS ................. 4 CONCLUSIONS AND RECOMMENDATIONS .................................................... .............. ............... I 6.1 EkRTHwORK CONSIDERATIONS ...................................................................................................................... 6 6.1.1 General Grading Guidelinel. ............................................................................................................... 6 6.2 DESIGN RECOMMENDATIONS ........................................................................................................................7 I 6.23 Foundation Design Criteria.. ............................................................................................................... 7 6.2.2 Foundation Set Backs..........................................................................................................................8 6.2.3 Slab-On-Grade .................................................................................................................................... 9 I 6.3 CONCRETE CONSTRUCTION...........................................................................................................................9 6.3.1 General............................................................. ...................................................... .............................9 6.3.2 Cement Type ........................................................................................................................................ 9 6.3.3 Concrete Elatwork ........................................ . ..................................................................................... 9 I 6.3.4 Concrete Cracking ........................................... . .................................................................................. 9 6.4 RETAINING W.u. DESIGN AND CONSTRUCTION .........................................................................................10 6.4.1 General Design Criteria....................................................................................................................10 I 6.5 POST CONSTRUCTION CONSIDERATIONS ........................................................................................ 11 6.5.1 Landscape Maintenance and Planting..............................................................................................11 6.5.2 Drainage...........................................................................................................................................12 6.6 PLAN, REVIEW AND CONSTRUCTION OBSERVATIONS...................................................................................12 LIMITATIONS ............. - ................................ ... 13 S. SELECTED REFERENCES ............................................................................................................................14 ENCLOSURES Fiore I - Site Location Map Figure 2— Trench Location Plan Annendix A - Logs of Exploratory Borings Aoendix B - Results of Laboratory Testing WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision . Pafle I AD 1. DifENT I development. It is the intent of this report to aid in the design and construction of the proposed Implementation of the advice presented in Section 6 of this report is intended to reduce risk associated with construction projects. The professional opinions and I geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or construction. I after The scope of our evaluation is limited to the area explored that is shown on the Boring I. Location Plan (Figure 2). This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope I is based. on our understanding of the project and the client's needs, and geotechnical engineering standards normally used on similar projects in this region. I 2. PURPOSE AND SCOPE OF SERVICES The purpose of this study was to provide a geotchtiica1 evaluation based on current site i conditions and an updated site plan. Our previous report dated August 2, 2004 regarding the I same parcel should be considered superseded and no longer required for reviw with the governing authorities on this project. Our evaluation for this site consisted of the following: > Research and review of available published data regarding geologic and soil conditions at the site. I > Site exploration consisting of the excavation, logging, and sampling of 4 exploratory borings. > Review and evaluation of site seismicity, and > Compilation of this report. which presents our findings, conclusions, and I recommendations for site development. WALTERS LAND SURVEYiNG Project No.: 2643 SD3 Update Geotechnical Evaluation November 19, 2004 i Proposed Parcel Subdivision Pa2e 2 1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The subject site is located to the northwest of the intersection of Buena Vista Drive and James Drive, in the City of Carlsbad, San Diego County, California. An existing single- family residence currently occupies the western portion of the site. This evaluation is specific to the eastern portion of the site planned for the development. The project area is mostly vacant land that measures approximately one acre. Access to the site is readily available off of Buena Vista Drive. The site topography gently slopes to the east. Site vegetation is relatively sparse with a few large trees. 3.2 PROPOSED DEVELOPMENT.. It is our understanding that the site is proposed for three new single-fmily residences as part of a four parcel developments. Grading plans provided by Walters Land Surveying (Figure 2), untitled and undated were provided for this update report. Cuts and fills depths of up to 12 feet will be required to achieve finish grades. Cut and fill slopes up to 15 feet in height are planned. It is assumed that the proposed residences will be one or two-story wooden frame structures with conventional slab on grade type foundations. 4. FIELD EXPLORATION AND LABORATORY TESTING 4.1 FIELD EXPLORATION The field exploration was conducted on July 16, 2004. The four exploratory borings were excavated with a limited access drill rig to a maximum depth of 11.5 feet and terminated primarily due to encountering dense formational materials. A geologist from our firm logged the excavations and collected representative soil samples for further laboratory testing. The logs of the exploratory borings are included in Appendix A. The locations of the exploratory borings are shown on Figure 2. r-. WALTERS LAND SURVEYING Project No.: 2643SD3 - Update Geotecbuical Evaluation November 19, 2004 proposed Parcel Subdivision Page 3 S 1 4.2 LABORATORY TESTING F Laboratory testing was performed on selected-disturbed and relatively undisturbed samples I collected during our field investigation. The purpose of the laboratory testing was to confirm: the field classification of the soil materials encountered and to evaluate their physical I properties for use in the engineering design and analysis. The results of the laboratory-testing program along with a brief description and relevant information regarding testing procedures I are included in Appendix B. I 5. GEOLOGIC AND SOILS CONDITIONS 5.1 GENERAL I A brief description of the earth materials encountered is presented in the following sections of this report. A more detailed description of these materials is provided on the exploratory borings included in Appendix A. 5.1.1 Slopewash J The slopewash layer constitutes up to 2 feet of the surficial materials. The slopewash is described as brown silty sand. Based on our experience and testing on similar soils, these i materials posses a very low expansion potential (EI<21) in accordance with Table 18-I-B of I the 2001 California Building Code (CBC). 5.1.2 Terrace Deposits The Pleistocene aged Terrace Deposits underlie the surficial materials at this site. These sedimentary materials were encountered to the maximum depths explored of 11.5 feet below existing grade and consisted primarily of reddish-brown silty sand. Based on our experience and laboratory testing, these materials posses a very low expansion potential (EK21). 5.2 SURFACE AND GROUND WATER I No surface water or ponding was observed at the time of the field investigation. Overall site drainage is generally to the east. All site drainage should be reviewed and designed by the project civil engineer. RIK WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Pronosed Parcel Subdivision Page 4 Groundwater was not encountered in our exploratory excavation. No natural groundwater condition is known to be present which would impact site development. However, groundwater or localized seepage can occur due to variations in rainfall, irrigation practices, and other factors not evident at the time of this investigation. 5.3 FAULTING AND SEISMICITY The site is in a seismically active region. No active or potentially active fault is known to exist at this site nor is it situated within an Aiquist-Priolo Earthquake Fault Zone (Special Studies Zone). The Newport-Inglewood (offshore) Fault is the nearest known active fault located approximately 5.6 miles west of the site. The computer program EQFATJLT, version 3.00 (Blake 1989, updated 2000) was used to determine the distance to known fat4ts and estimate peak ground accelerations. The Newport-Inglewood (offshore) Fault is considered to represent the highest risk to generate ground shaking. A maximum seismic event of magnitude 6.9 is postulated based on a deterministic analysis. The estimated peak site acceleration is 0.42g. Seismically resistant structural design in accordance with local building ordinances should be followed during the design of all structures. Building Codes have been developed to minimize structural damage. However, some level of damage as the result of ground shaking generated by nearby earthquakes is considered likely in this general area. For the purpose of seismic design a Type B seismic source at a distance of 9.0 km from the site may be used. Shown in Table 5.3 .1 below are seismic design factors in keeping with the criteria presented in the 2001 California Building Code (CBC), Division N & V, Chapter 16. TABLE 5.3.1 - SEISMIC DESIGN PARAMETERS Soil Profile Seismic Parameters Type C. C, Na N, Source Type Source Table 16) 16Q 16R 16S I6T 16U Value Sc 0.40 0.56 1.0 1.1 B 5.4 OTHER SEISMIC HAZARDS The liquefaction potential on the site is considered to be very low due to the dense nature of the subsurface soils and lack of a shallow groundwater. I i. I. I I 1 I WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision Pate 5 The potential for secondary seismic hazards such as seiche and tsunami are considered to be negligible due site elevation and distance from all open body of water. Evidence of ancient landslides or slope instabilities at this site was not observed during our investigation. Accordingly, the potential for landslides is considered low. a WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 - pposed Parcel Subdivision Page 6 6. CONCLUSIONS AND RECOMMENDATIONS The proposed development of the site appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into the design and construction phases of development. 6.1 EARTHWORK CONSIDERATIONS 6.1.1 General Grading Guidelines 6.1.1.1 Grading and earthwork should be performed in accordance with the local grading ordinances, applicable provisions of the 2001 California Building Code (CBC), and our recommendations preseziièd herein. 6.1.1.2 Prior to site grading, a preconstruction conference should be held at the site to discuss earthwork considerations and compliance with the recommendations presented herein. At a minimum, the owner, grading contractor, civil engineer and geotechnical engineer should be in attendance. 6.1.1.3 The grading contractor should take all precautions deemed necessary during site grading to maintain adequate safety measures and working conditions. All applicable safety requirements of CAL-OSHA should be met during construction. 6.1.1.4 site preparation should start with the rcmpva1 of deleterious materials and vegetation and disposed properly off site. 6.1.1.5 Temporary excavations within the onsite formational materials should be stable at 1H: 1V inclinations for short durations during construction, and where cuts do not exceed 10 feet in height. 6.1.1.6 The top 2 to 3 feet of alluvial materials are relatively dry and potentially compressible, thus they should be removed and recompacted beneath all settlement- sensitive structures. Depending on actual field conditions encountered during grading, locally deeper areas of removal may be necessary. The lateral extent of removal beyond the outside edge of all settlement-sensitive structures/foundations should bç.equivalent to that vertically removed. Similarly, all compacted fill should extend laterally from the outside edge of foundations to a distance equal to the depth of fih1ing. WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 I Pronosed Parcel Subdivision Paae 7 1 6.1.1.7 Excavations in the on site materials within the depth explored of 11.5 feet should be generally accomplished with heavy-duty earthmoving or excavating equipment. 1 6.1.1.8 The on-site materials are considered suitable for reuse as compacted fill provided - they are free from vegetation, roots, and cobbles and boulders greater than 6 inches in diameter. The earthwork contractor should ensure that all proposed excavated materials to be used for backfiuing at this project are approved by the soils engineer. 6.1.1.9 .Any undercut areas should be brought to final grade elevations with fill compacted in I layers no thicker than 8 inches compacted to at least 90 percent of maximum dry density at near optimum moisture content, as determined in accordance with ASTM Test Method D1557-00. Prior to receiving fill, the bottom of excavation should be I scarified to a depth of 6 inches; moisture conditioned, and recompacted to at least 90 percent of maximum dry density. I 6.1.1.10 Where fill is being placed on slopes steeper than 5:1, the fill should be property benched into the existing slopes and a sufficient size keyway shall be constructed in accordance with the recommendations of the soils en2ineer. 6.1.1.11 Proposed cut and fill slopes on the site are designed to a maximum height of approximately 15 feet. Based on 2:1 gradients or flatter, these slopes should exhibit a minimum factor of safety of 1.5:1 for an overall gross stability. All cut slopes or backcut excavations should be geclogically mapped during grading to check for the presence of potentially adverse geologic conditions. 6.2 DESIGN RECONDATIONS 6.2.1 Foundation Design Criteria Foundation design criteria for conventional slab-on-grade system in conformance with the 2001 CBC are presented in Table 6.3.1, below. These are typical design criteria and are not intended to supersede the design by the structural engineer. The majority of the onsite materials are classified as very low expansion soils. Laboratory testing of soils near finish grade should be performed at the completion of site grading to verify the actual conditions. We anticipate that the compacted fill soils will typically possess very low (0<zE1<21) and Plastic Index (P1) of less than 15. Thus, we recommend that drawings be prepared for the soil conditions presented in the Table 6.3.1 below. Actual as graded conditions will determine the applicable foundation design criteria. WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Pronosed Parcel Subdivision Pane 8 TABLE 63i - MTNIMTJM DESIGN CRITERL& - El. <20 DESIGN PARAMETER P1. 15 Foundation Depth or Perimeter Beam depth One Story— 12 (inches below lowest adjacent grade) Two story —18 Foundation Width (Inches) One Story —12 Two story—IS Maximum Beam Spacing (feet) NA IC NA (Cantilevered length as soil function) Minimum Slab Thickness (inches) 4 Presaturation of subgrade soil (% of Subgrade to be well wetted before pouring concrete Optimum/Depth in inches) An allowable bearing capacity of 2500 pounds per square foot (psf), nc1uding both dead and Eve loads, may be used if footings lar6 designed in accordance with the above criteria. The I allowable bearing value may be increased by one-third when considering short-term live L. loads (e.g. seismic and wind loads). The passive earth pressure may be computed as an equivalent fluid having a density of 150 - psf per foot of depth, to a maximum earth pressure of 2000 psf. A coefficient of friction between soil and concrete of 0.30 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced - by one-third. 6.2.2 Foundation Set Backs Where applicable, the following foundation setbacks should apply to all foundations. Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements: 6.2.2.1 The outside bottom edge of all footings should be set back a minimum of HJ3 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 20 feet. 6.2.2.2 The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. I . I I. WALTERS LAND SURVEYING Project No.: 26435D3 Update Geotecbnical Evaluation November 19, 2004 Proposed Parcel Subdivision Pate 9 6.2.2.3 The bottom of any existing foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation. 6.2.3 Slab-On-Grade Where applicable, concrete slabs should be a minimum of 4 inches thick and reinforced with No. 3 steel bars placed at 24 inches on center, both ways. The slab reinforcement should be positioned at mid-height within the concrete slab. Control joints should be provided to help minimize random cracking. Where moisture condensation is undesirable, all slabs should be underlain with a minimum 10 mil polyvinyl chloride membrane, sandwiched between two layers of clean sand, S.E. 30 or greater, each being at least two inches thick. Care should be taken to adequately seal all seams and not puncture or tear the membrane. The sand should be proof rolled. 6.3 CONCRETE CONSTRUCTION 1 6.3.1 General Concrete construction should follow the CBC and AC! guidelines regarding design. mix I placement and curing of the concrete. If desired, we could provide quality control testing of the concrete during construction. 6.3.2 Cement Type - Laboratory testing indicates that the sulfate content of the soil tested is less than 0. IQ%, I which is considered to be negligible in accordance with Table 19-A-4 of the CBC. Cement Type U or equivalent may be used. 6.3.3 Concrete Flatwork Exterior concrete flatwork (patios, walkways, driveways, etc.) is often some of the most visible aspects of site development. They are typically given the least level of quality control, being considered "non-structural" components. Cracking of these features is fairly common due to various factors. While cracking is not usually detrimental, it is unsightly. We suggest that the same standards of care be applied to these features as to the structure itself. 6.3.4 Concrete Cracking Concrete cracks should be expected. These cracks can vary from sizes that are essentially unnoticed to more than 1/8 inch in widtlI Most cracks in concrete while unsightly do not significantly impact long-term performance. While it is possible to take measures (proper concrete mix, placement, curing, control joints, etc.) to reduce the extent and size of cracks WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 I Proposed Parcel Subdivision Pane 10 that occur, some cracking will occur despite the best efforts to minimize it. Concrete; undergoes chemical processes that are dependent on a wide range of variables, which are difficult, at best, to control. Concrete, while seemingly a stable material, also is subject to internal expansion and contraction due to external changes over time. One of the simplest means to control cracking is to provide weakened joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point for the stresses that develop. These joints are widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced. We would suggest that control joints be placed in two directions spaced the numeric equivalent of two times thickness of the slab in inches changed to feet (e.g. a 4 inch slab would have control joints at 8 feet centers). As a practical matter, this is not always possible nor is it a widely applied standard. 6.4 RETAINING WALL DESIGN AND CONSTRUCTION 6.4.1 General Design Criteria Recommendations below may :be applied to typical. masonry or concrete vertical retaining walls to a maximum height of 10 feet. Additional review and recommendations should be requested for higher walls. - - 6.4.1.1 Recommendations were developed assuming that wall backfill placed within a 1 to 1 projection behind any wall is comprised of onsite soils with a very low expansion potential. The backfill materials should be placed in lifts no greater than 8-inches in thickness and compacted at 90% relative compaction at optimum moisture content or higher. Backfill soil should be properly drained to prevent buildup of hydrostatic pressures. 6.4.1.2 Retaining walls embedded a minimum of 18 inches into compacted fill or formational materials should be designed using a net allowable bearing capacity of 2,500 psf. An increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). 6.4.1.3 The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient of friction between soil and concrete of 0.40 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19,2004 I Proposed Parcel Subdivision Pane II 1 6.4.1.3 The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient of friction between soil and concrete of 0.40 may be used with dead. load forces. I When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 1 6.4.1.4 An equivalent fluid pressure approach may be used to compute the horizontal active pressure against the wall. The appropriate fluid unit weights are given in Table 6.5.1 I below for specific slope gradients of retained materials. TABLE 6.5.1 - ACTIVE EARTH PRESSURES I Surface I I Slope of Retained Materials H:V) Equivalent Fluid Pressure PF) Level 33 '2:1 45 The above equivalent fluid weights do not include other superimposed loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions. 6.5 POST CONSTRUCTION CONSIDERATIONS 6.5.1 Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can minimize erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Over watering should be avoided. The soils should be maintained in a solid to semi-solid state as defined by the materials Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. An abatement program to control ground-burrowing rodents should be implemented and maintained. This is critical as burrowing rodents can decreased the long-term performance of slopes. ovv 11-1:44 WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision Paae 12 I It is common for planting to be placed adjacent to structures in planter or lawn areas. This I will result in the introduction of water into the ground adjacent to the foundation. This type of:landscaping shouidbe avoided. if used, then extreme care should be exercised with regard to the irrigation and drainage in these areas. Waterproofing of the foundation and/or I subdrains may be warranted and advisable. We could discuss these issues, if desired, when plans are made available. 6.5.2 Drainage The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground. Pad drainage should be directed toward approved area(s). Positive drainage should not be blocked by other improvements. Even apparently minor changes or modifications can cause problems. 6.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS We recommend that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that GeoTek representatives be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations. These representatives should perfbnn at least the following duties: Observe site clearing and grubbing operations for proper removal of all unsuitable materials. Observe bottom of removals prior to fill placement. Evaluate the suitability of on-site and import materials for fill placement, and collect soil samples for laboratory testing where necessary. Observe the fill for uniformity during placement including utility trenches. Also, test the fill for field density and relative compaction. Observe and probe foundation materials to confirm suitability of bearing materials and proper footing dimensions. If requested, GeoTek will provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision Pape 13 I project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. I 7. LIMITATIONS I The materials observed on the project site appear to be representative of the area; however, I soil and becfrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing I or recommendations performed or provided by others. I Since our recommendations are based the site conditions observed and encountered, and laboratory testing, our conclusion and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to I allow for .any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards Of practice are subjeàt to change with time. WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19. 2004 Pronosed Parcel Subdivision Pane 14 SELECTED REFERENCES 1. ASTM, 200, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for I ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and vol. 4.09 for ASTM test method D-4943 to highest number. 1 2. Blake, T.,,1,989, "EQFAULT, version 3.00, updated 2000", a Computer Program for Deterministic Estimation of Maximum Earthquake Event and Peak Ground Acceleration. 1 3. California Code of Regulations, Title 24, 1998 "California Building Code," 3 volumes. California Division of Mines and Geology (CDMG), 1997, "Guidelines for Evaluating I and Mitigating Seismic Hazards in California," Special Publication 117. California Division of Mines and Gëblogy (CDMG), 1998, Maps of Known Active Fault I Near-Source Zones in California and Adjacent Portions of 'Nevada: International Conference of Building Officials: California Division of Mines and Geology (CDMG), 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate i-Oceanside, San Luis Rey, and San Marcos 7.5 Quadrangles, Plate 2-Encinitas and Rancho Santa Fe 7.5 Quadrangles - GeoTek, Inc., In-house proprietary information. 1 8. Seed. RB., and Tokimatsu, K.. Harder, L.F., and Chung, R.M., 1985, "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations," Journal of the Geotechnical I Engineering Division, American Society of Civil Engineers, vol. 111, no. GTI2, pp. 1425- 1445. I 9. Youd, T. Leslie and Idriss, Izzmat M., 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, National Center for Earthquake Engineering Research, Technical Report NCEER-97-0022. .1 I iK :\ _ MAD arAf .APProxImatejJ I r •.,. OU .. • 4 t . f 1Dr LocaLlo" of. PLZAI SITE ' 'w & ez FO U CAM NY - ..4 ..••.• • • - - \S I . ••c1 RD \:.... •. •-... L'.. . •00 •G, " SIM EUM ST k Ono I 'R I b g • ' I • • . -i I In. - 2ar t. Source: The Thomas Brothers Guide, 2004 Edition. Walters Land Surveying . Figure 1 S Proposed Residential Project Site • Buena Vista Drive and James Drive L Carlsbad, California 92008 V. Location 1384 Poinsettia Avenue, Suite A GeoTek.wnber: 2643-SD3 Map Vista, California 92081-8505 45 L t I • iai' , - -pA1M i •1t r ----- ••-J------- -Ii/ / \ --------_L 1701 t —75-------L-_ -- L bG - I • . - / SO I.. I - - ••- c -. - ? , - -r k -- - • 'U- LEGEND Source: Walters Land Surveying - B • Approximate location of 4 exploiatory Soting Walters Land Surveying Proposed Residential Project Exploratory Buena Vista Drive and James Drive p JT' Carlsbad, California 92008 Boring Location INC. Plan 13841 Avenue, Suite A LLeoakNurnber:2643SD3 Vista, California 92081-8505 1 1 I. I I I 1 APPENDIX LOGS OF EXPLORATORY BORINGS I I. I I F Proposed Parcel Subdivision Carlsbad, California Project No.: 2643SD3 WALTERS LAND SURVEYING APPENDIX A Update Geotechnical Evaluation November 19, 2004 Prot,osed Parcel Subdivision Pate A-i A - FIELD TESTING AND SAMPLING PROCEDURES The Standard Penetration Test (SPT) The SPT is performed in accordance with ASTM Test Method D 1586-99. The SPT sampler is j typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The split-barrel sampler has an external diameter of 2 inches and an unlined internal diameter I of 1-318 inches. The samples of earth materials collected in the sampler are typically classified in the field, bagged, sealed and transported to the laboratory for further testing. The Modified Split-Barrel Sampler (Ring) The Ring sampler is driven into the ground in accordance with ASTM Test Method D 3550-84. The sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. Large Bulk-Samples Bulk samples are normally bags of representative earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. Small Bulk Samples Plastic bags samples are normally airtight and contain less than 5 pounds in weight of representative earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. B-BORING LOG LEGEND The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of borings: SOILS USCS Unified Soil Classification System f-c Fine to coarse f-In Fine to medium GEOLOGIC B: Attitudes Bedding: strike/dip 1: Attitudes Joint: strike/dip .C: Contact line Dashed line denotes approximate USCS material change Solid Line denotes approximate unit / formational change Thick solid line denotes approximate end of boring (Additional denotations and symbols are provided on the logs of borings) Geolek, Inc. LOG OF EXPLORATORY BORING CLIENT: Wafters Land Swvwp DRILLER: ScutitCoast 0,0mg LOGGED BY: its PROJECT NAME: Buena VislalJamea Drive DRILL METHOD: r Sold Stem Auger OPERATOR:Roger PROJECT NO.: 2643S03 HAMMER: 140 lb WI 3ff' droo RIG TYPE: Limited Access w,catnead LOCATION: See Site Plan DATE: - - 7115104 - SAMPLES S Laboratory Testing k- BORING NO:B,1 TL 7.sp ____ a MATERIAL DESCRIPTION AND COMMENTS -J - - - - Slopewash j SM Brown, dry, loose to medium dense, silty fine SAND; abundant gophe - I holes - - Terrace Deposits - - SM, Reddish-brown, dry to moist, medium dense. silty f-rn SAND; orange mottling, manganese staining, weakly cemented 16 22 27 9I-1 6.2 113 SHEAR 18 27 @ 5.5 feet becomes dense; moist . 32 BI-2 8.3 112 10 17 - 25 31 6.2 115 HOLE TERMINATED AT 11.5 FEET No groundwater observed - Hole backfihled with soil cuttings 15 20 25 Sample type: —Ring —SPT Z_Small Bulk —l.arge Bulk D —No Recovery —Water Taitle -1 Lab , AL a Atterberg Limits El Expansion Index SA a Sieve Analysis flu. R.Vatue Test SR a Sutlatelflueistivlty Teal SN = Shear Test CO = Cansalidallon Well MD Maxlmtim Detail 'I I I I GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: Wflerá Land Suiveys DRILLER:.SflCstDg., LOGGEDBY: US PROJECT N*ME:5VislaljaniesD*ie DRILL METHOD: r Sew Stsin Auger OPERATOR:__________ PROJECT NO.: 2643S03 HAMMER. 14OlbwI3O then RIG TYPE: UmitedAessw1cathead LOCATION: See Ste Plan DATE: 1116104 — SAMPLES Is Laboratory Testing I If g BORING NO.: B-2 MATERIAL DESCRIPTION ANDCOMMENTS - - - - Stonewash SM Brown, thy, loose to medium dense, silty fine SAND; abundant gophe 12 holes 27 TerTace DeoDsits 50.4" 82.2 SM Reddish-brown, dry, very dense, silty fine SAND 2.9 117 @35 feet- difficult drilling 30 42 1 112-31 HOLE TERMINATED AT 5.5 FEET - No groundwater observed Hole bacidilled with soil cuttings 10. 20 - 25 = = Samole tvee: '-Ring •_.SPT Z._SmaD Bulk -'Large Bulk U ..No Recovery —Water Table l.ab testlne At. Aflatbv5 LJMle El Expansion Index SA Sieve Analysis RV It-Value Test SR = SulfateiResislivlty Test SN = Shear Test C" Considafion test MD = Maximian Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: Walteis Land Staveys DRILLER SeialhCoast 0,111mg LOGGED BY: TCS PROJECT NAME: Buena Vlstaljames Dave DRILL METHOD: 8_Solid Stem Auger OPERATOR: Roger PROJECT NO.: 2643503 HAMMER- 140 lb w/ 30' diso RIG TYPE: Limited Access wftathead LOCATION: See Site Plan DATE: 7118104 - SAMPLES 0 T - Laboratory Testing C. I BORING. NO.: B-3 H L j MATERIAL DESCRIPTION AND COMMENTS B 0 Slopewash SM Brown, thy, loose to medium dense, silty fine SAND; abundant gopher 5 holes 1 18 I W - Terrace Deposits 3-5 114 SM Reddish-brown, dry to moist, dense, silty f-rn SAND; orange moWing. manganese staining, weakly cemented X B3'2 El, Sulfate , 18 22 34 83-3 8.8 117 10 14 - 118 HOLE TERMINATED AT 11.5 FEET No groundwater observed - Hole backfilled with soil cuttings 15 - 20 25' Sample tvua: —Ring N —SPT Z—Small Bulk —Laige Bulk —No Recovery —Water Table 19 UI Lab _N AL = Alteioerg Limits El = Expansion Index SA = Sieve Analysis RV • R-Vatue Test es_an. SR = $11 Show Test Co - Consalidahan test MD Maximum Density I I Geolek, Inc. LOG OF EXPLORATORY BORING CLIENT. Wafters Land Sureys DRILL.5R SoutICoasl Drilling LOGGED BY: TCS PROJECT NAME: Buena VistalJames Diive DRILL METHOD: 6_Sold Stem Auger OPERATOR: _Roger PROJECT NO.: 26431103 HAMMER: l4Olbwlar drop RIG TYPE: Limited Acesswlnslhead LOCATION: See site Plan DATE: 7116104 - SAMPLES - Lnoratoiy Testing a ll f... BORING NO.: B-4 MATERIAL DESCRIPTION AND COMMENTS - - - - Slapewash Brown, thy, medium dense, silty fine SAND; abundant gopher holes • f - Terrace Deposits Reddish-brown, dry to moist, medium dense, silty f-rn SAND; orange mottling, manganese staining, weakly cemented - 7 iI 13 : 14 84-2 SA © 10 feet. becomes very dense 18 q 26 - HOLE TERMINATED AT 11.5 FEET - No groundwater observed - Hole backfihled with soil cuttings 15 20 25 — Sanmle "a 0 —iing I —SPT 0—Small Bulk —Latge Bulk —No Resaveiy —Water Table UI t.ab testing- AL = Altesberg Linths ., El Expansion Index SA Sieve Analysis RV = RValue Test - SR Sulfate!Resistivily Test SH Shear Test COO ConsolIdatIon test MD = Maximum Density I I I .1 I APPENDIX B I LABORATORY TESTING RESULTS i .1 p Proposed3 Parcel Subdivision I Carlsbad, California I Project No.: 2643SD3 I I I WALTERS LAND SURVEYJNG APPENDIX B Update Geotechnical Evaluation November 19. 2004 Provosed Parcel Subdivision Paae B-I I SUMMARY OF LABORATORY TESTING I c1assflcation Soils were classified visually according to the Unified Soil Classification System (ASTM Test Method D2487). The soil classifications are shown on the logs of exploratory trenches in I Appendix A. I Grain size distribution (particle size analysis) was performed on a selected sample in accordance with ASTM D422. Results of grain size analysis are shown included herein. I Expansion Index Expansion Index testing was performed on a representative soil sample. Testing was I performed in general accordance with ASTM Test Method D4829. Results are included herein. - I Direct-Shear Shear testing was performed in a direct shear machine of the strain-control type in general I accordance with ASTM Test Method D3080. The rate of deformation is approximately 0.03 inches per minute. The samples were sheared under varying confining loads in order to determine the coulomb shear strength parameters, angle of internal friction and cohesion. The I tests were performed on ring samples collected during our subsurface exploration. The shear test results are included herein. I Suifate Content The water-soluble sulfate content is measured in accordance with California Test No. 417. I The results indicate a sulfate content less than 0. 1, which is considered negligible as per Table - 19-A4 of the CBC. I In Situ Moisture and Unit Weight The field moisture content was measured in the laboratory on selected samples collected I during the field investigation. The field moisture content is determined as a percentage of the dry unit weight. Results of these tests are presented on the logs of exploratory borings in Appendix A. The dry density was measured in the laboratory on selected ring samples. The 1 results are shown on the logs of exploratory borings in Appendix A. I I I I I I .1 I I I . I I I Particle Size Distribution Report ulthhhlluuuilm____ Z IIIIH1UJOIN IIIILII1NII--11 ---I-'N-- IIBIH r COBBLES I % GRAVEL % SAND % SILT I % CLAY r 0.0 I 0.0 75.3 24.7 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) #16 100.0 #30 95.6 #40 79.7 #50 55.8 #100 31.4 #200 24.7 (no specification provided) Sample No.: Source of Sample: 114-2 ® 6.5' Date: 07/23/04 Location: B4-2 @ 6.5' Elev./Depth: Client: Walters Land Surveys [GeoTek, Inc. Project: Buena Vista Project No: 2643-5D3 Plate SA-1 100 90 80 70 LU 60 Z 50 LU C) LU 40 0 30 20 10 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm Soil Descriotion Reddish brown silty medium to fine SAND Afterbera Limits PL= LL= P1= Coefficients 085= 0.468 D60= 0.320 050= 0.272 030= 0.137 Di= Cu— cc_ Classification USCS= SM AASHTO= A-2-4(0) Remarks READINGS______ DATE TIME READING 712212004 8:27 0.161 7/22/2004 8:37 0.161 7/22/2004 8:38 0.160 7122/2004 8:43 0.160 7/2312004 7:24 0.158 Initial 10mm/Dry 1 mlnlWet 5 mm/Wet Random Final FINAL MOISTURE Weight of wet sample & tare Weight of dry sample & (are Tare % Moisture 1 179.57 168.49 8.14 8.3% . W6 &o ___ EK INC. EXPANSION INDEX TEST (ASTM 04829) Project Name: Buena Vista Tested/ Checked By: DC Lab No 1354 Project Number: 2643-S03 Date Tested: 712212004 Project Location: Sample Source: B3-2 @ 2.5' Sample Description: Reddish brown silly medium to fine SAND Ring Id: Ring Ola.": 4" Ring I Loading weight 5516. grams G H J K UF1ITY UI A Weight of compacted sample & ring B Weight of ring C Net weight of sample D Wet Density, th / ft3 (C0.3016) E Dry Density, lb I 113 (0/IF) SATURATION DETERMINATION Moisture Content, % (EF) (E1187.232) '' (1.-H) (62.41) (G/J) L % Saturation 8.3 998.2 0.72 0.28 17.3 57.7 Initial Moisture 1.9% Wet Wgt ?:?_ Dry Wgt 22 Tare 8.30 EXPANSION INDEX 0 (50% SATURATION) Tested DC Reviewed By DC PLATE El -1 A, 1384 Poinsettia Ave., Suite A, Vista, CA 92083 i[EK, INC. (760) 599-0509 FAX (760) 599-0593 SOIL SULFATE TEST (California -Test 417) Project Name: Buena Vista Tested/ Checked By: DC Lab No 1354 Project Number: 2643-SD3 Date Tested: 7/20/2004 Project Location: Sample Source; B3-2 @ 2.5 Sample Description: Reddish brown silty medium to line SAND Blank Sample Corrected Readina Readina Turbidity Turbidity of standard equal to 0 mg SO4 0.1 1 0.15 0.1 8.5 23.3 56.6 NTUs NTUs NTUs NTUs Turbidity of standard equal to I mg SO4 0.23 8.74 1 Turbidity of standard equal to 2 mg SO4 0.22 23.55 Turbidity of standard equal to 3 mg SO4 0.36 57 Blank= 1.56] wl BaCI = 2.34 Actual= 0.78 SmnI (rnh amp1e size (ml) -before diluting to 100mL & adding regents 20 ng of SO4 present in sample (from calibration curve) 0.09 0 0.78 L 3 0.78 yer Soluble Sufate = 0.001% I 1.0 Calibration Curve /H I! / -.-- Calflbratiori "Test Sample! I 0.5 0 - 0.1 i mgofSO4. lie Plate SL-1 B 5.5 5 4.5 4 3.5 3 2.5 2 1.5 0 0.5 ,1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 NORMAL STRESS (kaf) Shear Strength: 0 = 39.7 ° C = 1.35 ksf DIRECT SHEAR TEST Project Name: Buena Vista Sample Source: B1.1 @ 5' - Project Number: 2643-SD3 Date Tested: 07/23/04 Lt reddish brown silty medium Soil Description: to fine SAND I 1 I I. I I. .1 I I I I I Test No. Load (kg Water Content (%) Dry Density (pct) 1 1.4 6 107 2 2.8 6 107 3 5.6 1 6 1 107 PLATE SH-1 Notes: I -Tht soil specimen used in the shear box were samples collected during the field investigation. 2- Shear strength calculated at maximum load. 3. The tests were run at a shear rate of 0.05 inimin. R!W (,7icty of Carlsbad 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 No. & Name: DEV13013, KING PROPERTY Plan Check No.: CBR2017-2481 Project Address: 1610 BUENA VISTA WAY Assessor's Parcel No.: 1561426000 Project Applicant: KING COMMUNITY 02-27-96 (Owner Name) Residential Square Feet: New/Additions: 3,833 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 04/18/2018 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 knowledge, 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 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. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 FEW Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 FEW San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) L1 San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marceija (By Appt.only) FEN Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 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. The undersigned, being duly authorized by the applicable School District, certfE tht tie da,el over, builder, or owner has sathI tie ob i StiDnforscieoI fail i tis . This is to certfy Itet the ;VpI int listed an rage 1 has paid all amounts or completed other applicable school mittim d d ernin al by t le Sthool Us bict . The City may issue building permits for this project. Signature of Authorized School District Official: Date: Phone: 65 C I _3 3 1 -c?ra Title CARLSBAD UNIFIED SCHOOL DISTRICT Name of School 605 p GAMING REAl. CARLSBAD, CA 92009 .14 0'7 7) Building Division 1635 Faraday Avenue Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov 4 ^ Ak 741> CITY OF CAR LSBAD STORM WATER COMPLIANCE ASSESSMENT B-24. Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: U Building Permit U Right-of-Way Permit U. My project is categorically. EXEMPT from Electrical Fire Additional the requirement to prepare a storm water pollution prevention plan (SWPPP) because it Fire Alarm only requires issuance of one or more of the Fixed Systems Mechanical following permit types: Mobile Home Plumbing Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria - tio/Deck Phot9oka ZOV1 Re-R8fiig Sign = 0LSt) Spa:FAr oN0014 Mater Discharge U My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier I - Low Threat Assessment Criteria U 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 disturbance; and/or Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 - Moderate Threat Assessment Criteria U My project does not meet any oftheSignificant Threat assessmentCriteria described belowand meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling 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 U My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or U My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, U 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 nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. "The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. Project Mdiess: Assessor Parcel. No.. l( to ovwA Yc'3P J11 1517 00 awnerlOwner's Authorized Agent Name: Trite: fUL5C( i*s(wc1 &tM411 Pt?o OwnedOmW Data: 10-17-17 City Concurrence: By: Date: - Project ID: DYES 13 NO B-24 Page 1 of 1 Rev.03/09 CITY OF CARLSO/0DAD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 1 REV 4/30/10 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 I Development Engineering 1635 Fa'ráday AvéiiuE 760-602-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment prionty projects incorporate Permanent Storm Water Best Management Practices (BMP s) into the project design per the City's Standard Urban Stormwater. Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.govlstandards. Initially this questionnaire must be. corn pleted by the applicant in advance of submitting for atdevelopment application (subdivision, discretionary permits and/oi constñictiOn permits). The results Of the qUestiOnnaire détérmine the level Of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome your. project will either be subject to Standard Stormwater Requirements or be subject to additional criteria 'called'Priority Development Project Requirements Many aspects of project site design are dependent upon the storm water standards applied to a project. I Your responses to the questionnaire represent an 'initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application lfstaff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water, standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions please seek assistance from Land Development EnginOering staff. A separate completed and signed questionnaire must be submitted for each new develOpment applicàtiOA submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire you must also complete sign and submit a Project Threat Assessment Form with construction permits for the project Please start by completing Step I and follow the instructions. When complOtéd, sign the foAn 'at, the end and submit this with your application to the city. I STEP .1 '' 60 TO BE COMPLETED FOR ALL PROJECTS 4 To determine if your project is a priority development project, please answer the following questions: YES NO Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes ortrails that meet the following criteria: (1) Designed and constructed to direct stom water runoff to adjacent végetateti areas, or other, non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from )( paved streets or roads OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? If you answered yes to one or more of the above questions then your project is NOT a priority development project and therefore is NOT, subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my proJect,does not meet PDP requirements" and complete applicant information. if you answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 1 Effective 6127/13 404131> CITY OF CARLSDt%D STORM WATER STANDARDS QUESTIONNAIRE E-34 DeveIoment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. I Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public orpnvate land. I Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. I Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commercd Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated now from the pmject to the ESA (i.e. not commingles with flows from adjacent lands).* Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. I Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of )t 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? I If you answered "yes' to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets POP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development I project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet POP requirements" box and complete applicant information. I E-34 Page 2 of 3 1 Effective 6127113 Z ^,A, Z! >> CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPEMENT PROJECTS ONLY Complete the questions below regarding your redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION U My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project Applicant Information and Signature Box Address: ((O MS 'l'm-i4r Applicant Name (.4C'7 /i-f Applicant Si9nature:a h._. Accessor's Parcel Number(s): 1%- l4z-o -60 Applicant Title: Date: Lo.11(7 This Box for City Use Only City Concurrence: I YES NO By: Date: Project ID: * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of 3 Effective 6/27/13 STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 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. 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. 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. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: 1610 Buena Vista Way Assessors Parcel Number: 156-142-60-00 Project ID:t•'-k:) t) -OZ Construction Permit No.912X) fl- 2.. Estimated Construction Start Date 1110 Ii Project Duration 05 Months Emergency Contact: Name: Julio Hernandez 24 hour Phone: 858.756.1191 Perceived Threat to Storm Water Quality o Medium El 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 STANDARD TIER I SWPPP Approved By: Date: CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER COMPLIANCE CERTIFICATE / My project is not in a category of permit types exempt from the Construction 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 nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) I My project will not result in 2,500 square feet or more of soils disturbance 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 sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to I 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). 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 I 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 PRACTICABLE 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 DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. rt( 4O(P W &S A ye" anit, CA OWNER(S)/OWNER'S AGENT NAME (PRINT) 4/1~9,04L-.1 4-147 :0 OWN R(S)/OWNER'S AGENT NAME (SIGNATURE) DATE E-29 Page 1 of 3 REV 4/30/10 3 -I CD CD 0 CO DCD 03 I! U a gia =am w12 -I o3'<•• : - CDO EEO q -. •CD (b.... WCD _.GOO oo 00 CDw <o0 o . CD cg x _(D.0 C 3 5CDDo-cg Vo 5-°a2L3 5 o.< 000CD 0 23 13 o_ C Co. &g -o - CrCD0- >- (DCD'- Cc', am: 0 0(5 CD C — C, co3g_15 _.5 IX CL D ( Q.o_ 5- W-(D RLI 5. CD .0 sna_vDo_ D (D -IoC < w OD 0CL 0j CL ° .0 .(De(D 5 C g!t cc CD -•• ?o D DC _CO !.2.o 8 0..CD- 0 Er uI CrC o ia.-- m--0 CD - CDCL fn 11CD CL CD0D0ra O wg 58 (D8 < . 00 ;. 33 —o 09 o CD .00, Kw MiF m m CL 5 B —•uw a. L.a a< CD .CD2>3a0 w (DT - 3 CD 3- (D DCD . ° . CD 0) 0'2.0* '< CD Wm CO, 00 CD 3 CD - OCDD -o oCD CDCD 3 CD O -. CD S.=•< CD — .=. 0 s9t. CD -u 5) Co CD LE C) ocnocx 0 mcoouo ODCI)-IG) 50 5-5 > (5g go . Vo cc to U:i EC-7 Geotextites & Mats EC-8 Wood Mulching EC-9 Earth Dikes and an Drainage Swales " o - EC-Il Slope Drains SE-1 Silt Fence SE-3 Sediment Trap SE-4 Check Dam Cn -- SE-5 Fiber Rolls 3 --- SE-6 Gravel Bag Berm C) g - - - - - - - - — -- SE-7 Street Sweeping and 2. Vacuuming SE-8 Sandbag Barrier -e SE-10 Storm Drain Inlet Protection TR-1 Stabilized Construction - - Ingress/Egress C) 02 - TR-2 Stabilized Construction a Roadway 1)( > Y NS-1 Water Conservation — Practices ZZ NS-3 Paving and Grinding - - - - Operations owl 52 - NS-7 Potable Waterllrrigation 30 NS-8 Vehicle and Equipment to Cleanina 0 MM-1 Material Delivery and — toma M-2 Material Use WM-3 Stockpile Management 670 WM-4 Spill Prevention and Z 02 5 WM-5 Solid Waste Manaaement m a WM-6 Hazardous Waste MDnonmont WM-8 Concrete Waste Mananment ir Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: 1610 Buena Vista Way BLDG-Permit Revision 1561426000 $ 0.00 # Dwelling Units: 0 Bedrooms: 5.00 ,(/ 0' i ~(* ity of Carlsbad Print Date: 09/18/2019 Permit No: PREV2018-0017 Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: 4 Applied: 01/30/2018 Reference #: DEV13013 Issued: 07/25/2018 Construction Type VB Permit 09/18/2019 Finaled: Bathrooms: 4.50 Inspector: Orig. Plan Check #: CBR2017-2481 Final Plan Check #: Inspection: Project Title: KING PROPERTY Description: PACIFIC LEGACY: TRUSS CALCS Owner: KING COMMUNITY TRUST 02-27-96 1520 Rancho Encinitas Dr ENCINITAS, CA 92024 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $150.00 Total Fees: $ 185.00 Total Payments To Date : $ 185.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-662-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services cCity of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C8 U-0 1P2-q 81 —Plan Revision Number PP.E'/W18' Oprl Project Address (O t14,4 Vtr k(( General Scope of Revision/Deferred Submittal: 1'.-S' CONTACT INFORMATION: Name Phone ((11 Fax Address_tø W. JII2O P', *)) City Govl 041,a Zip 17-17,7 _ i Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans EJ Calculations E1 Soils E1 Energy Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? fl Yes Z No Does this revision add ANY new floor area(s)? LI Yes g No Does this revision affect any fire related issues? fl Yes No I Is this a Yes No €s'Signature_!(it4&4X Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil' A SAFEbuiIf Company DATE: FEB. 08, 2018 U APPLICANT URIS. JURISDICTION: CARL613AD7 PLAN CHECK #.: CBR2017-2481 (REV. _1) - PREV 2018-0017 SET: I PROJECT ADDRESS: 1610 BUENA VISTA WAY PROJECT NAME: NEW SFR FOR PACIFIC LEGACY HOMES The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 111111 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted—' Telephone #: Date contacted: (Q) ) Email: Mail Telephone Fax In Person REMARKS: Roof truss plans and calculations a,Ø2f'1ilan revisions, as well as clarification of the footing size & reinforcement, on detail 71S3.0. By: ALl SADRE, S.E. Enclosures: EsGil DGA DEJ [I MB El PC 2/01 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 [DO NOT PAY — THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2017-2481 (REV. _1) - PREV 2018-0017 PREPARED BY: ALl SADRE, S.E. DATE: FEB. 089 2018 BUILDING ADDRESS: 1610 BUENA VISTA WAY BUILDING OCCUPANCY: R3/U; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) ROOF TRUSS [_______ PLANS & CALC'S. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1GB [By Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: 0 Complete Review Structural Only I I I $160.00I Repetitive Fee vj Repeats Based on hourly rate Other 121 Hourly I jHr. @* EsGil Fee $120.00 I $120.00I Comments: Sheet 1 of 1 0 15.00.00 ;r\\/ 4:L T$ 17-11-08 44 / I ........... . •. / k—.-- Ii . IDRAG2öOD# - I -- 21.07-00 I / r ......- ........:.... .. F4 111/ -- "Sm DRAG 25M r...... . .:/......... 5d irds II......;.TI......2..:.:.:.:.... DRejucWd EJbds same I ut . D&tssdIWs I ththedsUicuicsØ do* p d . numu . SWdOnI4mIV.I rl P.Wssp i DRAG 200(w T - P~N"wftm __________________________________________ _- . .x I 1 17-00-00 30-00-00 ' 35.05.00 Buena Roof Truss Layout Vista Colony Lot 4 BuenaVistaWay I j __ THIS IS A TRUSS PLACEMENT DIAGRAM ONLY I ..507 Jones RD -- STONE TRUSS 507 JONES RD. OCEANSIDE, CA 92058 760 967-6171 BUENA VISTA COLONY LOT 4 BUENA VISTA WAY CARLSBAD, CA 92028 17-00-00 — H I - II I In .!g Roof Truss Layout -' Stone Truss Buena Vista Colony Lot 4 0 507 Jones RD Buena Vista Way anside, CA 92058 Oceanside, _ 0 Carlsbad Ca STONE TRUSS 760-967-6171 780-967-6171 92008 StnneTriiss mm 6-00-12 MiTek USA, Inc. 250 klug Circle Corona, CA 92880 951-245-9525 Re: 170248 Buena Vista Colony Lot 4 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc.. Pages or sheets covered by this seal: 1(3959147 thru K3959182 My license renewal date for the state of California is September 30, 2018. November 27,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineers responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. - F>'Aa P001 6 qmq~bbh. WN - OF Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 ((3959147 170248 A CAL HIP I Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 S Sep 152017 MiTek Inc. Mon Nov 2714:11:27 2017 Panel 3-7-8 3-10-9 0.4-14 5-2-1 • 3-0-3 • 2-1-13 • 2-1-13 • 3-0-3 • 5-2-1 3-10-9 3-7-8 - Scale: 3I16'1' 20-8-2 5.00 1 3x4 = 5x8 = 30 = I 5x8 4 S 5 7 22 23 24 14 25 26 27 13 28 29 12 30 31 11 32 33 10 34 35 36 37 7x6 = 300 = 3x4 = 6x18 MT20HS = 3x4 = 3x10 = 756 = 7-6-1 13-1-0 16-1-3 16-3-0 20.4-13 I 23-5.0 i 28-11-15 32-10-8 36.6.0 3-7-8 3-10-9 5-6-15 3-0.3 2-1-13 2-1-13 30-3 5-6-15 3-10-9 3-7-8 Plate Offsets (XV)— (1:0-5-11,0-0-1), (1:0-0-1,0-0-0), (3:0-3-9.0-2-8), (4:0-1-12.0-1-8], (5:0-4-0,0-3-0], (6:0-1-12.0-1-8], (7:0-3-9,0-2-8], (9:0-5-11,0-0-1), [9:0-0-1,0-0-0], '12:0-8-0.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (100) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.44 12-13 >990 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.39 12-13 >314 180 MT20HS 165/146 BCLL 0.0 Rep Stress (ncr NO WB 0.55 Horz(CT) 0.34 9 n/a nla BCDL 10.0 Code lBC2015ITPI2014 Matrix-MS Weight: 504 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-8-12 cc pudins. 3-5.5-7:2X4 OF No.2 G except BOT CHORD 2X4 OF No.1&Btr G 24)-0 cc purlins (4-10-7 max.): 3-7. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 2-2-000 bracing. WEDGE Left: 20 OF Std -(3, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=6479/0-5-8, 9=661710-5-8 Max Holz 1=50(LC 27) Max Uplift 1=_1320(LC 4), 9=-1396(LC 5) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12637/2663, 2-3=-1305712820. 3-4-12085/2636, 4-5=-1715413802, 5-6-17676/4057, 6-7=-12437!2830. 7-84-13439/3030, 8-9=12966/2844 BOT CHORD 114=_2380I11428, 13-14-3734117154, 12-13=4236118996, 11-12-4236/18996, 10-11=-3983/17676, 9-10=-2528111710 WEBS 3-14-39313471.7-10=-67214027,5-12_151/1236.4-13=228/1868, 6-11=283/2016, 4-14--596311373, 5-13--22291603, 6-1 0~61168111444, 5-11=1626/303, 2-14=2101898, 8-10=252/948 NOTES- 3-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -2 rows staggered at 0-7-0 cc. Bottom chords connected as follows: 2x4 -1 row at 0-5-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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 '0cSS1O, Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. . Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h=25ft; Cat. II: Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate I ' 070068 grip DOL--11.60 ZJ Provide adequate drainage to prevent water ponding. I All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads: • 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 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11320,91396. . t5Moendwith 5-0.0 andsethsssit -. November 27,2017 WARNING - Vesify design parameters and READ stooss ON THIS AND INCLUDED AUTEIC REFERENCE PAGE 881.7473 rev. ravaeoia BEFORE USE Design valid for use only with MiiekB connectors. This design is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated lute prevent budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing MIT k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANsiflPl1 Quality Criteria, DSB-89 and SCSI Building Component safety Infomsetlon available from Truss Plate institute, VON. Lee Street. Suite 312. Jexandria, VA 22314. 250 Slug CIrcle Corona, CA 92880 * Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 1(3959147 170248 A CAL HIP 1 Job Reference (optional) Stone TWSS, uceansi8e. ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 2714:11:272017 Page 2 lD:MDj6mFUrptGgGsCr9PW?nEylFZ3-L9Mv841reKPrAWUQSSolUKblYtLkj97NHolQpsyykE NOTES- - Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toed(s) 787 lb down and 276 lb up at 28-11-15, and 787 lb down and 276 lb up at 7-6-1, and 475 lb down and 322 lb up at 7-11-7 on top chord, and 698 lb down and 283 lb up at 2-0-12,147 lb down at 4.0-12,212 lb down and 46 lb up at 6-0-12 .108 lb down at 84)-12,120 lb down at 10-042,142 lb down and 27 lb up at 12-0-12, 180 lb down and 45 lb up at 14-0-12, 225 lb down and 66 lb up at 16-0-12, 351111 down and 124 lb up at 18-0-12, 351 lb down and 124 lb up at 18-5-4,225 lb down and 66 lb up at 20-5.4,269 lb down and 74 lb up at 22-5-4,329 lb down and 101111 up at 24-5-4,477 lb down and 174 lb up at 26-5-4, 325 lb down and 100 lb up at 28-5-4, 212 lb down and 46 lb up at 30-5-4, and 147 lb down at 32-5-4, and 698 lb down and 283 lb up at 3445-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber lncrease=1.25, Plate Increase--1.25 Uniform Loads (p11) Vert: 1-3=-68, 3-7=-165, 7-9=68, 1518n49(F=29) Concentrated Loads (Ib) Vert: 3=589 7-589 12=-702(B) 21=-436(8) 22=698(8) 23=-127(B) 24=-212(B) 2544(B) 26_110(B) 27-142(B) 28-180(B) 29=225(8) 30=-225(B) 31=269(B) 32=329(B) 33=477(B) 34=325(B) 35=-212(B) 36=127(B) 37=-698(8) - WARNING -Verlry design parameters and READ NOTES ON THIS AND INCLUDED ac7EICREFERENCE PAGE 881-7473gev. 1WO32015 BEFORE USE. .. Design valid for use Only with MlTeMi connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see APISIITPII Quality Criteria. OSB.0 and BC5I Building Component . ; 250 klug Circle Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 1(3959148 170248 Al CAL HIP 1 1 Job Reference factional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:1129 2017 Page 1 3-2-1 • 2-4-14 ' 741-1 Scale: 3116=1' — 2x411 3x4 5 2x411 5x6— 35 1011 US =. 3x4 = 2 __0 11 A 7 1, FAAV_ 5.00 iir 18 17 16 15 14 6X6 = 3x5 = 3x4 = 5x14 MT20HS = 3x4 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) 1/defi 20.0 Plate Grip DOL 1.25 Lid TCLL TC 0.84 Vert(LL) -0.32 16 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -1.06 16-17 >412 180 BCLL 0.0 * Rep Stress lncr YES WB 0.38 Horz(CT) 0.27 13 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-AS PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 165 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD BOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Std G 801 CHORD OTHERS 2X4DF Std G WEBS WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=1757/0-3-8,13=166710-3-8 Max Horz 1=67(LC 39) Max Uplift 1=-221(LC 8), 13-172(LC 9) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3563/591, 2-4=31192622,4-6-32021626, 6-7-4548f800, 7-8=43551707, 8-9=-2990/529, 9-12=-2985/527, 12-13=-3338/488 BOT CHORD 1-18=.49013202, 17-18=-673/4548, 16-17=-649/4742, 15-16=-649/4742, 14-15=-58114355, 13.14=_38312990 WEBS 218=_521919, 12-14=-661939, 6-17=41/353, 8-15=-1/424, 6-18-17031282, 7-17=.4621198.7-15--5501111, 8-14=-1703/293 Structural wood sheathing directly applied, except 240-0 oc purtins (2-2-10 max.): 2-12. Rigid ceiling directly applied. 1 Row at midpt 6-18.8-14 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCOL=6.opsf; h=25ft; Cat. II; ExpC; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-7-13, Interior(1) 3-7-13 to 9-10-15, Exteiior(2) 9-7-11 to 31-9-0, Interior(l) 31-9-0 to 36-6-0 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. * 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 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=221,13=172. This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2* gypsum sheetrock be applied directly to the bottom chord. Graphical puffin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 285 lb up at 9-11-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). November 27,2017 B$ASEIindand WARNING- VeA/ design perameiem and READ NOTES ON THIS AND INCLUDED REEK REFERENCE PA GE 881.7473 rev. 1003/O15 BEFORE USE wwww Design valid for use only with Mrreke connectors. This design Is based only upon parameters shown, and is reran individual building component. not IN a truss system. Bernie use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV1iTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrIcation, storage, delivery, erection and bracing of trusses and truss Systems, see ANSIITPII Quality criteria, DSO-89 and SCSI Building component Safety Information available from Truss Plate Institute. 216 N. Lee Street. Suite 312. Alerandda, VA 22314. 250 klug Circle Corona, CA 92880 I Job Truss Truss Type. Qty Ply Buena Vista Colony Lot 4 K3959148 170248 Al CAL HIP 1 1 Job Reference (colonel) Stone Truss, Oceanside. Ca 92058 . 8.l3os Sep l52ollMiTek Industries, Inc. Mon Nov 2714Ii:292017 Page ID:MDj8mFUrptGgGsCr9PW?nEylFZ3-HYUgZm25AxfYPqdoZtqDalg0mh5TB5Bgk6nXulyEykC LOAD CASE(S) Standard V - 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2-68, 2-3-68, 3-5-28, 4-9-68, 10-11-28, 111268, 12-13=-GB, 19-22=-20 Concentrated Loads (lb) Vert: 27=-197(B) AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED 507511 REFERENCE PAGE DI1-7473 is',. 1O/O2I2OISBEFOREUSE. V Design valid for use only with MirelIScralnestors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the banding designer must verify the applicabilly of design parameters and property Incorporate this design Into the overall design. Bracing indicated Is to budding of individual truss web andlor chord members only. Additional temporary and permanent bracing MT k building prevent Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSiflPll Quality CrIteria, 088.89 and SCSI Building Component 250 Klug Citcie Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, AlexandrIa, VA 25314. Corona, CA 92980 Job Truss Truss Type Qly iPly Buena Vista Colony Lot 4 K3959149 170248 A2 CAL HIP 1 1 Job Reference (optional) - Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:32 2017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-i69oBn5_Ts17GIMNF?OwBNIcmu5mOT26Q30BV4yEyk9 5-78 11-6-1 i0r15 18.3-0 24-7-1 24'11r15 30108 36-6-0 5-7-8 5-10-9 0-4-4 6-4-1 6-4-1 04-114 5-10-9 5-7-8 Scale = 1:63.0 5x8 2x411 5x8 7L 12 11 10 9 8 6x6 = 2x4 II 3x4 = 5x8 = 3x4 = 2x4 II 6x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) 1/dell Lid - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.19 10 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -066 10-11 >664 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 • Horz(CT) 0.21 7 n/a n/a BCDL 10.0 I Code 1BC20151TP12014 I Matrix-AS LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD BOT CHORD 2X4 OF No.1&Btr G WEBS 2X4DF Std G BOTCHORD WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=177910-3-8,7=168710-3-8 Max Harz 1=-76(LC 40) Max Uplift 1=-214(LC 8). 7=-163(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-36041606.2-3=-3303/623. M--3290/596.4-5=-3290/596,5-6=-3074/504, 6-7=-33981498 BOT CHORD 11-112=511513244,111-12-511513244. 10-11-46213007, 9-10=-344/2793,8-9--41113056, 748=-41113056 WEBS 211=_311I206, 3-11=-4/364, 3-10=-2031535, 4-10=.4811184, 5-10=-164!762, 5-9=01369, 6-9=-299/182 Weight: 169 lb FT=20% Structural wood sheathing directly applied, except 2-0-0°c pudins (3-4-1 max): 3-5. Rigid ceiling directly applied. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCDL=6.opsf; h25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-7-13, Interior(l) 3-7-13 to 11-7-13, Extenor(2) 11-7-13 to 30-0-2, lntedor(1) 30-0-2 to 36-6-0 zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL--1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 5)• This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=214, 7=163. This truss design requires that a minimum of 7/16 structural wood sheathing be applied directly to the top chord and 1/2w gypsum sheetrock be applied directly to the bottom chord. Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 299 lb down and 318 lb up at 11-7-13 on top chord. The design/selection of such connection device(s) is the responsibility. of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard November 27.2017 ontinuodonoeea 2 A WARNING - Vaifty design parameters and READ NOTES ON THIS AND INCLUDED A8TEK REFERENCE PAGE 881-7473 rev. 8803/2015 BEFORE USE Design valid for use only with Mrrelrib connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent budding of indlwdual truss web endlor chord members Only. Additional temporary and permanent bradng MiT k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, 05849 and 8051 Building Component Safely Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 250 Ktug Circle Corona, CA 92860 Job Truss Truss Type Buena Vista Colony Lot 10ty JPIY 170248 A2 CAL HIP Stone Truss, Ocesnsule, Ca 92058 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-68, 3-5=-68, 5-7-68, 13-16=-20 Concentrated Loads (Ib) Vert: 3=_254(B) 8.130 s Sep 152017 MiTeic Industiles. Inc. Mon Nov27 14:11:32 2017 Page 2 ID:MDj6mFUrptGgGsCi9PW?nEytFZ3-16908n5_Ts17GlMNF?OwBNIcmu5mOT26Q30BV4yEyk9 - Job Reference footionall AWARNING - Vedfj, design pararn and READ NOTES ON THIS AND INCLUDED IIVTEK REFERENCE PAGE 881-7473 rev. 1041.2015 BEFORE USE. Design valid for use only with MffekD connectors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of individual truss web and/or shard members only. Additional temporary and permanent bracing MiT k Is always required for stability and to prevent collapse with possible pefaonalinjury and property damage. For general guidance regarding the fabrIcation, storage. delinely, erection and bracing of trusses and truss systems, see ANSiJTPI1 oualltyCuftesla, OSB.89 and BCSI euudlng Component Safety Infonnallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 28314. - 250 ltlug Circle Corona, CA 22880 20 II 10 SirR - 2x411 5x8- 46 L 13 CS 6x6 2x4 11 3x4 5x8 = 3x4= 2x4 It Scale = 1:63.0 18 17 16 - 15 14 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 K3959150 170248 AS CAL HIP 1 1 Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Now 27 14:11:34 2017 Page 1 ID:MDj6mFUrptGgGsC9PW?nEyZ3HZcT6E_THrWbtMnMOQOGoNlpinhsMxPuNVlZyyEyk7 5-7-8 11-6-1 13-10.15 18-3.0 22-7-1 24-11-15 30-10-8 354-() 5-7-8 5-10-9 2-4-14 4-4-1 4-4-1 2-4-14 5-10-9 5-7-8 5-7-8 11-6-1 18-3-0 i 24-11-15 30-10-8 36.8-0 5-7-8 5-10-9 6-8-15 6-8-15 5-10-9 Plate Offsets (XV)- 1:Edoe.0-2-121, 11:0-5-11.0-0-11.11:0-0-1.0-0-01. 13:0-4-0.0-1-121.111:0-4-0.0-1-121. 113:Edpeo-2-121. 113:0-5-11.0-0-11.113:0-0-1.0-0-01. 1160-4-0.0-3-01 LOADING (pat) SPACING- 240-0 CSI. DEFL in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.20 16 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -068 16-17 >646 180 BCLL 0.0 Rep Stress lncr YES WB 0.35 Horz(CT) 0.22 13 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight 177 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Std G BOT CHORD OTHERS 2X4DF Std G WEDGE Left: 2x4 OF Std -G. Right 2x4 DF Std -G REACTIONS. (lb/size) 1=1806/0-3-8.13=172910-3-8 Max Horz 1=93(LC 35) Max Uplift 1=-234(LC 12),13=.1 98(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3645/595. 2-3=-3396/647, 3-5=-3447/711, 5-7=3447/711,7-8=34471711. 8-11=-34471711, 11-12=-31731547, 12-13=4486/511 BOT CHORD 1.18=.49113274. 17-18=-491/3274, 16-17=-507/3130, 15-16=-396/2905. 14-15-421/3134. 13-14=-421/3134 WEBS 2-17=-3501229.3-17--151345,3-16--139/566.7-16=-5491223, 11-16-200/857, 111-115=01362,12-115=-2721`160, 4-5=-310/315 Structural wood sheathing directly applied, except 2-0-0 or. putting (2-2-5 max.): 3-11. Rigid ceiling directly applied. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-7-13, Interior(l) 3-7-13 to 13-10-15, Exterior(2) 13-7-11 to 27-9-0, Interior(l) 27-9-0 to 36-6-0 zone; cantilever left and right exposed ; and vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=234,13=198. This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and 1/2° gypsum sheetrock be applied directly to the bottom chord. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 353 lb down and 347 lb up at 13-7-11 on top chord. The design/selection of such connection device(s) is the responsibility of others, In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard November 27.2017 A WARNING. velffy design parameters and READ NOTES ON ThIS AND INCLUDED PJTEK REFERENCE PAGE 111.7473 rev. fWO3G015 BEFORE USE Design valid for use only with Mrreke connectors. This design is based only upon parameters Shown, and is for an individual building component. not a truss System. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the Overall V building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing 4fl k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSiflPI1 Quality Criteria. 058-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 250 Kiug Circle Corona, CA 92980 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 K3959150 170248 A3 CAL HIP 1 1 Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:34 2017 Page 2 ID:MDj6mFUrptGgGsC9PWnEyIFZVHZcT6E_THrVitbMriMQQOGoNtpinhsMxPuNVIZyyEyk7 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Veit: 1-3=-68,3-4---68,4-6--28,5-8=-68.9-10=28, 10-11=-68, 11-13=-68,19-M--20 Concentrated Loads (lb) Vert: 4=-308(B) WAMWNG -vedlydeslgnpatamelers and READ NO7ES ON This AND INCLUDED MflFJ( REFERENCE PA GE 7473 rev. 1 0/0V2015 BEFORE USE. Design valid for use only with MlTelsB connecter This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent budding of Individual truss web endlor chord members only. Additional temporary and permanent bracing - MTk Is always required for stability and to prevent coilspse with possible personal "and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see AN5UTP11 Quality Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute. 216 N. Lee Street, Suite 312, Alexandria, VA 82314. 250 Mug Chide Corona, CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 1(3959151 170248 A4 CAL HIP 1 1 Job Reference (optional) Stone Truss. Oceanside, Ca 92058 . 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:35 2017 7-7-8 7-10-9 - 0-4-4 4-8-2 04-14 7-10-9 Scale = 1:63.0 5x8 5x5 11 . 10 8 - 7 6x6 = 2x4 II , 30 = -4x6 = 3x8 = 2x4 II axe 4x10 II 7-7-8 15-8-1 20-11-15 i 28-10-8 36-6-0 7-7-8 7-10-9 5-5-14 7-10-9 7-7.8 Plate Offsets (XV)- rl:0-3-7.Edpel, 11:0-0-0.0-2-121, F3:03R,0.1121. 14:0-2-4.0-241, 16:0-0-1.0-0-01. 16:06-11.0-0-11. 16:Edoe.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) -0.20 10-11 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.75 10-11 >580 180 BCLL 0.0 * Rep Stress mci YES WB 0.27 Horz(CT) 0.22 6 n/a n/a BCDL 10.0 Code IBC20151TPl2014 . Matrix-AS Weight: 165 lb FT = 20% LUMBER- . BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 cc puilins (4-0-0 max.): 3-4. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied. WEDGE WEBS 1 Row at midpt 2-10.3-8.5-8 Left: 2x4 DF Std -G, Right 2x4 OF Std -G REACTIONS. (lb/size) 1=181810-3-8,6=176510-3-8 Max Horz 1=-104(LC40) Max Uplift 1-261(1_C 12),6=.236(!_C 13) FORCES. (lb) -Max. CompiMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2--37041624,2-3-3014/633,3-4--2532J567,4-5=-28451565, 5-6=-3578/569 BOT CHORD 1.11=53713326, 10.11=.53713326, 8-10=-41912697,7- 8=-461/3210, 6.7=.461/3210 WEBS 2-11=0/273. 2-16=-7071255, 3-10=-22/485, 3-6=-450/240, 4894I656, 5-8=-7641243, 5-7=01274 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-7.13, Interior(1) 3-7-13 to 15-7.13, Extenor(2) 15-7-13 to 20-11-15. Intenor(1) 26-1-14 to 364-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 240-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0p5f. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1261,6=236. This truss design requires theta minimum of 7116' structural wood sheathing be applied directly to the top chord and I gypsum sheetrock be applied directly to the bottom chord. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 416 lb down and 374 lb up at 15-7.13 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--l.25, Plate lncrease=1.25 November 27.2017 pontinuednit none 2 . £WARNINO - Vaflfy design pammere,s and READ NOTES ON THIS AND INCLUDED AlIEN REFERENCE PAGE *11-7473 rev. 50/03)2015 BEFORE USE Design valid for use only with MiTeka connectors. This design Is based only upon parameters shown, and Is for an indntdual building Component, not a bass system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall V building design. Bracing indicated is to prevent buclrllng of indrerdusi bass web andlor chord members only. Additional temporary and permanent bracing is MT k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANsIrIpul Quality Criteria, D50.89 and BC5I Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. AlexandrIa, VA 22314. 250 Ktug Circle Corona. CA 92880 Job Truss Truss Type Buena Vista Colony Lot 4 10ty 1131y K3959151 170248 A4 CAL HIP I I Job Relerence (ootionall Stone Truss. Oceanside, Ca 92058 8.130 s Sep 152017 MiTek lndusthes, Inc. Mon Nov27 14:11:35 2017 Page 2 ID:MDi6mFUrptGgGsCr9PW?nEyIFZ3.6hrxqp7sInPl8l5yw7xdp0w2i69QbqTY61Er6PyEyk6 LOAD cASE(S) Standard Uniform Loads (plf) Vert: I-3=-68, 3-4=68,4-6=68,12-15-20 Concentrated Loads (Ib) Vert: 3=-371(8) /WARNNO - VerW designprusimetms and READ NOTES ON THIS AND INCLUDED WIEIC REFERENCE PAGE rll.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek9 connectors.This design Is based only upon parameters shown, and is for an indMdual building component. not a truss system. Before use. the building designer must verily, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to budding of IndivIdual trues web andlor chord members only. Additional temporary and permanent bracing prevent MT k Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the. febticallon, storage, delivery, erection and Issuing of trusses and tress systema see apjsijtpn Quality Criteria, OES-89 and SCSI Building Component 250 Mug Circle Safety information available from Truss Plate InstItute, 218 N. Lee Street Salle 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 1(3959152 170248 A5 CAL HIP 2 Job Reference (optionall Stone Truss, Oceanside, Ca .92058 8.130 S Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:37 2017 Page 1 - lD:MDj6mFUrptGgGsCi9PW?nEylFZ3-24zhEV86HOfQN3EL1Y_5uR?Ljvs83t7rsLjyAHyEyk4 - 18.3.0 20-11-15 7.8.14 i 156-1 17.10.15 larlrl I 28.8.2 3840 7-8.14 7.8-2 2-4-14 0.4-I 2-4-14 7-8-2 7-9-14 041 Scale = 1:62.7 5x5 = 2x4 II 2x4 if 2x4 II 6x10 48 10 6x10 17 16 15 14 II = 4 = t(4 II 5x8 = 5x8= LOADING (psf) SPACING. 24-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2015ITPl2014 LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X6DFSSG WEBS 2X4 OF Std G OTHERS 2X4DF Sid G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP N0.3 REACTIONS. (lb(size) 1=2590/0-5-8, 13=2578/0-5-8 Max Horz 1=120(LC 16) Max Uplift 1-614(LC 12), 13-608(LC 13) CSI. DEFL in (lc) I/deft Lid PLATES GRIP TC 0.97 Vert(LL) .0.28 16-17 >999 240 MT20 220/195 BC 0.60 Vert(CT) .0.82 16-17 >537 180 WE 0.64 Horz(CT) 0.20 13 nIa n/a Matrix-AS Weight 207 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0.0 oc puriins (2-5-13 max.): 3-11. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-16,12-15,7-16.7-15 FORCES. (lb)-Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5593/1396, 2-3=.4966/1445, 3-5=-4493/1410, 5-7=-4497/1412, 7-8=-4461/1397, 8-11 =-446111397,11-12=-492811425,12-13=-5560/1382 BOT CHORD 1-17=-1327/5065,16-17=1327/5065,15-16=.135814923, 14-15=-1194/5035, 13-14-1194/5035 WEBS 2-16=.672J271,3-16- 44011478,11-15=-487/1573.12-15=-670/267,45-455/304, 7-16=-1318/591, 7-15=-1415/647 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDLB.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04)-0 to 3-7-13, lntenor(1) 3-7-13 to 17-10-15, Extenor(2) 17-7-11 to 18-10-5, lntertor(1) 23-9-0 to 36-6-0 zone; cantilever left and tight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at--lb) 1=614,13=608. This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chordand 1/2° gypsum sheetrock be applied directly to the bottom chord. Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 448 lb down and 303 lb up at 17-7-11. and 1533 lb down and 779 lb up at 18-5-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - November 27.2017 ftdrA adard A WARNING. Veifrydeslgnpaiamele,s and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE 881.7473 rev. 11110312015 BEFORE USE Design valid for use only with MrTekib connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must twflty the applicability of design parameters and property incorporate this design intd the overall V building design. Bracing Indicated Is to prevent budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing fIAjT k° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing at trusses and truss systems, see ANsI1TP11 Quality Criteria, 058.89 and SCSI Building Component 250 klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. AlexandrIa, VA 22314. corona, CA 92880 Job Truss Truss Type Qty Buena Vista Colony Lot 4 r K3959152 170248 AS CAL HIP 2 1 Job Relérence (oobonafl Stone Truss, Oceanside, Ca 92058 . 8.130 a Sep 152017 ck Industries, Inc. Mon Nov 27 14:11:37 2017 Page 2 - ID:MDj6mFUptGgGsCr9PW?nEytFZ3-24z86HOfQN3EL1V_5uR?Uvr83f7raLjyAllyEyk4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Veit: 1-3=-GB, 3-4=48, 4-6=-28, 5-8=48,9-10=28, 10-11=-68, 11-13=48, 18-21=-20 Concentrated Loads (ID) Vert: 4=-426 7-1513(B) Mu AWARNINO -V design Parameters, and READ NOTES ON THIS AND INCLUDED M EKRETERENCEPAGEIWI-7473r0v. 10103)2015 BEFORE USE. Design valid for use only with MfTek'siconneidors This design Is based only upon parameters shown, and is for an individual building component, not pat a truss system. Before use, era building designer must verify the applicability of design parameters and properly Incorporate this design into the overall - building design. Bracing Indicated late prevent budding of Individual truss web afldlor chord members only. Additional temporary and permanent bracing MIT OW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing ottrusses and buss systems. see • ANSUWII Quality Criteria, DSB-89 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute, 216 N. Lea Street. Suite 312, Alexandria, VA 28314. corona, CA 92580 Job Truss Truss Type Qty Ply Buena Vista Colony 1014 K3959153 170248 A6 Common 1 1 Job Reference (onlionall Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MITeR Industries, Inc. Mon NOV 27 14:11:38 2011 rage 1 ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-24zhEV86HOfQN3E11Y_5uR?RlvoE3b8raLjyAGyEyk4 6-1-1 12-2-1 18-3-0 24-3-15 30-4-15 36.6-0 6-1-1 6.0-15 6-0-15 6-0-15 6-0-15 6-1-1 Scale = 1:60.8 5x5 = 4 7 I a - 3x4= - 3x4= 6x6= 6x6= 5x8— 949 i 18-3-0 i 27-4-7 i 36--"- 9.1-9 8-1-7 8-1-7 8-1-9 LOADING (psi) SPACING- 240-0 CSI. OEFL in (Icc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.25 8-9 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.82 8-9 >533 180 BCLL 0.0 * Rep Stress Ina' YES WB 0.89 Horz(CT) 0.21 7 n/a n/a BCDL 10.0 Code lBC20151rP12014 Matrix-AS PLATES GRIP MT20 220/195 Weight 164 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Std G WEDGE Left: 2x4 OF Std -G. Right: 2x4 DF Std -G REACTiONS. (lb/size) 1=160610-3-8,7=160610-3-8 Max Harz 1=123(LC 16) Max Uplift 1=-156(1_C 12). 7-156(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied. GOT CHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2-321191333,2-3--29451294, 3-4=-21371282, 452137I282, 5-6=-2945/294, 6-7=-3219/334 GOT CHORD 1-110=36612887,9-110=-23012456, 8-9=_115012456.7-8=24412887 WEBS 4-9=-7311201, 5-9=-7731226, 5-8=-81476, 6-83311177, 39773!225, 3-10=-81476, 210=_331I176 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph: TCDL=6.opsf; BCDL=6.opsf; h25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-7-13, Interior(1) 3-7-13 to 18-3-0. Extenor(2) 18-3-0 to 21-10-13 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=160 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=156.7=156. This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. November 27,2017 WARNING - Vem'y design parameters and READ NOTES ON ?HIS AND INCLUDED £UTEK REFERENCE PAGE 111-7473 toe. 1(550)2015 BEFORE USE. wwww Design valid for use only with Mrlel11 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall V building design. Bracing indicated Is to prevent budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing lVliTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage; For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and buss systems, see -. ANsinpii Quality Criteria, OS13-89 and Bcsi Building component 250 Klug Circle Safety Information available from Truss Plate Institute. 2113 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 November 27,2017 r'i.'- ••" Job- - Truss Truss Type. . . Qty Ply Buena Vista Colony Lot 4 - S.. . . K3959154 170248 . A7 CALIFORNIA GIRDER 1 -' I — Job Reference (oplionall Stone Truss., - Oceanside, Ca .92058 . tl.130 a Sep 15 2017 MiTeic Industries, Inc. Mon Nov 2714:11:39 2017 Page 1 7-7-8 7-10-9 OJI.t 4-8-2 0-L14 7-10-9 77-9 - . scale 1:63.0 5x8 . 5x6 = 2 3x8 5x5= 6 = 4x10 II 7-7-8 i 15-6-1 20-11-15 2840-8 i 36.6-0 7-7-8 7-10-9 5.5.14 7-10-9 7-7.8 Plate Offsets (X-.Y)- '1:0-3-7.Edpel. 11:0-0-0,0-2-01.13:0-3.8.0-1-121. 14:0-2-0.0-2-81. ':O-5-11.0-0-11. 16:0.0.1.0-0-01.17:0-3-0.0-3.41. 19:0-3-0 0-3-41 LOADING (pat) SPACING. 2-0.0 CSI. OEFL - in (Ice) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.20 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.68 7-8 >645 180 BCLL 0,0 * Rep Stress mc, YES WB 0.27 Horz(C1) 0.21 6 n/a n/ BCDL 10.0 Code IBC2015fTPl2014 Matrix-AS Weight: 165 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2X4 OF No.1&Btr G 2-0-0 cc putting (4-0-8 max.): 3-4. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied. WEDGE WEBS I Row at midpt 2-9,3-8,5-8 Left: 2x4 DF Std -G, Right: 2x4 OF Std -G REACTIONS. (Ib1size) 1=168110-3-8, 641680/0-3-8 Max Harz 1=-104(LC 46) Max Uplift 1=-768(LC 35), 6=-768(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 1-2=-3381/1651, 2-3-2681/1215, 3-4-23441687.4-5-2637/1186. 5-64-3377/1649 BOT CHORD 1-10=-152013031, 9-10=-1094/3031, 8-64-53612379. 7-8=-990/3026, 6-7=-1417/3026 WEBS 2-10=0/273,2-64-739/300, 3-9=-30/488, 4-64-70/542,5-64-770/293, 5-7=0/276 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL6.0ps1 BCDL6.opsf: h=251t; Cat. II; ExpC; enclosed; MWFRS (envelope) gable end zone and C-C ExteriOr(2) 0-0-0 to 3-7-13, lntenor(1) 3-7-13 to 15-7-13, Extedor(2) 15-7-13 to 20-11-15, Intenor(1) 26-1-14 to 36-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water p0nd1n9 This truss has been designed for 10.0 pat bottom chord live load nonconcunent with any other live loads. • Thistruss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chard and any other members, with BCDL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01A- b) 1=768,6=768. This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist • drag bade along bottom chord from 00-0 to 36-6-0 for 68.5 pit. This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bOttom chord. - Graphical purlin representation doenot depict the size or the orientation of the purtin along the top and/oi bottom chord. Hanger(s) or other connection device(s) shall be provided suffiolent to support concentrated load(s) 83 lb down and 166 lb up at 15-11-10, and 88 lb down and 150 lb up at 18-0-12, and 88 lb down and 150 lb up at 18-5-4 on top 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 truss are noted as front (F) or back (B). LOAD CASE(S) Standard onliñued nn a2 WARNINO .Ve,Iflp design possmetus andREAD 7ES ON This AND INCLUDED 8815K REFERENCE PAGE 881.7473 rev. 1W0312015 BEFORE USE. "Design cal ruseon hMTelilZlconfledOr&Thio design is based only UPoilPalelnetelashown. and is for enindMdual building component. not - '"' a truss system. Berore use, the building designer must verily the applicability of design parameters and property incorporate lids design into the overall building design. erasing Indicated 510 prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent biasing Is always requited for stability and to prevent collapse with possible personal hiury and property damage. For general guidance regarding the '-... ... - bibilcallon. storage delleely. erection and bracing oltrusses and truss systems. see .. ANSIttPl1 Quality Criteria, 058.89 and 5C51 Building Coraponeflt Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. AlexandrIa. VA 22314. i'- S. . ...1_.,._'_••.,_•__. - .• .. 2 Mug Ckolet' Corona, CA 92880 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 1(3959154 170248 A7 CALIFORNIA GIRDER 1 1 - Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 S Sep 152017 Milek Industries. Inc. Mon Now 27 14:11:392017 Page 2 ID:MDj6mFUrptGgGsCi9PW?nEytFZ34T4SfAANp0v8cMOj9zOZzs5majXdXeS81fC2FAyEyk2 LOAD CASE(S) Standard 1) Dead + Râof Uwe (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-68.3-4=-68,4-6--68,11-14=-20 Concentrated Loads (lb) Vert: 19-9(F) 20-70(F) 21=70(F) A WARNING - Vedfy desIgn passer era and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 811.7473 rev. 1150312015 BEFORE USE - Design valid for use only with MrrelvE connectors. This design Is based only upon parameters strewn, and Is for an individual building component not a truss system. Sabre use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall V building design. Bracing Indicated Is to prevent budding of lndlwdual truss web andlor chord members only. Additional temporary and permanent biasing MiT k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSIITPII Quality Criteria. DER49 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Slreet Suite 312. AlexandrIa, VA 22314. Comm. CA 92880 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 K3959155 170248 AS California 1 1 Job Reference (optionalt stone truss. uceansice, (a szuss 8.1305 Sep is zoii MiTelt Industries, Inc. Mon Nov 27 14:11:40 2017 5-7.8 5-10-9 2-4-14 4-4-1 4-4-1 1 2-4-14 Scale= 1:52.0 c4ll 2011 4x6 4 6 10 4x10 I! 17 16 . 15 14 13 5x5 = 24 II 3x8 = 5x6 = 3x10 = 3x4 II 5-7-8 11-64 18-3-0 24-11-15 28-10-0 5-7-8 5-10-9 641-15 6-8-15 4-10-1 Plate Offsets (X.Y)— F1:0-3-7.Edgel. [1:0-0-0.0-2-41. [14:0-2-4.0-1-81.115:0-3-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) IIdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.10 16-17 >999 240 MT20. 220/195 TCDL 14.0 Lumber 001 1.25 BC 0.61 Vert(CT) -0.36 16-17 >977 180 BCLL 0.0 Rep Stress lncr YES WB 0.52 Horz(C1) 0.11 13 n/a n/a BCDL 10.0 Code IBC20151TPl2014 Matrix-AS Weight: 156 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2X4 DF No.2 G . 2-O-0 0c purling (3-11-13 max.): 3-11. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied. OTHERS 2X4 DF Std G WEBS 1 Row at midpt 7-16,7-14 WEDGE Left: 2x4 DF Std -G REACTIONS. (lb/size) 1=131210-3-8,13=1316/Mechanical Max Horz 1=115(LC11) Max Uplift 1=-121(LC 12),13=104(!-C 9) - FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=25451275, 2-3=-21181281, 3-5=-18961333, 5-7=-19001335,7-8=10841259. 8-11-10801257,11-12---12171202,12-13=-1276/193 BOT CHORD 1-17-34112274,16-17=-34112274,15-16=28111927,14-154-28111927 WEBS 2-16=.418/144, 3.16=0/418,7-15=01274, 12-14=-155/1283, 7-14=-10931151 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=60psf. BCDL=6.opsf; h=258; Cat. II; ExpC; enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-10-15. Exterior(2) 13-7-11 to 26-10-0, interior(1) 26-10-0 to 29-8-4 zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MVir1RS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=121,13=104. This truss design requires that a minimum of 7116 structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 27,2017 A WARNING - verify design posanierws and READ NOTES ON THIS AND INCLUDED WTEIC REFERENCE PAGE ass 7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Weida connectOM This design Is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing Of trusses and truss systems, see ANSIIIPII Quality Criteria, 01113.89 and SCSI Building component safely information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 92314. - . 250 Klug Circle Corona, CA 9211810 11 25 I Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959156 170248 AS California 1 1 Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 14:11:42 2017 Page 1 lD:MDj6mFUrptGgGsCr9PW?nEylFZ3-P2malCCF6xIffq7lq5ZGbUjESwUgkveajdRjM,Eyk? 11.6-1 11j0i15 18.3-0 24-7.1 24111r15 29-10-0 5-10-9 0-4-14 64-1 6-4-1 0-4-4 4-10-1 Scale = 1:51.5 4x6 358 4x6 11 10 9 8 556 2x4 II 3x8 = 5 = 4x8 3x4 II = 4x10 II LOADING (pat) SPACING- 240-0 CSI. DEFL in (lc) Wall TCLL 20.0 Plate Grip DOL 1.25 IC 0.84 Vert(LL) -0.14 10-11 >999 TCDL 14.0 LumberOOL 1.25 BC 0.90 Vert(CT) -0.45 10-11 >796 BCLL 0.0 • Rep Stress lncr YES WS 0.69 Horz(CT) 0.15 7 n/a BCDL 10.0 Code 18C2015!TP12014 Matrix-AS Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 148 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G . . TOP CHORD BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Std G . . BOT CHORD WEDGE WEBS Left: 2x4 OF Std -G REACTIONS. (lb/size) 1=1564/0-3-8, 7=1701/Mechanical Max Holz 1117(LCII) Max Uplift 1=.226(LC 12), 7=-214(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=31161470,2-3=_27211439, 3-4=-24581438.4-5=-14341286,5-6=-15961276, 6-7-1661/276 BOT CHORD 1-11--.477/2796, 10-11_477/2796,9-10=437/2745.8-9--437/2745 WEBS 2-10=-473/253, 3.10=.4/529, 4-10=-500/252, 4.9=0/272, 4.8=.1670/297, 6-9=-237/1689 Structural wood sheathing directly applied, except e'nd verticals, and 2-0-0 oc pudins (2-11-10 max.): 3-5. Rigid ceiling directly applied. I Row at midpt 4-10,4-8 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL6.opsf; BCDL=6.opsf; h25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 11-6-1, Extenor(2) 11-6-1 to 29-2-14, Intenor(1) 29-2-14 to 29-8-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces. & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)" This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jtlb) 1226,7=214. This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided suffisient to support concentrated load(s) 90 lb down and 155 lb up at 11-11-10,78 lb down and 108 lb up at 14-0-12,122 lb down and 140 lb up at 116-0-12.130 lb down and 132 lb up at 18-0-12,130 lb down and 132 lb up at 18-5-4, and 122 lb down and 140 lb up at 20-5-4, and 78 lb down and 108 lb up at 22-5-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard PFESSIOAW (ZH4o C70068 * EW9-3O18 November 27.2017 A WARNING. Ve /daslgnparemele,s and READ NOTES ON 77415 AND INCLUDED 8875K REFERENCE PAGE &V.7473 rev. ISVSSOIS BEFORE USE Design valid for use only with Mffet15 connectors This design is based only upon parameters shown. and IS for an lndMdual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly incorporate this design Into the overall V building design. Bracing Indicated 1310 prevent bucKing 01 Individual truss web sadler chord members only. Additional temporary and permanent bracing MIT k" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, 058.89 and 8C51 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 250 KIng Circle Corona, CA 92880 Job - Truss Truss Type Qty Ply Buena Vista Colony Lot 4 1(3959156 170248 A9 California 1 1 Job Reference (optionalt Stone Truss. Oceanside, Ca 92058 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--l.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1.3-68, 3-5=-68. 5-6=-68, 7-12=-20 Concentrated Loads (lb) Vert: 4=-259(F)17--29(F) 18=-59(F) 20=-122(F) 21-1fl(F) 23-59(F) d.lJussep 1DZU11 reitexinausnies,tnc. MOnNOvZ114:11:422017 Pagez ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-P2malCCF6xliTq7lq5ZGbUjESwUgkveajdRJiVyEyli? S •. WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE RN-1473 rev. 149=015 BEFORE USE. wwww Design valid for use only with Mtlelr$connediora This design is based only upon parameters shown. and is reran Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overoverall building design. Bracing Indicated Is to prevent budding of Individual truss web andlor chord members only. Additional temporary end pennanent bracing u' M k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, emotion and bracing of trusses and truss systems. see ANsIr1Pl1 Quality Qiteila, DSB.89 and SCSI Building Component Safety Information available from Truss Plate institute, 216 N. Lee Street, Suite 312, Alexandria. VA 28314. 250 Klug Circle Corona, CA 22880 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 I K3959157 I 170248 AIO California 1 Job Reference (optional) 2x4 II snol'W 4x6 3 5 8.130 s Sep 152017 MiTek I ID:MDj6mFUrptGgGsCr9PW7nEyIFZ34kl2r 4-6-15 21-11-1 4-8-0 7-4-1 tries, Inc. Mon Nov Z7 14:11:302017 Page 1 fnPl_C_7aMS6yODx5N9wRlpzIX4QByEykB 18-7-1 28-10-3 2p-10.c 4-8-0 2-3-2 0-11-1 - Scale = 1:53.2 2x4 II 10 56 1x4 II Stone Truss, Oceanside, Ca 92058 7-6-1 ' 2-4-14 17 \ 16 15 1413 5x5 3x4= 5x6= 2x4 II 3x5 = 4x10 ii . II LOADING (psi) SPACING. 2-0-0 CSI. . DEFL in (lc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.21 14-15 >999 240 TCOL 14.0 Lumber DOL 125 BC 0.94 Vert(CT) -0.78 14-15 >458 180 BCLL 0.0 • Rep Stress lncr YES WB 0:77 Horz(CT) 0.14 13 n/a n/a PLATES GRIP GRIP MT20 220/195 BCDL 10.0 Code lBC2015ITPl2014 Matnx-AS LUMBER- BRACING- TOP CHORD 2X4 DF No.1&BtrG TOP CHORD BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF Std G Excepr BOT CHORD 12-13:2X6 OF No.2 G WEBS OTHERS 2X4DFStdG WEDGE Left: 2x4DF Still -G REACTIONS. (lb/size) 1=130810-3-8, 13=1312/Mechanical Max Harz 1=128(LC 12) Max Uplift 1=-108(LC 8), 13=-157(1-C 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-25251315, 2-4=-2245/367, 4-6=-22511369, 6-7=-2987/427 GOT CHORD 1-17-32212251, 16-17=-40712999, 15-16=-33512426, 14-15=-335/2426 WEBS 2-17-1)1546, 6-17---9891166, 7-15=--681644, 7-15=0/373, 7-14=-2681I370, 12-13=-60710, 11-140!569 Weight: 1451b FT=20% Structural wood sheathing directly applied, except 2-0-0 cc purlins (3-3-7 max.): 2-11. Rigid ceiling directly applied. 1 Row at midpt 6-17,7-14 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-10-15, Extenor(2) 9-7-11 to 29-7-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=108,13=157. This truss design requires that a minimum of 7/16 structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 27,2017 A WARNING - Verify design paiameteis and READ NO7ES ON THIS AND INCLUDED P815K REFERENCE PAGE 1111.7473 rev. 14052015 BEFORE USE Design valid rot use only with Mrrek0)conneutore. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall V building design. Bracing indicated is to prevent budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabrlcatlon, stmage, delivery, erection and bracing of misses and truss systems. see AJd5itPI1 Quality Criteria, DSB-89 and BI Building Component 250 King Circle Safety Information available from Truss Plate Institute. 218 N. Lee street. suite 312. Alexandria, VA 22314. Corona CA 92680 4x8 5x5 = 4x8 = 4x4 II Job Truss Truss Type City Ply Buena Vista Colony Lot 4 K3959158 170248 All CALIFORNIA GIRDER Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 a Sep 152017 MiTek Industries. Inc. Mon Nov 2714:11:31 2017 Page 1 lD:M0j6mFUrptGgGsCr9PVnEylFZ3-EwbQ_R4LiYvGf8nBhlthfAmNpvosfzjyBPGdydyEylcA 29.10.0 2.0-12 3.74 i 7.6.1 7-10.45 12-114 16-0-9 18-3.0 i 20.5-7 2l-9-4 i 23-6-10 p4.10.4 28-7-I 28i91.2 2-0-12 1412 3-10.9 0.4-14 5.0.7 3-1-3 2.2-7 2-2-7 1-3-14 1-9-6 1-3-10 3-8-13 OS-i 0-11-14 Scale = 1:53.9 13 12 11 -- 10 9 8 5ab = 7x6 = 2x4 II 8x8 = 2x4 II 2x4 II 3x5 = 2-0-12 7-6.1 12-11.6 16-0-9 18-3-0 20-5-7 It.4l_23.8-10 ?4-°'4 28-10-2 9-1Q9 2-0-12 1-6.12 3-10-9 5-5-5 2-2-7 1-3-14 1-9-6 1-3-10 3-11-14 d.ii-i LOADING (psf) SPACING. 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 14.0 Lumber DOL 1.25 BC 0.59 BCLL 0.0 * Rep Stress Incr NO WB 0.47 BCDL 10_0 Code 1BC20151TP12014 Matrix-MS DEFL in (lc) I/dell L/d PLATES GRIP Vert(LL) -0.15 12 >999 240 MT20 2201195 Vert(CT) -0.50 11-12 >707 180 Horz(CT) 0.10 8 n/a We Weight: 490 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD BOT CHORD 2X6DFSSG WEBS 2X4 OF Std G *Except* BOT CHORD 7-8: 2X6 OF No.1 G REACTIONS. (lb/size) 1=4911/0-3-8, 8=38791Mechanical Max Holz 1=95(LC 8) Max Uplift 1=.748(LC 4), 8=728(LC 4) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1083511900.2-3--990411770,3.4r-932011753,4-5--931911753 BOT CHORD 1-13=.1751/9893.12-13=-2042110954,11-12=-2042110954, 10-11=-1203/6370, 9-10-1203/6370 WEBS 2-13=-27713163, 4-11=-8011348. 5-10=01948, 3.12=0/499, 3.13=.13471346, 311=_1916/364, 5-9=-7419/1401, 5.11=430/3460 Structural wood sheathing directly applied or 6-0-0 oc purling, except 240-0 oc purling (6-0-0 max.): 2-6. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 31ily truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1,0w at 0-9-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -2 rows staggered at 0-5-0 cc, Except member 6-9 2x4 -1 row at 0-9-0 cc, member 4-11 2x4 -1 raw ato-9-o oc, member 5-102x4-1 row ato-9-ooc, member l2-32x4-1 raw at0-9-0 cc, member 13-32x4- 1 raw ato-9-ooc, member ll-32x4- 1 raw ato-9-ooc. member 9-52x4- 1 raw ato-9-o oc, member ll-52x4- I raw ato-9-0 cc, 2x6-2rows staggered at 0-9-0 oc. 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. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding.. This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other Five loads. * This truss has been designed fore live load of 20.opsf on the bottom chord in all areas where a rectangle 3-64) tail by 240-0 wide Will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It--lb) 1=748.8=728. Girder carries hip end with 0-0-0 right side setback. 8-0-0 left side setback. and 8-0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 27,2017 0ntinUedmLoaOe 2 AWARNING - Verity design garrarneters and READ NOTES ON MIS AND INCLUDED MTEX REFERENCE PACE MI-7473,ev. 10/0312018 BEFORE USE. Design valid for use only with Mireish connectors. This design is based only upon parameters shown, and is for an lndlwdusl building component. not a a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to budding of individual truss web andlor chord members only. Additional temporary and permanent bracing prevent MT k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. daltrety. erection and bracing of trusses and truss systems. see ANSIFIPII Quality Criteria, D.50 and SCSI Building Component 250 klug Cirde Safely Infomlatton available from Truss Plate Institute, 218 N. Lee Street. Belle 312, Alexandria. VA 23314. Comma, CA 92980 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959l58 170248 . . All CALIFORNIA GIRDER Job Reference (ootional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:312017 Page 2 ID:MDj6mFUrptGgGsCr9PW?nEyIFZ3-EwbQ_R4LlYvGf8nBhlthfAmNpVosfzJyBPGdydyEykA NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 787 lb down and 276 lb up at 7-6-1 on top chord, and 2606 lb down and 395 lb up at 7-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p4f) Vert: 1-2=-68,2-6=.165,6-7=-165,8-14=-49(F=-29) Concentrated Loads (lb) Vert: 13=.2606(F) 2=-589 WARNING - Va ydeslgnpvramerere and READ NOTES ON THIS AND INCLUDED 887EI9 REFERENCE PAGE 10111-7473 1ev. 10103)2015 BEFORE USE Design valid for use only with lyrreldill connectors. This design is based only upon parameters shown. and Is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MiTk Is always required for stability and to prevent collapse with possible personal lnjwy and property damage. For general guidance regarding the fabrIcatIon, storage, delivery, erection and bracing Of trusses and buss systems. see ANslflpu1 Quality Criteria, oS849 and BCSI Building component Safety Information available from Truss Plate Institute, 218 N. Lee Street, 5ute 312. AlexandrIa, VA 22314. 250 King Circle Corona, CA 92880 10 - - -- a -- -. - 3x5= 30 = 8x8= 3x5= Job Truss Truss Type Buena Vista Colony Lot 4 laty--ply I K3959159 170248 B California Girder 1 Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 sSep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:43 2017 3-7-8 3-10-9 0-4-14 4.6-10 5-0-14 4-6-10 Scale= 1:51.6 4x8 5.00 j• 30 = 3x8 = 4x8 i 3-7-8 7.6-1 12-5-9 i 17-6-7 i 22-5-15 26-48 30-0.0 3-7-8 3-10-9 4-11-8 5-0-14 4-11-8 3-10-9 Plate Offsets (X.Y)— 11:0-0-0.0-2-31.12:0-3-9.0-2-01. f3:0-1-1 0-1-81.14:0-l-12.0-1-81. 15:0-3-8.0-2-01. 16:Edpe.O-2-31, 17:0-2-4.0-1-81. 18:0-44' )-4-121 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (bc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Veit(LL) 0.24 8-9 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.72 8-9 >503 180 BCLL 0.0 * Rep Stress lncr NO WB 0.53 Horz(CT) 0.15 6 nla n/a BCOL 10.0 Code 1BC20151TP12014 Matrix-MS Weight: 291 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 444 oc purling, except BOT CHORD 2X6 DF SS C 2-0-0 oc pudins (4-2-4 max.): 2-5. WEBS 2X4 OF Std C BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=3726/0-3-8, 6=377610-3-8 Max Horz 150(LC 27) Max Uplift 1=-788(LC 8), 6=-803(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7948/1778,2-3=7249/1664, 3-4=10370/2541. 4.5=-734011709, 5-6=-8051/1828 BOT CHORD 1-10=-158617239,9-10=-2468110370, 8-9=2544110617.7-8=-2544/10617. 6-7=162517333 WEBS 2-10=-31212131, 3-9=-25911262.4-9_329195,4-8--427/1701,4-7=-402811103, 5-7=-346/2243, 3-11)-3846/1065 NOTES- 1)2-ply trussto be connected together with lOd (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-3-00c. 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. 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. Unbalanced roof live loads have been considered for this design. WInd: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.apsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnpDOL1.60 , Provide adequate drainage to prevent water ponding. . jçEsSIo, This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. 8)A rating reduction of 20% has been applied for the lumber members. plate green C 70068 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (#--lb) 1=788,6--803. 18 Graphical pudin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. lt Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 667 lb down and 387 lb up at 7-11-10.182 lb down and 168 lb up at 10-0-12, 182 lb down and 172 lb up at 12-0-12, and 177 lb down and 172 lb up at 19-11-4, and 602 lb down and 376 lb up at 22-0-6 on top chord, and 170 lb down and 60 lb up at 2-0-12, 86 lb down at 4-0-12,97 lb down 4 at 8-0-12, 1081bd0wnat 8-0-12, 1091bd0wnat 10-0-12.109 lb down at 12-0-12,7161b down and 2761bupat 13-11-4,7161b down and 276 lb upat 1541-4.722 lb down and 193 lb up at 17-11-4.104 lb down at 19-11-4.103 lb down at 21-11-4,9131b down at 23-11-4. and 90 lb down at 25-11-4, and 184 lb down and 63 lb up at 27-11-4 on bottom chord. The design/selection of November 27,2017 110 A RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED tiSTEIC REFERENCE PAGE retl-7413 rev. 100312015 BEFORE USE. Design valid for use only with MiTeMi connectors. This design is based enly upon parameters shown, and Is for an Individual building component, net a truss system. eaters use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bMing design. gracing Indicated 1510 prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal iiury and property damage. For general guidance regarding the fabrication, storage. delinery. erection and bracing oltrussaa and truss systems, see ANSI,Wil Quality Criteria, nsa-as and scsi Building Component 250 King Circle Safety Information available from miss Plate Institute. 216 N. Lee Street, Suite 312, Aleoandrta. VA 22314. Corona. CA 92880 * Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 1 I K3959159 170248 B California Glider 1 Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:44 2017 Page 2 ID:MDj6mFUrptGgGsC,9PVnEyIFZ3-LQuIQuEVeYYQj8HhyWdgvoblkEcCMBxwpvNyEyjz LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=68.2-5=68, 5-6=-68.1111-114=20 Concentrated Loads (lb) Veil: 17=-629(B) 18=182 19=18220=17721=564(B) 22=170(121) 23=48(121) 24=64(B) 25=84(B) 26=86(8)27=86(8)28=71629=71630=72231=74(8) 32=72(B) 33=58(B) 34=48(B) 35=184(B) A WARNINO- Veilfy design parameters and READ NOTES ON THIS AND INCLUDED WIEX REFERENCE PAGE M1.7473 rev. IOd0.V2015 BEFORE USE Design valid for use only with MflelrS connectors. This design In based only upon parameters shown, and is for an individual building component. not a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Biasing Indicated late prevent buckling 01 individual truss web andlor chord members only. Additional temporary and permanent bracing lVliTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANS1flPI1 Quality Criteria. 058-89 and SCSI Building Component 250 King Circle Safety Information available from Truss Plate institute, 218 N. Lee Street. Suite 312, Fjexandrla. VA 22314. corona, CA 92680 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959160 170246 B1 California 1 1 Job Reference (optionall Owns u nass, ijceanslae, U35 8.130 S tiep, 15 2017 MITeR Industries, Inc. Mon NOV27 14:11:45 2017 4-7-8 4-10-9 0-4-14 5-1-1 ' 5-1-1 0-444 4-10-9 • 4-7-8 Scale = 1:51.7 4r01 536 ii 3A =5XS 3xe=5X8 11 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 SPACING. 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2015ITPl2014 CSI. IC 0.38 BC 0.70 WB 0.55 Matrix-AS DEFL in Vert(LL) -0.14 Vert(CT) -0.45 . Harz(CT) 0.13 (lc) IIdefI L/d 8.9 >999 240 8-16 >793 180 7 n/a n/a PLATES GRIP MT20 220/195 Weight 134 lb FT = 20% LUMBER. BRACING. TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2X4 DF No.2 G 2-0-0 cc purlins (4-3-13 max.): 3-5. WEBS 2X4 DF Std G BOT CHORD Rigid ceding directly applied. WEDGE Left: 2x4 DF Std -G, Right: 2x4 DF Std -G REACTIONS. (lb/size) 1=1246/0.3-8, 7=1236/0.3.8 Max Harz 1=.64(LC 43) Max Uplift 1=.144(LC 12), 7=-138(LC 13) FORCES. (Ib) - Max. CompiMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=24091403.2-3=-21721349, 3-4=-19671357.4-5=-20031340.5-6=22101335, 6-.7=-2408/389 BOT CHORD 1.10=.330/2185, 9-10=-278/2528, 8-9=-.278/2528, 7-8.310/2166 WEBS 2-10=.339/259, 3.1001609, 41O -684/99, 4-9=.320/500, 4-8-638/101, 5..8=-0/611, 6.8-357/261 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 3-0-0, Interior(l) 3.0-0 to 9.6-I, Exterior(2) 9-6-1 to 24-8-14. lnteno41) 24-8-14 to 30.0-Ozone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprift at joint(s) except (jt=tb) 1=144,7138. This truss design requires that a minimum of 7/16 structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. Graphical purlin representation does not depict the size or the orientation of the puitin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 148 lb up at 9-11-10, and 52 lb down and 104 lb up at 12.0.12. and 75 lb down and 148 lb up at 20-0.6 on top chord, and 187 lb down and 177 lb up at 13.11-4, and 187 lb down and 177 lb up at 15-11-4, and 99 lb down and 138 lb up at 17-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard November 27,2017 ontinuetorinaoe 2 IAWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MUSIC REFERENCE PAGE 881-7473 (0v. 8810312015 BEFORE USE. Design valid for use only with MiTelabconnector& This design is based only upon parameters strewn. and Is for an indMdual building component. not a buss system. Before use, the building designer must verity the epplicabilty of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MT k' Is always required for stability and to prevent collapse will possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. 550 ANSIflPI1 Quality criteria, 058-89 and scsi Building component ' 250 KIug Circle safety Information available from Truss Plate Institute, 218 N. Lee Street suite 312. Alexandria. VA 28314. corona, CA 92880 Job Truss Type Qty Ply Buena Vista Colony Lot 4 JTruss I 1(3959160 170248 81 California I JobReferencelootionall Stone Truss, Oceanside, Ca 92058 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 5-7=68,11-14=20 Concentrated Loads (lb) Vert: 26=51 27--5128--54 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:45 2017 Page 2 lD:M6mFU6gGsC,9PW?nEyIFZdRjwEF7PsgHKHstVE7zD7LMZSxlY0QbtNRayEy WARNING - Vert* design parameters andREW NOTES ON THIS AND INCLUDED 5975K REFERENCE PAGE 591-7473 rev. 88/03/l0I6 BEFORE USE Design valid for use only with MllelrBconneciors. This design is based only upon parameters shown, and is for an Individual building component. not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall V building design. Bracing indicated is to prevent budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. sea ANSIRPII Quality Criteria, DSB49 and BCSI Building Component 250 King Circle Safety Information available from Tress Plain Institute. 218 N. Lee Street, Suite 312. Riexandrla, VA 22314. Corona. CA 92880 Job Truss Truss Type City Ply Buena Vista Colony Lot 4 K3959161 170248 82 CAL HIP 1 1 Job Reference (oDlionall Stone Truss, Oceanside, Ca 92058 8.130s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:472017 4-10-9 2.4-14 3-1-1 3-1-1 2-4-14 4-10-9 Scale = 1:51.6 2x411 2x411 4x6 48 -- 10 13 10 -- iS -- 14 358 = 6x8 = 3x8= 6x6 = 9.6-1 i 15-0-0 1 20-5-15 39-0-0 96-1 5-5-15 5-5-15 Plate Offsets (LV)— '1:0-0-1.0-0-01.11:0-5-11.0-0-11. 113:0-5-11.0-0-11.113:0-0-1.0-0-01.115:0-4-0.0-3-41 LOADING (Pat) SPACING- 2-0-0 CSI. OEFL in (lc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.23 14-15 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.64 14-15 >560 180 BCLL 0.0 • Rep Stress Inc, . YES WE 0.82 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-AS Weight: 142 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2X4 DF No.2 G 2-0-0 oc puffins (3-5-1 max.): 3-11. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied. OTHERS 2X4DFStdG WEDGE Left: 2x4 DF Std -0, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=1584/0-3-8.13=160710-3-8 Max Hoiz 1=-80(LC 13) Max Uplift 1=-300(LC 12), 13=-318(LC 13) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-31471714, 2-3=-29271717, 3.5=-2673r738.5-7-2677/740.7-8=-27411790, 8-11=-2738/788, 11-12=-29961770, 12-13=-32031758 BOT CHORD 1-16=4M/2820,15-16=-866/3376,14-15=.866/3376,13-14--63512868 WEBS 2-16=-257/188. 3-16u-153/727, 7-16=-10121395, 7-15=-2521559, 7-14=-931/333, 11-14-1721751,12-14=2731193 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vultllomph (3-second gust) Vasd=87mph; TCDL=8.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-10-15, Exterior(2) 11-7-11 to 22-4-0, Intenor(1) 224-0 to 30-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live bed of 20.0p5f on the bottom chord in all areas where a rectangle 3-641 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=300,13=318. This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheelrock be applied directly to the bottom chord. Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 118 lb up at 11-11-10, and 61 lb down and 120 lb up at 18-0-6 on top chord, and 204 Ill down and 138 lb up at 13-11-4, and 204 Ito down and 138 lb up at 15-11-4. and 127 lb down and 109 lb up at 17-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). November 27,2017 CiGASEndàrd WARRING - Veilfy design parameters and PESO NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111-7473 rev. 1000312015 BEFORE USE. Design valid for use only with MITeIrS 000neder& This design Is based only upon parameters shown, and Is for an indetdusl building component. not a truss system. Before use, the building designer must eerily the applicability of design parameters and property Inserporule this design into the overall building design. Bracing Indicated Is to prevent buchiffig of IndivIdual truss web andlor chord members only. Additional temporary and permanent bracing M'T k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrIcation. storage. delivery, erection and bracing of trusses and truss systems, see ANsIOPIl Quality criteria, 05389 and BCSI Building Component • 250 lOug Cirde Safely Information available from Truss Plate Institute, 218 N. Lee Street. torte 312, Alexandria, VA 28314. Corona CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959161 170248 82 CAL HIP 1 1 Job Reference (oplionall Stone Truss, Oceanside, Ca 92058 8.130 sSep 152017 My Tek Industries, Inc. Mon Nov 27 14:11:47 2017 Page 2 ID:MDj6mFUrptGgGsCr9PW?nEyIFZ3m?ZLwGOxTw?ab?Gdf9RIYQ9ZxC7P7qJtv8UWIyEyjw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (pit) Vert: 1-3=-68,3-4=48,4-6=28. 5-8-68, 9-10=28, 10-llm-68, 111368, 172020 Concentrated Loads (Ib) Vert: 25=-0(B) 31=20432=20433=127 WARNING - veilfydesilgnpammele,s and READ NOTES ON fliIS AND INCLUDED PJTEN REFERENCE PAGE 881-7473 rev. fthl)3.2OI5 BEFORE USE Design valid for use only with MfTelSh connectors This design is based only upon parameters shown, and Is for an lndrddual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web endlor chord members only. Additional temporely, and permanent bracing MT k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the febrtcatlon, storage, delivery, erection and bracing of busses and tress systems, see ANSIITPH Quality Criteria. DSB.89 and SCSI Building Component Safety Informs an available from Tress Plate Institute, 21e N. Lee Sheet, Suite 312. AlexandrIa, VA 22314. 250 l(Iii9 Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959162 170248 83 CAL HIP 1 1 Job Reference lootionall Stone Truss, Oceanside, Ca 92058 8.1305 Sep 152017 MiTek Industries. Inc. Mon Nov27 14:11:482017 4-7-8 4-10-9 3-5-14 2-0-1 • 2.0-1 • 345-14 • 4-109 Scale= 1:51.7 2x411 9 2x411 46 1027 13 10 15 14 Beau 3x8 5x5= 3x8= 5x611 LOADING (psf) SPACING- 240-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress lncr NO BCDL 10.0 Code IBC2015ITPl2014 LUMBER- TOP CHORD 2X4 OF N0.2 G 'Except' 3-11:2X4DF Sid G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Std C OTHERS 2X4 CIF Sid G WEDGE Left: 2x4 OF Std -G. Right: 2x4 OF Std -G REACTIONS- (lb/size). 1=1289/0-3-8, 13=1289/0-3-8 Max Harz 1=87(LC 38) Max Uplift 1=-613(LC 27), 13=-611(LC 30) CSI. DEFL in (Ice) I/dell Lid PLATES GRIP TC 0.80 Vert(LL) -0.14 15 >999 240 MT20 220/195 BC 0.79 Vert(CT) -0.44 14-22 >815 180 WB 0.42 Horz(CT) 0.14 13 n/a n/a Matrix-MS Weight: 146 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purling, except 2-0-00c pudins (3-3-5 max.): 3-11. BOT CHORD Rigid ceiling directly applied or 5-7-3 cc bracing. FORCES. (Ib) - Max. Comp.!Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-249511305. 2-3=-2207/987, 3-4=267/220, 3-5-2002/512. 5-7=2003/525, 7-8=-2004/521, 8-11=-20031508. 10-11=-269/220,11-12=-2208/982.12-13--2496/1300 BOT CHORD 1-16-117212235, 15-16-77212322, 14-15=-77212322, 13-14=-1079/2235 WEBS 2-16=-2911209. 3-16=-61/517, 1114=55/517, 12-14=-290/207, 7-16=-525/342, 7-14-526/335 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0p5f BCDL=6.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL--I.60 plate grip DOL--1.60 Provide adequate drainage to prevent water ponding. This truss has been designed fOr a 10.0 pat bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (V-lb) 1=613,13=611. This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 66.7 pit. Graphical purlin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 lb down and 22 lb up at 13-1-1.32 lb down and 116 lb up at 13-11-4.31 lb down and 116 lb up at 15-11-4, and 22 lb down and 23 lb up at 16-9-12, and 13 lb down and 50 lb up at 17-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (9 or back (B). LOAD CASE(S) Standard C 70066 November 27,2017 * jjad. an nano 2 AWARNINO - Verify design peranldim's and READ NOISE ON THIS AND INCLUDED BEIEK RERER.ENCE PAGE 501-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with MltelsS connectors This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Sot building design. Bracing indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, 05349 and BCSI Building Component 250 Mug Ctrde Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92680 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959162 170248 B3 CAL HIP 1 1 Job Reference (optionalt Stone Truss. Oceanside, Ca 92058 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68,4-6=-28, 5-8=68.9-10=-28. 10-11=68,11-13--68,17-20=20 Concentrated Loads (lb) Vert: 23=-0(B) 24=39(6)25=39(B) 8.130 s Sep 152017 MiTek Indusliles, Inc. Mon Nov27 14:11:49 2017 Page 2 A WARNINO - Vestry design parameters and, READ NO1ES ON SlitIS AND INCLUDED AlTER REFERENCE PAGE M).7473 rev. WdD3r2O15 BEFORE USE Mewe Design valid for use only with MfrekE connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall Mg building design. Bracing Indicated lab prevent budding of individual truss web end/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the foblicatlon. storage, delivery, erection and bracing of trusses and buss systems. see ANSIflP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 250 Klug Circle Corona. CA 92860 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 1- j K3959163 170248 C MONO CALHIP 1 2 Job Reference (optionalt Stone Truss, Oceanside, Ca 92058 • 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:50 2017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-AaFczxIGDOlaR3kqlnj8wA2eY9CrcZ?tZtN861yEyjt 3-7-8 7.6-1 7I045 12-7-14 I 17-11-8 20-7-1 3-7-8 3-10-9 0-4-14 441-15 5-3-10 . 2-7-8 Scale= 1:31.4 454 3x8 - -. ",. 5 45611 3x4 = 294 II 355= 3,18 7-6-1 i 121-14 I 17-11-8 3-7-8 3-10-9 5-1-14 5-3-10 Plate Offsets (X.Y)— ri :0-0-1.0-5-111. Fl :0-0-0.0-0-11. F3:0-2. ".0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Ice) I/deS Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.14 7-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.43 7-10 >493 180 BCLL 0.0 • Rep Stress Inor NO WB 0.47 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS . Weight: 158 lb FT=20% LUMBER- . BRACING- - TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-11-7 cc purling, SOT CHORD 2X4 OF No.2 G except end verticals, and 2-0-Doc pudins (6-0-0 max.): 2-4. WEBS 2X4 OF Std G SOT CHORD Rigid calling directly applied or 10-0-0°c bracing. WEDGE Left: 2x4 OF Std -G REACTIONS. (lb/size) 5=2426/04", 1u2224/0-3-8 Max Hoiz 1u128(LC7) Max Uplift 5=445(LC 8), 1=-486(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3353/667, 2-3-3056/660, 45n-470/208 BOT CHORD 1-7=-61813045.6-7=-641/2655, 5-6=-641/2855 WEBS 2-7=-165/886, 3-6n0/520. 3-7=-1801286, 3-5-32811728 NOTES- 1)2-ply truss to be connected together with lOd (0.131"x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. - Bottom chords connected as follows: 2x4 -1 row at 0-7-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasda87mph: TCOLn6.0psf BCDL=6.opsf; h=25ft; Cat. !l; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnpDOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pat bottom Chord live load nonconcunent with any other live loads. Jc.: 7fJ This truss has been designed fore live load of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A of 20% has been applied for the lumber members. plate rating reduction green 1 -,, f VUUO Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb)%J Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. - - EXP. 9-30.2018 * Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 168 lb up at - 10-0-12,243 lb down and 202 lb up at 12-0-12,311 lb down and 235 lb up at 14-0-12, and 311111 down and 235 lb up at 14-5-4, . and 243 lb down and 202 lb up at 16-5-4 on top chord, and 698 lb down and 283 lb up at 2-0-12, 147 lb down at 4-0-12, 212 lb lb down 10-0-12,109 lb down 12-0-12,109 lb down ' down and 46 lb up at 6-0-12, 325 lb down and 100 lb up at 6.0-12,109 at at at 14-0-12, and 109 lb down at 14-5-4, and 109 lb down at 16-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. November 27,2017 Continued 0 gill I WAD %'X*r4bFb-1Bfta8h3 AWARNING -Veafrdesfgnporemntors and READ NOTES ON nina AND INCLUDED 5075K REFERENCE PAGE 501-7473 rev. 1W=015 BEFORE USE -- Design valid for use only with MilekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component. net - a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall - Bracing indicated Is to budding of individual truss web endler chord members only. Additional temporary and pannerrant bracing - .V - - MT - k buliding design. prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication. storage, delivery, erection and bracing of trusses and truss systems. see AN5IRPII Quality Criteria, Dee-as and scsi Building component safety Information available from Truss Plate Institute. 216 N. Lee Street. Suite 312, Alexandria, VA 22314. - - 250 Klug coda Comm. CA 02880 ,r Job Truss Type Qty Ply Buena Vista Colony Lot 4 ITruss j K3959163 170248 C MONO CAL HIP I 2 Job Reference (optionalt Stone Truss. Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Indusiries, Inc. Mon Nov27 14:11:50 2017 Page 2 ID:MDj6mFUptGgGsC9PW?nE)IFZ3-AaFczxlGDOlaR3kqlnj8wA2eY9CrcZ?IZtN861yEyJt LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate Inciease=1.25 Uniform Loads (plf) Veil: 1-2=-68,2-4=-68, 5-8=-20 Concentrated Loads (Ib) Veil: 11=182 12=-243 13=311 14=311 15=_243 16=-698(F) 17=127(F) 18=212(F) 19=-325(F)20=-86(F)21=-86(F) 22=-86(F) 23=-86(F) 24=-86(F) A WARNING- lfeirify design perimeters and READ NOTES ON ThIS AND INCLUDED AlTER REFERENCE PAGE fJi.7473 sew 111103.5015 BEFORE USE Design valid for use only with klrrek®connectora This design Is based only upon parameters shown, and is for an individual building component net a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndivIdual truss web anWor chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IilbricatIon, storage. delisery, erection and bracing of trusses and truss systems, see ANSlflPI1 Quality Criteria, 0813-89 and BCSI Building Component Safety information available from Truss Plate Institute. 216 N. Lee Street. Suite 312, Alesondrla, VA 22314. 250 King Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959164 170248 Cl MONO CAL HIP 1 1 Job Reference lootionall owne I WSS, !Jc?anslae, 1/0 vAuov 0.130 a Sep is zoii MiTeR Industries. Inc. Mon Nov 27 14:11:512017 76-1 2-4-14 - 24-15 2x4 II Scale= 1:31.5 35 4x4 = It 3x4= 2x411 - 8 3x4 = 7-6-1 I 13-7-14 17-11-8 7.6-1 5-1-14 5-3-10 Plate Offsets (X.Y)— 31:0-2-7.0.4-31 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) I1defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.40 Vert(LL) -0.05 10-13 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.19 10-13 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.67 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-AS . Weight: 83 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G . TOP CHORD Structural wood sheathing directly applied, except and verticals, and BOT CHORD 2X4 OF No.2 G 2-0-0 oc pwlins (541-6 max.): 2-7. WEBS 2X4 OF Std G . BOT CHORD Rigid ceiling directly applied. OTHERS 2X4DFStdG WEDGE Left: 2x4 OF Std -G REACTIONS. (lb/size) 8=78810.3-8, 1=78710-3-8 Max Horz 1=152(LC 9) Max Uplift 8=_105(LC 9), 1=76(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12831136, 2-4=-11071188, 4-8=-1110/189 BOT CHORD 1-10-24011110, 9-110=-11821922,8-9=11821922 WEBS 6-10-1161340, 6-8-1056/173 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.Opsf BCDL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 9-10-15, Extenor(2) 9-7-11 to 12-7-14 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L160 plate grip DOL--11.60 Provide adequate drainage to prevent water paneling. . This truss has been designed for a 10.0 psi bottom chord live load nonconcuirent with any other live loads. • 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 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. OVS$ION Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at--lb) . 8=105. . This truss design requires that a minimum of 7I16° structural wood sheathing be applied directly to the top chord and 1120 gypsum be applied directly to the bottom chord. sheetrock - 0 70066 Graphical putlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 78 lb up at EXP. 9-30-2018 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. * LOAD CASE(S) Standard I' 1) Dead + Roof Live (balanced): Lumbar lncrease=1.25, Plate lncrease11.25 Uniform Loads (pill) Vert: 1-2---68, 2-3=-68, 3-5=-28, 4-7=-68, 8-11=-20 November 27,2017 WARNING - Vally desfgn(aremetors and READ NOThS ON JiltS AND INCLUDED *BYEKRERERENCE PAGE AVI-74y3rvv. 10/0312015 BEFORE USE. . Design valid for use only with MITeItS connestor& This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design bide the overall El building design. Bracing Indicated Is to prevent bucidsig of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIflPII Quality Criteria, psa-en and BI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 28314. . 250 Kli.rg Clide Corona. CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 (3959165 170248 C2 CAL HIP 1 1 STUB HIP H12 Job Reference (cotionalit Stone Truss, Oceanside, Ca 92058 8.130 S Sep 152017 MiTek Industries, Inc. Mon Nov 2714:11:522017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-6zNMOdKXl?YlgMuDQCIc'?b74Jy1t4Ql21BsFBwyEyjr 17-8-8 5.4-6 11-3-I lj-l-15 16.4-1 1.8.15 5-4-8 5-10.8 0.4-14 4-8-2 04-14 Scale = 1:36.7 4x8 - - 7 3xSII 2x4 II 30 = 3x8 = 3x4 II 40 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 14.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0 * Rep Stress lncr YES WB 0.67 BCDL 10.0 Code IBC2015ITPI2014 Matrix-AS LUMBER- TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4DF Sid G SLIDER Left 2x4 OF Std -G 1-11-14 DEFL in (lc) I/deft. Lid PLATES GRIP Vert(LL) -0.03 9-10 >999 240 MT20 2201195 Vert(CI) -0.14 9-10 >999 180 Horz(CT) 0.04 7 n/a nla Weight: 100 lb FT=20% BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 240-0 oc purtins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=773IMectianical, 7=773/0-3-8 Max Harz 1185(LC11) Max Uplift 1=-86(LC 12). 7=.88(LC 9) Max Gray 1=773(LC 1), 7=773(LC 23) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-1287/156, 3.4=-7961134, 6-7=-7321114 BOT CHORD 1-10=-283/1149, 9-10=-283/1149, 8-9=-186/663 WEBS 3-9=-5221158.4-9=01411.4-8=-719/156.54--267/150.6-8--14(b744 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Va5d87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft: Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-0 to 3-3-0, Interior(1) 3-3-0 to 11-7-13. Extenor(2) 11-7-13 to 17-9-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. . Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top 1/2" '40. chord and gypsum sheetrock be applied directly to the bottom chord. ff Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 070068 EXP. 9-W2018 November 27,2017 A WARNING - Vedfydeslgn parametegs and READ NOTES ON This AND INCLUDED 5875K REFERENCE PAGE MU-7473 rev. f01036015 BEFORE USE. Design valid for use Only with MiTetis connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Befale use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall V building design. Bracing indicated Into prevent buctding of Individual truss web andlor chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabncatisn, storage, delivery, erection and bracing of trusses and truss systems. see M15UTP11 Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alesendria, VA 22314. 250 King Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 K3959166 170248 C3 CAL HIP I I STUBHIPHI4 Job Reference (oclionall Stone Truss, Oceanside, Ca 92058 8.130 S Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:63 2017 .5-4-8 5-10-8 2-4-14 0.8-2 2-4-14 • 4-10-1 2x411 2x411 Scate= 1:37.9 5710 16 15 14 13 3x6 II 20 II 5x5 3A= 3x4 II 5-4-8 S 16-8-15 i 21-7.0 - 5-4-8 5-10-8 5-5-14 4-10-1 Plate Offsets (X.'fl— 11:0-3-0.0-0-61. 112:0-1-12.0-1-81. 114:0-2-0.0-1-81.115:0-2-8.0-3-01 LOADING (psi) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DCL 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code 1BC20151TP12014- CSI. DEFL in Qoc) I/dell L/d IC 0.33 Vert(LL) -0.05 15-16 >999 240 BC 0.42 Vert(CT) -0.19 15-16 >999 180 WB 0.50 Horz(CT) 0.05 13 nla nla Matrix-AS PLATES GRIP MT20 2201195 Weight 117 lb FT=20% LUMBER- . BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD BOT CHORD 2X4 DF N0.2 G WEBS 2X4 DF Std G 601 CHORD OTHERS 2X4DFStdG SLIDER Left 2x4 DF Std -G 1-11-14 REACTIONS. (lb/size) 1=949/Mechanical, 13=953/Mechanical Max Hotz 1=113(LCII) Max Uplift 1-106(LC 112),13=-64(!-C 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1658/197, 3-4=-1243/188, 4-6=-7301212, 6-8=-7301212, 8-11=-7271210, 11-12=-8421153.12-13--9081157 BOT CHORD 1-16-24511482 I5-16-245/1482, 14-15-18911079 WEBS 3-15=-4431137, 4-15=0/378. 4-14-5311117, 12-1@-110/848 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purtins (6-04 max): 4-11. Rigid ceding directly applied. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=liomph (3-second gust) Vasd=87mph; TCDL60psf; BCDL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-3-0 to 3-3-0, Interior(l) 3-3-0 to 13-10-15, Exterlor(2) 13-7-11 to 14-10-5, Interior(l) 18-10-0 to 21-8-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 1=106. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Graphical purlin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. November 27,2017 WARNING - Verity design parameters and READ NOThS ON THIS AND INCLUDED AEIEIC REFERENCE PAGE 801-7415 mw. tWOS/SOlO BEFORE USE. - Design valid for use only with MlrekEcormnediOrL The design Is based only upon parameters Shown, and is for an Individual building component. net a truss system. Before use, the building designer must verify the applicability of design parameters and property, Incorporate this design into the overall building design. Bracing indicated Is to prevent budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erestion and bracing of trusses and truss Systems. see A1I5ltfPl1 Quality crIterIa, DSB-89 and BCSI Building component Safety Information avaUfo from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 80314. 250 KIng Code Corona, CA 92880 November 27,2017 4 Job. Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959167 170248 C4 COMMON 2 1 STUB COMN Job Reference (oouional) Stone Truss, Oceanside, Ca 92058 - 8.130 s Sep 152017 MlTek Industries, Inc. Mon Nov Z7 14:11:53 2017 Page 1 6-10-9 7-1-7 7-1-7 4,t6 = 4 Scale = 1:40.2 8 13 14 7 5x8 3x4 6 3x7 II . , , 3x4 II LOADING (psf) SPACING. 2.0-0 CSl. DEFL in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.21 7-8 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.52 7-8 >496 180 BCLL 0.0 • Rep Stress lncr YES WB 0.48 Horz(CT) 0.04 6 nla n/a BCDL 10.0 Code IBC2015!TP12014 Matrix-AS Weight: 99 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No-2 G . TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 OF No.2 G . BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF Std G SLIDER Left 2x4 DF Std -G 1-11-14 REACTIONS. (lb/size) 1=943/Mechanical, 6=943/Mechanical Max Harz 1=113(LCII) Max Uplift 1=-107(LC 12), 6=-66(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-1596/213, 3-4-1351I190, 4-5=-6341114, 5.6=.964199 SOT CHORD 1-8=-225/1421, 7-8=-1281759 WEBS 34=454/220, 46=-761688, 4-7=4401127, 5-701? 19 NOTES- Unbalanced roof live loads have been considered for this design. Wnd: ASCE 7-10: Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf: BCDL6.opsf: h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-0 to 3-3.0, Interior(1) 3-3-0 to 14-3-0, Exterior(2) 14-3-0 to 17-3-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except OH- b) 1=107. This truss design requires that a minimum of 7I16"structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARMING - Verffy design pa,emate,s and READ NOJIES ON ThIS AND INCLUDED MITEKREFERENCE PAGE MLLY473 rev. 1112015 BEFORE USE Design valid for use only with Mirelat' connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent budding of IndivIdual buns web and/or chord members only. Additional temporary and permanent bracing MIT k" Is always required for Stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, see ANSUTPII Quality Criteria. DS0.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexandrIa, VA 22314. 250 IClug Chide Corona. CA 82880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959168 170248 0 California Girder 1 Job Refaence (optional) Stone Truss, Oceanside, Ca 92058 8.130 sSep 15 2017 MITeIc Industries. Inc. Mon Nov27 14:11:56 2017 4-1-1 4-1-1 4.0-1 Scale = 1:28.9 558 = 5.00 Fi c4 II 5x8 = 2x411 . 4x8 = 2x411 6x6 = LOADING (psI) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress lncr NO BCDL 10.0 Code 1BC20151TP12014 LUMBER- TOP CHORD 2X4 DF No.1&Btr G 801 CHORD 2XSDFSSG WEBS 2X4DF Sid G REACTIONS. (lb/size) 1=3921/0-3-8,5=409010-3-8 Max I-torz 1=25(LC 27) Max Uplift 1-947(LC 27), 5=-1040(LC 30) CSI. . DEFL in (bc) Well L/d PLATES GRIP TC 0.57 Vert(LL) -0.13 7 >999 240 MT20 220/195 BC 0.54 Vert(CT) -0.41 7 >493 180 WB 0.62 Horz(C1) 0.06 5 nfa n/a Matrix-MS Weight: 159 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-14 cc purtins.. except 2-0-0 cc purhins (4-1-3 max): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) -Max. CompiMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7918/2018, 2-3=-9732/2082, 3-4=-973212082, 4-5=-7566/1897 BOT CHORD 1-8=-188617358, 7-8=-152617282. 6-7=-1395/6969, 5-6=-174617025 WEBS 2-8_211933, 2-7=-72212699, 3-7=435/297, 4-7=-839/3037, 4-6=0/718 NOTES- 1)2-ply truss to be connected together with 1 O (0.131"X3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-3-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h=25ft; Cat II; ExpC; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonooncurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) tell by 24)-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide-mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 1=947,5=1040. This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 174)-0 for 117.6 p11. Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 1740-0 Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 27,2017 WARNING- Verify design parameters and READ NOTES ON 771IS AND INCLUDED M17EKAEFEWNCE PAGE 1119-7472 rev iWGSEOiS BEFORE USE. Design valid for use only with MrIalliibconnedorn. This design is based only upon parameters shown, and Is for an Individual building component. not 11 a truss system. Before use, the building designer must amity the applicability of design parameters and prop" incorporate this design into the overall building design. Bracing indicated Is to budding of individual truss web andlor chord members only. Additional temporary and permanent bracing prevent WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabrtcatlon, storage, delivery. erection and bracing oitrusseS and truss systems, see ANSIIIPII Quality CrIteria, D5a.89 and BC51 Building Component 250 Klug Circle Safety information available from Truss Plate Institute. 218 N. Lea Street. Suite 312. Nexandria, VA 92314. Corona. CA 92880 Job as Truss Type Qty Ply Buena Vista Colony Lot 4 1(3959168 170248 D California Girder 1 Job Reference (octionall Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries. Inc. Mon Nov 27 14:11:57 2017 Page 2 ID:MDj6mFU,ptGgGsC,9PW?nEylFZ3-TwAFRKOfaYAam7mBClLnieqtxzhkliQnASZ?s7yEyjm NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 670 lb down and 410 lb up at 4-5.10,91 lb down and 106 lb up at 6-6-12,127 lb down and 148 lb up at 8-6-0, and 91 lb down and 106 lb up at 10-5-4, and 670 lb down and 410 lb up at 12.6-6 on top chord, and 265 lb down and 27 lb up at 0-11-4,87 lb down and 41 lb up at 2-0-12, 264 lb down and 28 lb up at 2-11-4,40 lb down at 4-0-12,44 lb down at 4-6-12,251 lb down and 43 lb up at 4-11.4, 461b down at 6-6-12,3181b down and 271bupat 6-11-4,461b down at 8-6-0,3lllb down and 39lbupat 8-11-4.461b down at 10-5-4,2441b down and 251bupat 10-11-4,44 lb down at 12-5-4,40 lb down at 12-11-4, 167 lb down at 12-11-4,87 lb down and 41 lb up at 14-11-4. and 48 lb down at 14-11-4, and 532 lb down and 173 lb up at 17-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Uwe (balanced): Lumber Increase--1.26, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-2=-68, 2-4=-68, 4-5=-68, 9-12=-146(B=-126) Concentrated Loads (lb) Vent: 8=-36(B) 7=-46(B) 3=127 6=-202(F=-167, B=-36) 12=532(1`) 15=.626(B) 16-68 17.68 18-626(B) 19=-265(17) 20-87(B) 21_264(F) 22.43(B) 23=-251(F) 24=-46(8) 25=-318(F) 26=-311(F) 27=.46(B) 28=-244(F) 29=-43(B) 30-132(F=-46, 8=-87) WARNING - Verify design parameters and READ NOTES ON MM AND INCLUDED AIIEK REFERENCE PAGE 811.7473 rev. 100IS0I5 BEFORE USE Design valid for use only with MfTetrsi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated late prevent budding of individual truss web andlor chord members only. Additional temporary and permanent lwedg MuTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN5l1TPI1 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate institute. 216 N. Lee Street. Suite 312, Ajasandrla, VA fl314. 250 Kiug Circle Corona. CA 92880 4)6 5x8 4x611 . -•-- - 2x411 4x6 H Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 ]Job K3959169 170248 E California Glider 1 1 Reference (oIional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 Milek Industries, Inc. Mon Nov 27 14:11:58 2017 Page 1 ID:MDj6mFUptGgGsC9PW7nEylFZ3-x7kdlPHLrJROHLNmTs0FsNxENzJUGfxP6JZPZyEl 10-0-7 I 4-11.9 -4-7 7-6-0 9-7-9 940-11 15-0.0 4-11-9 ô.4-14 2-1-9 2-1-9 0-s-2 4-11-9 6-1.12 scale= 1:25.7 LOADING (psi) SPACING- 2-0-0 - CSI. DEFL in (lc) 11defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.98 Vert(LL) -0.07 5-6 >999 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 078 Vert(CT) -0.26 5-6 >691 180 BCLL 0.0 • Rep Stress Incr NO WB 0.17 Horz(C1) 0.06 4 nla n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-MS Weight: 58 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G*Except* TOP CHORD Structural wood sheathing directly applied or 3-10-6 cc purlins, 2-3.2X4 DF Noi&8tr G except 801 CHORD 2X4 DF No.2 G 2-0-0 cc purling (2-8-3 max): 2-3. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-2-0 cc bracing. WEDGE - Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTiONS. (lb/size) 1=1164/0.3-8,4=116410-3-8 Max Harz 1=33(LC 36) Max Uplift l-517(LC 27), 4=-517(LC 30) . FORCES. (Ib) - Max. CompJMaL Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-21441979, 2-3=-19211749, 3-4=-224011029 BOT CHORD 1-6=-89211912, 5.6=-70612014, 4-5=-91812026 WEBS 2-6=0/365, 3-5=0/311, 3-6=-326/334 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=60psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=i 60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. • This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=517,4=517. This truss has been designed bra total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist /4.;. j)t a.4O drag loads along bottom chord from 0-0-0 to 15-0-0 for 100.0 pIt. Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/dr bottom chord. G 70066 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 306 lb down and 246 lb up at - 5-5-3, and 107 lb down and 124 lb up at 7-6-0, and 312 lb down and 246 lb up at 9-6-13 on top chord, and 68 lb down and 27 lb upat 2-0-12,521bdownat 4.-0-12,621b down at 544,631bdownat 7-6-0,621b down at 9-5-12,and521bdownat 10-11-4, and 68 lb down and 27 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of -- - àthers. .49, In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B). LOAD CASE(S) Standard - November 27,2017 gnnnn nana 2 WARNING - Ve,ffj, design parameters and READ NOTES ON THIS AND INCLUDED SB1EK REFERENCE PAGE 551-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MrreltZlconnectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Into prevent bucKing of individual truss web andlor clIent members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M1T k fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANssrtpll Quality Criteria, 058-89 and SCSI Building component Safety Infonnatlon available from Truss Plate Institute, 218 N. Lee Shoot, Suite 312, Alaxandrla. VA 28314. 250 KIug Circle Corona, CA 92880 * Job Truss Type Oty Ply Buena Vista Colony Lot 4 ITruss I K3959169 170248 E California Girder 1 1 Job Reference (oqtionafl Stone Truss, Oceanside, Ca 92058 8.130 $ Sep 152017 Milek Industries, Inc. Mon Nov 27 14:11:58 2017 Page 2 lD:MDj6mFUptGgGsC,9PW?nEZ3-x7kdfgPHLrJROHLNmTs0FsNxENzJUGIP6JZPZyEyil LOAD CASE(S) Standard 1) Dead + Roof Uwe (balanced): Lumber lncreasew1.25, Plate lncieasew1.25 Uniform Loads (pif) Vert: 1-248, 2-3.68, 3.4=48, 7-10=-20 Concentrated Loads (lb) Vert: 13=-268(F) 14=.98 15=-268(F) 16=-68(9 17=-37(F) 18=-54(F) 19=-58(F) 20=-54(F) 21=-37(F) 22=48(F) WARNING. Vestfy design pzremerer's and READ NOTES ON THIS AND INCLUDED AUTFJ( REFERENCE PAGE 881.7473 rev. 1001$015 BEFORE USE waaw Design valid for use only, with Mrrerde connectors This design Is based only upon parameters shown, and is for an individual building component, not a bass system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andIor chord members only. Additional temporary and permanent bracing Mu k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANStflPl1 Quality Criteria, OS8.59 and SCSI Building Component 250 King Circle Safety Infonnatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 Job Truss s Truss Type Qty Ply Buena Vista Colony Lot 4 K3959170 170248 COMMON 8 1 Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:11:59 2017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-PJI?s0Pw69Rl0RwZKA14Fn3w9enMaDjM4em26x0yEyjk I 7-6-0 I 15-0-0 7-6-0 . 7•6•0 Scale= 1:25.3 4x4 = ~i 4x611 2x4lI 4x6 II LOADING (pat) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress mc, NO Code 1BC20151TP12014 CSI. TC 0.81 BC 0.58 WB 0.14 Matrix-MS DEFL. in Vert(LL) 0.16 Vert(CT) -0.2 Horz(CT) 0.04 (lc) I/dell Lid 4-7 >999 240 4-7 >751 180 1 n/a n/a PLATES GRIP MT20 220/195 - Weight: 49 lb FT = 20% LUMBER. - BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-2-2 cc purling. BOT CHORD 2X4 DF No.2 G V BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4DFStdG WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G . V REACTIONS. (lb(size) 1=672/0-3.8,3=6721O38 Max Harz 1-50(LC 29) Max Uplift 1=.432(LC 27), 3=.432(LC 30) - V Max Gray 1=708(LC 40), 3=708(LC 39) V FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--12681856.2-3--12681856 BOT CHORD 11-4-759/1128,3-4-709111128 WEBS 2-4=0/349 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0pst BCDL=6.opsf; h=25ft: Cat. II; ExpC; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • 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 24-0 wide Will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt--lb) V 1=432.3=432. V V V This truss haS been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-0-0 for 100.0 pIt. 7f.5 Hanger(s) or other connection device(s) shell be provided sufficient to support concentrated load(s) 91 lb down and 97 lb up at I V V 7-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. & VV V V In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). V LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumbar lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pif) Vert: 5-8-20,11-2=48,24=48 Concentrated Loads (lb) Veil: 2=-24(F) November 27,2017 * /A WA PJING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 501.7473 rev. 1W0312015 BEFORE USE I I Design valid for use only with Mwekacannector& This design is based only upon parameters shown, and is for an individual building component, not I a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall I I building design. Bracing Indicated into prevent buckling of Individual truss web endlor chord members only. Additional temporary and pemtanent bracing I MOW V I Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN5lfTPli Quality Criteria, DSB49 and SCSI Building Component I 250 Krug Cirde - I safety Information available from Truss Plate Institute. 218 N. Lee Street Belie 312. Alexandria, VA 22314. Corona. CA 92880 I Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 1(3959171 170248 E1D COMMON I Job Reference footional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:12:00 2017 Page 1 ID:MDj6mFUrptGgGsZ,QPW?nEylFZ3-tVrO3MQYtTZ9dbVlutuUKHSM8BewyAbEsQogTSyEyii I 7-6-0 I 15-0-0 7-6-0 7-6-0 454 = Scale = 1:24.7 5x611 2x411 5x611 I 743-0 I 15-0-0 746-0 741-0 Plate Offsets (XV)- F1:0-0-0.0-0-11,I1:0-0-1O-5-111. 13:0-0-0.0-0-11.13:0-0-1.0-5-111 LOADING (psf) SPACING- 24)-0 CSI. DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.22 4-7 >818 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.24 4-7 >742 180 BCLL 0.0 * Rep Stress lncr YES WB 0.14 Horz(CT) 0.05 1 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MS Weight: 49 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purling. BOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 5-7-6 oc bracing. WEBS 2X4 OF Std G WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=66010-3-8,3=66010-3-8 Max Horz 1=50(LC 46) Max Uplift 1=634(LC 35), 3=-634(LC 38) Max Gray 1=931(LC 48), 3=931(LC 47) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2--1905/1330.2-3--190511341 BOT CHORD 1-4=-1061/1684, 3-4-1061/1684 WEBS 2-4=0/349 NOTES- - Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (34econd gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf; h25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-6-0. Extenor(2) 7-6411 to 10-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-0.60 This truss has been designed for a 10.0 pat bottom chord live load nonooncurrent with any other live loads. 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 240-0 wide Will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied foE the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=634,3=634. This truss has been designed fora total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-0-0 for 166.7 pIt. November 27,2017 AL WARNING - Verfly design Parameters and READ NOTES ON THIS AND INCLUDED 8BIEK REFERENCE PAGE 881-7473 rev. 1550/2015 BEFORE USE. Design valid for use only with MiTelus connectors. This design is based only upon parameters shown, and is for an individual building component. not - a trues system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing Of trusses and truss systems. see ANS1flPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 King Circle Safety Information available from Truss Plate Institute, 218 N. lea Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job miss miss Type Qty Ply Buena Vista Colony Lot 4 K3959172 170248 F Common 6 1 Job Reference tootional) owne i rues, vceenslue, •d =u oiiu S bepiazuiriviiielt mausafes.mr. MOfl NOV ( 14:15:01 5011 Paget lD:MDj6mFUrptGgGsCi9PW?nEyIFZ3-LiPmHiRAemh0Fl4yRbPjtU?ZAa5Bhd_N54XD?uyEyji I 7-2-12 14-58 7-2-12 7-2-12 40 = Scale: 112"=l' 2 4x4 = xq 4x4 7-212 I 14-5-8 3x711 7-2-12 7-2-12 Plate Offsets (LV)— '1:0-2-7.0-4-31, F3:0-2-7.0-4-31 . LOADING (psf) SPACING- 240-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.07 4-10 >999 240 MT20 . 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.19. 4-10 >895 180 BCLL 0.0 • Rep Stress 10cr YES, WB 0.13 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-AS Weight: 47 lb FT = 20% LUMBER- TOP CHORD 2X4 OF N0.2 C BOT CHORD 2X4 DF No.2 G WEBS 2X4DF Sid G WEDGE Left: 2x4 DF Std -C, Right: 2x4 DF Std -G REACTIONS. (lb/size) 1=636/0-3-8,3=636/0-3-8 Max Horz 1e49(LC 12) Max Uplift 1=-61(LC 12), 3=-61(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-911/132, 2-3=.911/132 BOT CHORD 1.4-421753, 3-442/753 WEBS 2-4=0/328 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llamph (3-second gust) Vead=87mph; TCDLa6.0psf BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-2-12, Exteflor(2) 7-2-12 to 10-2-12 zone; cantilever left and right exposed; end vertical left and right exposad;C-C for members and forces & MWFRS for reactions shown; Lumber DOLe1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrockba applied directly to the bottom chord. November 27,2017 Lb1 WARNING - Verily designpersmstera and READ HOlES ON ThiS ANDINCLUDED501EKRERMRENCE PAGE 811-7473 rev. I0O3I110I5 BEFORE USE. Design valid for use only with idltekigconneidora Tide design Is based only upon parameters shown, and is for an indlwdual building component, not Sot a buss system. Before use, the building designer must verity the epptcebnly of design parameters and property incorporate lids design Into the overall bMing design. Bracing indicated is to budding 01 Individual truss web and/or chord members only. Additional temporary and permanent bracing ' prevent MiT k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. detvery, erection and bracing of trusses and truss systems, see *asinpii Quality Creeds, osa.ait and BCSI Building Component 250 Klug Circle Safety Infonnatlon available from Truss Plate Institute. 218 N. Lee Street, Belle 312, Piexaratrla. VA 28314. - Corona, CA 92880 4x6 = Scale = 1:27.3 2x6 II 10x10 = 2x8 II 5x14 II Job ITruss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959173 170248 Fl COMMON I 3PLY COMN GIRD Job Reference (optional) Stone Truss, Oceanside. Ca 92058 8.130 S Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:12:02 2017 Page 1 ID:MDj6mFUrptGgGsC9PW?nEylFZ3-puz8U2SoO4ptMB?lwyPiYgD_QdQv5WKkHmYKyEyjh 2-10-13 6-11-4 10-11-11 14-2-0 * 2-10-13 4-0-7 4-0-7 3-2-5 2-10-13 6-11.4 10-11-11 14-2-0 1-1.11 AJt.7 Afl7 LOADING (pat) SPACING- 24)-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 14.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 * Rep Stress Incr NO WB 0.85 BCDL 10.0 Code IBC2015/TP12014 matrix-MP LUMBER- TOP CHORD 2X4 OF No.2 G 601 CHORD 2X8DFSSG WEBS 2X4 DF Std G SLIDER Left 2x8 OF No.2-G 1-11-14, Right 2x6 OF No.2-G 1-11-14 REACTIONS. (lb/size) 1=6301/Mechanical, 7=5993/0.3-8 Max Harz 1=-51(LC 9) Max Uplift 1=-917(LC 8), 7=-872(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-7847/1161, 34=-8754/1302, 4-5=-8756/1301. 5-7=-7988/1184 BOT CHORD 1-10-103416854, 9-10=-1034/6854, 8-9=-1021/7077, 7-8=-102117077 WEBS 4-9=-903/6241, 5-8-263176, 3.9=-21111454, 59=179/1219 DEFL. in (lc) I/dell Lid PLATES GRIP Vert(LL) -0.07 9-10 >999 240 MT20 220/195 Vert(CT) -0.23 9-10 >746 180 Horz(CT) 0.05 7 n/a n/a Weight: 273 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 601 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)3-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 -4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft: Cat. II: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at--lb) 1917, 7872. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 953 lb down and 144 lb up at 1-10.0,943 lb down and 143 lb up at 3-10-0,943 lb down and 143 lb up at 5-10-0, 3879 lb down and 588 lb up at 6-3-8,1312 lb down and 199 lb up at 8-2-0, and 1701 lb down and 258 lb up at 10-2-0, and 1316 lb down and 199 lb up at 12-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard G70068 November 27.2017 nnfinuwdnnnsiam2 - A WARNING. Vestry design peramete,s end READ NOTES ON THIS AND INCLUDED AUTEK RERERENCE PA GE 881.7473 rev. 1061111015 BEFORE USE Design valid for use only with MiTellS connectors. This design is based only upon parameters Shown. and is for an indivIdual building component, net a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent leasing always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusoes and truss systems. use AN511TP11 Quality Crlterta, 058.89 and BCSJ Building Component Safety Information available front Truss Plate Institute, 218 N. Lee Street, Suite 312. AlexandrIa. VA 28314. V WOW 250 Klug Circle Corena, CA 92880 Job Truss Truss Type aty Ply Buena Vista Colony Lot 4 K3959173 170248 Fl COMMON I 3PLY COMN GIRD Job Reference (optionefl 31 Stone Truss. Oceanside, Ca 92058 8.130 a Sep 15 2017 MITek Industries, Inc. Mon Nov 27 14:12:02 2017 Page 2 lD:MDj6mFUrptGgGsCr9PW?nEyIFZ3-puz8U2SoO4pttvf8?lwyPiYgD_QdQv5WKkHmYKyEyjh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (plQ Vert: 11-15=-20, 1-4=-68, 4-7=-68 Concentrated Loads (lb) Vent: 19-953(F) 20=-943(F) 21-943(F) 22=-3879(F) 23=-1312(9 24=-1701(F) 25=-1316(F) Ii A WARNING- V design parameters and RE4D NOTES ON THIS AND INCLUDED MITEXRERERENCEPAGE 501-7473 rev. IWOV015 BEFORE USE. - - Design valid for use only with Melia connectors, This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall buliding design. Bracing Indicated late prevent bucKing of bidivldual truss web endlor shard membere only. Additional temporary and permanent bracing MT k Is always required for stability and to prevent collapse with possible personal bjury and property damage. For general guidance regarding the fabitcatlon, storage, delivery, erection and bracing of busses and truss system. see AN81JWI1 Quality Creeds. 058.89 and SCSI Building Component Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, AlexandrIa, VA 25314. 250 King Crete Corona, CA 92680 Job Truss Truss Type Oty Ply Buena Vista Colony Lot 4 K3959174 170248 FG Common Supported Gable 1 1 Job Reference Lop Stone Truss. Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:12:03 2017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEy1FZ3-I4XtMOTQ9OxkI2EKZ0RByv41jOsH9ZqgYO0K4nyEyjg I 7-2-12 I 14-5-8 7-2-12 7-2-12 4x4 = Scale = 1:24.3 ~i 20 19 18 17 16 15 14 13 12 4x4= 454 30 II 3x7 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 14.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 • Rep Stress mc, YES WB 0.05 BCDL 10.0 Code 1BC2015/TP12014 Matrix-P LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G OTHERS 2X4 DF Std G WEDGE Left: 20 DF Std -G. Right: 2x4 OF Std -G DEFL. in (lc) 1/defi Lid PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 11 n/a n/a Weight: 65 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc braang. REACTIONS. All bearings 14-5-8. (Ib)- Max Horz 153(LCI2) Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 19,20, 15, 14, 13, 12, 1 Max Gray All reactions 250 lb or less at joint(s) 16,17,18,19,20,15.14,13,12, 1. 11 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCOL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 3-2-12, Extertor(2) 3-2-12 to 7-2-12. Comer(3) 7-2-12 to 10-2-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL--1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. All plates are 2x4 MT20 unless Otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 19, 20, 15,14,13,12.1. November 27,2017 A WARNING - Veatfy design parameters and READ NOTES ON THIS AND INCLUDED AWTEK REFERENCE PAGE 881-7473 rev. 8810E9015 BEFORE USE Design valid for use only with Mireve connectors This design is based only upon parameters shown. and Is for an Individual building component not a truss system. Sabre use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent budding of individual truss web andlor chord members only. Additional temporary and permanent bracing Is MiTek always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSlflPl1 Quality Criteria OS8-89 and SCSI Building component Safety InformatIon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona. CA 92880 C 70068 EXP. $402018 i~ ~-o I aon -~Xllt November 27,2017 Job Truss Truss Type Ply Buena Vista Colony Lot 4 10ty K3959175 170248 G COMMON 1 1 - Job Reference toptional) owne iruss, uceansice, i.a uuoo - 5.130 $ Sep ic 2017 MiFek Industries, Inc. Mon Nov27 14:12:04 2017 Pagel ID:MDj6mFUrptGgGsCr9PW?nEytFZmG5uvtT2h3b6CpxTjzQU7d4Wo4duOupn2mtcDyE I 6-0-0 I 12-0-0 6-0-0 6-0.0 4x4 = Scate= 1:22.3 2 4x4 = a, ii 454 = 357 II 12.0.0 6.0.0 6.0-0 Plate Offsets (X'fl- 11 :0-2-7.0-4-31. 13:0-2-7.0-4-31 LOADING (pill) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 IC 0.48 TCDL 14.0 Lumber DOL 1.25 BC 0.53 BCLL . 0.0 • Rep Stress lncr NO WB 0.06 - BCDL 10.0. Code lBC2015ITPl2014 Matrix-MID LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 DE No.2 G ., WEBS 2X6 DE No.2 G WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=717/0-3-8, 3=717/0-3-8 Max Ho,z 1=40(LC 8) Max Uplift 1=-62(LC 8), 3=-62(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1075/85, 2-3-1075/85 BOT CHORD 1-4-371921, 3-4-371921 WEBS 2-40I453 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vulfrllomph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCDL6.opsf; h=256; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 PSI bottom chord live load nonconcunent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tell by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb down and 89 lb up at 6-0-0 on top chord, and 64 lb down and 20 lb up at 2-0-12.59 lb down at 4.0-12,72 lb down at 6-0-0, and 59 lb down at 7-11-4, and 64 lb down-and 20 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11). Vert: 5-8-20.1-2=68.2-3=48 Concentrated Loads (lb) Vert 2=-112(B) 4=41(B) 11=44(B) 12=38(8) 13=-38(8) 14=44(B) AWARNINO - Vert& design parameters and READ NOTES ON THIS AND INCLUDED 111510 RERENCE PAGE Isi.7473 rev. 1W03,201585F0RE USE. Design valid for use only with WNW connectors This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the epptcabllily of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing prevent MT k Is always required for stebitty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and fists systems. see AN5111P11 Quality CrIteria, DSB.89 and SCSI Building Component 250 Klug Circle safety lnfomratlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. COrona, CA 22880 DEFL in (lc) 1/defi Lid PLATES. GRIP Vert(LL) -0.04 4-10 >999 240 MT20 2201195 Vert(CT) -0.13 4-10. >999 180 Ho,z(C1) 0.02 1 nla nla Weight: 41 lb FT = 20% - BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-12 cc purlins. 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 I K3959176 170248 GI Common 1 1 Job Reference (octionall Stone Truss, Oceanside. Ca 92058 - - 8.130 S Sep 152017 MiTek Industries. Inc. Mon Nov Z? 14:12:05 2017 Page 1 ID:MDj6mFUrptGgGsC,9PW?nEylFZ3-ETfH73Ugh?BRkMNjgRUf1KAHBCUIdRMz0iVR8fyEyje I 6-0-0 12-0-0 6-0-0 6-0-0 4x4 = Scale = 1:22.3 4x4 = £xq II 4x4 = 357 II LOADING (psf) SPACING- 24)-0 TCLL 20.0 . Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code lBC2015ITPI2014 CSI. DEFL. in (Ice) lldefl L/d TC 0.36 Vert(LL) -0.04 4-7 >999 240 BC 0.31 Vert(CT) -0.09 4-7 >999 180 WB 0.11 Horz(CT) 0.02 1 n/a n/a Matrix-AS PLATES GRIP MT20 2201195 Weight: 39 lb FT = 20% LUMBER. TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4DF Std G WEDGE Left: 2x4 DF Std -G. Right: 2x4 OF Std -G REACTiONS. (lb/size) 1=52810-3-8,3=528/0-3-8 Max Harz 1=-40(LC 13) Max Uplift 1=-51(LC 12). 3-51(1_C 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-7411133, 2-3=-7411133 BOT CHORD 1-4=-511612, 3.4=51I612 WEBS 2-4=01267 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 34-0, lnterior(1) 3-0-0 to 6-0-0, Extenor(2) 6-0-0 to 9-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss design requires that a minimum of 7/16* structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. November 27,2017 A WARNING - VeAfydeslgn parameters and READ NOTES ON THIS AND INCLUDED AITFJC REFERENCE PAGE 881-7473 rev. 11163l2015 BEFORE USE Design valid for use only with Mfrekib connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer mutt verify the applicability of design parameters and properly incorporate this design into the overall V building design. Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MIT OW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabrtcatlan, storage, delivery, erection and bracing of trusses and truss systems. sea ANsInpil Quality criteria, 05849 and BCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute. 218 N. Lee street. suite 312. AlexandrIa, VA 22314. Corona. CA 92880 Job Truss ., Truss Type Qty Ply Buena Vista Colony Lot 4 K3959177 170248 H MONO TRUSS 1 2PLY MONO GIRD Job Reference (optionalt Stone Truss, Oceanside, Ca 92058 - 8.130 a Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:12:05 2017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEyIFZ3-ETfH73Ugh?BRkMNjgRUf1KAL0CSpdMuzOiVR8fyE1ge 4-2-8 I 8-00 4-2-8 3-9-8 3x4 II Scale: 112"=l' 4x4 = 2x6 4x4 = 4-2.8 i 8-0.0 4-2-8 3-9-8 Plate Offsets (X.Y- Ii :Edpe.0-2-01. 12:0-1-8.0-1-81. 15:0-3.12.0-1-01 LOADING (pat) SPACING. 2.0-0 CSI. DEFL in (bc) Ildefi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.02 5-8 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.40 Veit(CT) -0.05 5-8 >999 180 BCLL 0.0 • Rep Stress lncr NO WB 0.39 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2015!TP12014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 81 lb FT=20% LUMBER. BRACING. TOP CHORD 2X4 OF N0.2 G TOP CHORD BOT CHORD 2X6 OF No.2 G WEBS 2X4 DF Std G SOT CHORD REACTIONS. (lb/size) 1=1723/0-3-8,4=257610-3-8 Max Horz 1=136(LC 7) Max Uplift 1-246(LC 8), 4=.405(LC 8) Max Gray 1=1723(LC 1), 4=2606(LC 15) FORCES. (Ib)- Max. CompiMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2572/372 SOT CHORD 1-5.361112344,4-5=-3611/2344 WEBS 2.5=.23712041, 24=2658/446 Structural wood sheathing directly applied or 64).0 cc puilins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc braang. NOTES- 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4-1 row at 0-9-0 cc. Bottom chords connected as follows: 2xG -2 rows staggered at 0-9-0. cc. Webs connected as follows: 2x4 -1 row at 0.9.0 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. Wind: ASCE 7-10;Vult1lomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h=25ft; Cat. II; ExpC; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 001=1.60 plate grip 001=1.60 This truss has been designed fore 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tail by 2-0.0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 1=246,4=405. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 815 lb down and 117 lb up at 1-6-0. 1001 lb down and 144 lb up at 34-0, and 994 lb down and 143 lb up at 5-8-0. and 994 lb down and 143 lb up at 7-10.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11) Vest: 4-4=-20,11-3=41111 November 27,2017 pontinuedcnJsaae2 AWARNINO - Verify design Parameters and READ NOTES ON THIS RHO INCLUDED MiEN REFERENCE PAGE 511.7473 rae. 10/03/2015 BEFORE USE. Design valid for use only with Wake, connectors. This design is based only upon parameters shown, and is for an Individual holding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MIT 61C Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. ersolfon and bracing of trusses and truss systems, see AN5IflPII Quality crttelta, 058.89 and scsi Building Component Safety Information available from Truss Plate InstItute, 218 N. Lee Street Suite 312, /0exandfla, VA 22314. 250 tOug Circle Colons, CA 02880 Job Truss Truss Type Qty Ply Buena Main Colony Lot 4 K3959177 170248 H MONO TRUSS I 2PLY MONO GIRD Job Reference (optional) Stone Truss. Oceanside, Ca 92058 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-943(F) 9=773(F) 10=-949(F) 11=943(F) 8.130 s Sep 152017 MiTek Industries, Inc. Mon Now 27 14:12:05 2017 Page 2 ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-ETfH73Ugh?BRkMNjgRUf1KAL0CSpdMuz0iVR8fyEyje A WARNING- VOW design Petrefileftnt and READ N01S ON ThIS AND INCLUDED A'JTEJC REFERENCE PAGE 811.7413 rev, 1003I2015 BEFORE USE Design valid for use only with MITeISS connectors. This design is based only upon parameters shown, and In for an individual building component, not - a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated 1510 prevent buckling of Individual truss web andtor chord members only. Additional temporary and permanent bracing Is MiTek always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 K3959178 170248 J Monopitch 2 1 Job Reference (optional) Stone Truss, uceansice, Ca vzusu s.isu s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:12:08 2017 Page 1 - ID:MDj6mFUr'ptGgGsCrSPW?nEyIFZ3-ilDlKPVJSJJlMWijvE8?uZYiMKbmmMvl6FMF_h6yEyjd 7-10.0 I 7-10.0 3x4 II Scale =1:22.8 2 11 3x511 , 3011 I 7-10.0 7-10.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (ice) ' l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.14 3-6 >639 240 MT20 220/195 TCOL 14.0 LumberbOL 1.25 BC 0.55 Vert(CT) -0.51 3-6 >180 180 BCLL 0.0 * Rep Stress Inc YES WB 0.00 Horz(CT) 0.07 1 n/a n/a BCDL 10.0 Code IBC20151TPl2014 Matrix-AS Weight: 28 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 OF No.2 G 'lvi nt C*.i t BOT CHORD - Rigid ceiling directly applied. WEDGE Left: 2x4 OF Std -G REACTIONS. (lb/size) 3=338/Mechanical, 1=33810-3-8 Max Harz 1136(LC 11) Max Uplift 3=-66(LC 12), 1=-36(LC 12) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. - .. NOTES- Wind: ASCE 7-10 Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opst BCDL=6.opsf; h=25ft; Cat. II; ExpC; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lntenor(1) 3-0-0 to 748-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonooncunent with any other live loads.- This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. , Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding .100 lb uplift at joint(s) 3.1. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum • sheetrock be applied directly to the bottom chord. ' November 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEIC REFERENCE PAGE rE,-7473 rev. 1111MOf5aEFORE USE. DesIgn valid for use only with MlTekE connectors. This design Is based only upon parameters shown, and Is for an individual building component. not a truss system. Bedee use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent budding of individual truss web andIor chord members only. Additional temporary and permanent bracing MiT k' Is always required for stability and to prevent collapse with possible personal busty and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing oltrusses and truss systems, see ANSUTPII Quality Criteria. D.89 and ecsi Building component safety Information available from Truss Plate Institute, 216 N. Lee Street. Suite 312. Alexandria, VA 22314. 1 250 klug Circle Corona. CA 2211801 Job Truss Truss Type . Qty Ply Buena Vista Colony Lot 4 1(3959179 170248 JI Monopitch I Job Reference (optional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Now 27 14:12:07 2017 Page 1 ID:MDj6mFUrptGGsC,9PW?nEylFZ3Am1XllMDcR9zgX6oiW76lFd5?AL5MYGTO_XDYyEyjc I 5-6-6 5-54 354 II 2 Scale= 1:18.6 4x4 = 30 5-54 LOADING (psf) SPACING- 240-0 CSI. DEFL. in (lc) Ildefi lid PLATES GRIP TCLL 20.0 Plate Gulp DOL 1.25 IC 0.33 Vert(LL) 0.04 3-6 >999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.13 3-6 >510 180 BCLL 0.0 • Rep Stress mci YES WB 0.00 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-AS Weight: 20 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied. WEBS 2X4DFStdG WEDGE Left: 2x4 OF Std -G REACTIONS. (lb/size) 3=234/Mechanical, 1=234/0-3-8 Max Hotz 196(LC 11) Max Uplift 3=-46(LC 12), 1=-24(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llamph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCOL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3-0-0, Interior(l) 3-0-0 to 5-3-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 1. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 070068 EXR9-30.2018 I .• 1* November 272017 A WARNING - Vedfy design paremere,s and READ NOTES ON THIS AND INCLUDED ?JTEK REFERENCE PAGE MI-7473 rev. IWOS/2015 BEFORE USE Design valid for use only with ldifeirSi connectors. This design is based only upon parameters shown, and is for an individual building component. not e truss system. eefore use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web end!or chord members only. Additional temporary and permanent bracing ATk Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see AN5IflPuI Quality Criteria, 055-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, AlexandrIa, VA 22314. 250 King Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Buena Vista Colony Lot 4 1(3959180 I 170248 J2 Roof Special Girder I Job Reference (oplionalt Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:12:07 2017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEyIFZ3-Am1XIWitOcR9zgX6orW76IFYs?1y5MYGT0_XDYyEyjc 240-5 I 6-0.0 2-10.5 3-141 3x4 II Scale= 1:18.8 40 = 3x411 Plate Offsets (X.Y)— 11:0-0-0.0-1-121,1`1:0-1-15,04411 LOADING (psI) SPACING- 2-0-0 CSI. DEFL in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.67 Vert(LL) 0.11 3-6 >621 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.39 3-6 >181 180 BCLL 0.0 * Rep Stress Incr NO . WE 0.00 Horz(CT) 0.05 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MID Weight: 21 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 OF Std G BOT CHORD WEDGE Left: 20 OF Std -G REACTIONS. (lb/size) 3=928/Mechanical, 1=352/0-3-8 Max Hoiz 1=105(LC 7) Max Uplift 3-234(LC 8), 1-35(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h=258; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 24)-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=234. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down at 2-0-12, and 238 lb down and 71 lb up at 4-0-12, and 493 lb down and 150 lb up at 5-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (pif) Vert: 1-2=-68,3-4--20 Concentrated Loads (lb) Vert: 3=-493(8) 7=-34(8) 8=-238(8) C70068 * November 27,2017 A WARNING- Verfft, design parameters end READ NOTES ON ThIS AND INCLUDED AfflEKREFERENCE PACE 1111114473 rev. 10/03)2015 BEFORE USE. Design valid for use only with Mffelizi connectors. This design is based Only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verily the applicability of design parameters arid property Incorporate this design into the overall builang design. Bracing Indicated Is to budding of Individual truss web andlor chord members only. Additional temporary and permanent bracing prevent MT k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrIcation, storage, delivery, election and bracing of trusses and truss systems. see *isuiii Quality Criteria. osa-es and SCSI Betiding Component 250 King Coda Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Nexandila, VA 22314. Corona. CA 02880. Job Truss Truss Type City Ply Buena Vista Colony Lot 4 K3959181 170248 J3 Monopltth 3 1 Job Reference (ootional) Stone Truss, Oceanside, Ca 92058 8.130 s Sep 152017 MiTek Industries, Inc. Mon Nov 27 14:12:08 2017 Page 1 ID:MDj6mFUrptGgGsCr9PW?nEylFZ3-e2KPl5WZ_wZ0bq8lMZ1 MfzonfPVjqpoPigk5LyEyjb 600 30 II 2 Scale = 1:18.8 4x4 = 3x411 LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (lc) lldefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.05 3.6 >999 240 TCDL 14.0 . Lumber DOL 1.25 BC 0.33 Vert(CT) .0.18 3.6 >387 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-AS PLATES GRIP MT20 220/195 Weight: 21 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4DF Std G WEDGE Left: 2x4 OF Std -G REACTIONS. (lb/size) 3=258/Mechanical, 1=25810-3-8 Max Horz 1=105(LCII) Max Uplift 3=51(LC 12), 1=-27(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- Wind: ASCE 7-10; Vult°llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lnteflor(1) 3.0.0 to 5-10-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 1. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. C 70068 EXP. 9-30.2018 OEC November 272017 WARNING- Veitfydeslgnpvameteis and READ NOM ON THIS AND INCLUDED 8925K REFERENCE PAGE 111-7473 rev. 10/03)2015 BEFORE USE Design valid for use only with Mrrek'sconnestors This design Is based only upon parameters shown. and Is for an Individual building component. not a buss system. Before use, the building designer must veiil, the applicability of design parameters and properly Incorporate this design into the overall V IF building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrIcation, storage, delivery. erection and bracing of trusses and truss systems, see APISUTPII Quality Criteria, 0sB.89 and acsi Building Component 250 Klug CircleSafety Information aystabla from Truss Plate Institute. 218 N. Lee Street, Suite 312. AlexandrIa. VA fl314. Corona. CA 92880 Job Truss Type Qty Ply Buena Vista Colony Lot 4 JTruss K3959182 170248 J4 Monopitch 8 Job Reference (ontional) Stone TrUSS, oceansiDe, ca tizuse B.11u S sep is zuii Miles InDustries. lflC. Mon NOvZ1 14:1z:uv ZU17 Page 1 I:MDj6mFUrptGgGsC,9PnEylFZ3-6EunyRXBIEhtDzhUGYbBAK_ssUZG1YxKTeHRyEyja I . 'Co . I 5-0-0 - - Scale 1:18.2 2 4x4 = 3x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Veit(LL) 0.03 3-6 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.09 3.6 >660 180 BCLL 0.0 • Rep Stress mo' YES WB 0.00 Holz(C1) 0.02 1 nla n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-AS Weight: 181b FT 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied. WEBS 2X4DF Std G WEDGE Left: 2x4DF Sid -G REACTIONS. (lb/size) 3=214/Mechanical, 1=21410-3-8 MaxHo,z 189(LC11) Max Uplift 3=-43(LC 12), 1a.22(1-C 12) FORCES. (Ib)- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasda87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 4-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 1. This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. November 27,2017 WARNING. Vedfydesign parameters andRE4D NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGE rjl.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mrrelrs connectora This design Is based Only UOfl parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web end/or chord members only. Additional temporary and permanent bracing Welk" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the llabdcallon. storage, delivery, erection end bracing of trusses and truss systems. see ANSlflPI1 Quality Criteria, OSB.89 and SCSI Building Component Safety bsfonnatlon available from Truss Plate Institute. 216 N. Lee Street. Suite 312. Fjexandrta, VA 25314. 250 slug Circle Corona, CA 02600 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I Center plate on joint unless x, y offsets are indicated. 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, Is always required. See BCSI. O.-Ile. CI-2 C2-3 Truss bracing must be designed by an engineer. For WEBS wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I XZ _____________________ bracing should be considered. o Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 3Q g o _______________________________ Provide copies of this truss design to the building I Q7-8 M7 cs-46 I— For 4 x 2 orientation, locate designer, erection supervisor, property owner and _____________________________________________________ BOTTOM CHORDS Plates 0- "is' from outside all other Interested parties. edge of truss. 8 7 6 5 Cut members to bear tightly against each other. S. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED!LETTERED CLOCKWISE Joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI!TPI 1. * Plate location details available In MiTek 20120 software or upon request. NUMBERSILETTERS. S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS Unless expressly noted, this design Is not applicable for [CC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1 311 ESR-1 352, ESR1988 responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber dead load deflection. the length parallel to slots. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the 4r output. Use T or I bracing Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. Top chords must be sheathed or purtins provided at spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values Bottom chords require lateral bracing at lOft. spacing, or less, it no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved Connections not shown are the responsibility of others. 16.00 not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: MAlI ANSIITPII: National Design Specification for Metal Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek° Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 'ot/,4 VISMA jr 4 1 /24 /i8 PLA..J z48 _jTIvt c1)44 - "i-' ccr( of 0\14G 0 4 q RCE 50406 06-30-I? 16146 Po1coA Crest Drive Sn Diego, CA 92127 p1858-592.0247 1 858-592-0247 ron.prenticctsbcg16ba1.nct