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Home My WebLink About1573 MARBRISA CIR; ; CB142415; Permit11-20-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW140339 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: DAN TALANT 1573 MARBRISA CR CBAD SWPPP Lot#: CB142413 GRAND PACIFIC VILLA BLDG 65 Owner: Status: Applied: Entered By: Issued: Inspect Area: Tier: Priority: ISSUED 09/18/2014 SKS 11/20/2014 1 M 4990 N HARBOR DR SAN DIEGO CA 92106 619-297-8066X25 Emergency Contact: HOUSTON ARNOLD 760 585-8879 SWPPP Plan Check SWPPP Inspections Additional Fees $53.00 $224.00 $0.00 TOTAL PERMIT FEES $277.00 Total Fees: $277.00 Total Payments To Date: $277.00 Balance Due: $0.00 DATE ?!GNATijRE THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: Sfp PLANNING NGINEERING UILDING IRE • HEALTH •HAZMAT/APCD Ccityof Carlsbad Builciing Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: building@carlsbadca.gov ^—, www.carlsbadca.gov ^\Lr^ Plan Check No. CL(K iL(Z^\S Est. Value j ^ Ol^'^^LfO Plan Ck. Dyeposi^ ^ f'^^'^ W ISWPPP ^ Date 72^ JOB ADDRESS SUITE#/SPACE*/UNIT# V»«.uv 0 2H - |3| CT/PROJECT # PHASE# # OF UNITS 1^ # BEDROOMS 12- # BATHROOMS TENANT BUSINESS NAME (^^z/^^p fijciPK ^t^j I I f^: Z- CONSTR. TYPE EXISTING USE PROPOSED USE GARAGE (SF) 0 PATIOS (SF) 5 DECKS (SF) FIREPLACE YES|~|» NOf^ AIR CONDITIONING YES^NOn FIRESPRINKi£RS YES[\7(NO| I APPLICANT NAIVIE -i—' Primary Contact -^f^/^/^y jAi^j^f^T- PROPERTY 0' WNER NAIVIE 1^ ^ <l3/2/>is/0 Y(,L\^\^ foaSurcX' ADDRESS CITY - STATE ZIP Cof^ .64 CXI 9Z)oc ADDRESS CITY , STATE ' zip PHONE, PHONE EMAIL EMAIL fM. DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL CLASS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County whicii requires a pernnit 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 ofthe Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 ofthe Business and Professions Code} ortnat he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicantfor a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WOIRKERS' COMPENSATION Workers' Compensation Declaration: / hereby affirm under pertalty ofpeijury one of tlie following declarations: 11 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 perfomiance of the woric for which this permit is issued. 11 have and will maintain worlters' compensation, as reguired by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance earner and policy numberare: Insurance Co. PolicyNo. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. I I Certificate of Exemption: I certify that in the perfomiance of the work for which this pemiit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Califomia. WARNING: Failure to secure worlters' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attomey's fees. CONTRACTOR SIGNATURE QAGENT DATE OWNMU-BUILDER 06CLARATION / hereby affinn that I am exempt from Contractor's Ucense Law for the foibwing reason: I I 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 Lteense 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). I I I, as owner of the property, am exdusively contracting with licensed contractors to constmct 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). I am exempt under Section Business and Prafessions Code for this reason: ^ j, 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvemenl PQyes I INO 2.1 (have / have not) signed an application for a building pemnit for the proposed work. 3.1 have contracted with the following person (fimn) to pravide the praposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the worit, but I have hired the following person to coordinate, supenrise and provide the major worit (include name / address / phone / contractors' license number): 5.1 will provide some of the work, bytJ^ve SBotrxted (hired) the following persons to provide the worit indicated (include name / address / phone / type of worit): /fiS'pROPERTY OWNER SIGNATURE NT DATE COMPtETE THIS SECTION FOR NON-RESIOENTIAL BUILOING PERMITS ONLY Is the applicant or future buikling 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? Yes No Is the applksnt or future buikling occupant required to obtain a perniit from the air pollutkin control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes 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. CONSTRUCTION LENDING AGENCY 1 hereby affirm that there is a construction lending agency for the performance of the worIt this permit is Issued (Sec 3097 (i) Civil Code). Lender's Name Lender's Address PPLICANT CERTIFICATION I ceiti^ that I have lead the application and state that the above intbrniation is conect and that the infonnation on the plans is accuiate. I agree to complywith all Cl^ ordinances and State laws relating to bullding construction. I hereby authorize representative ofthe City of Carisbad to enter upon the above mentioned property Ibr inspeclbn purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HAIRLESS THE CITY OF CARLSBAD AGAINST ALL UABILFTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA pemiit is required for excavations over 5'0' deep and demolitbn or constmctbn of structures over 3 stories in height. EXPIRATION; Every permit issued by the Building Oflicial under the provisbns of this Code shall expire by limitaton and become null and void if the buikling or wortt authorized by such permit Is not commenced within 180 days from Ihe date of such petmit or if the buikling or worit aulhorized by such pemnit is suspended or abandoned at any time after the viortt is commenced for a period of 180 days (Section 106.4.4 Unifomi Buikling Code). >eS'APPLICANT'S SIGNATU DATE f-Z^^'/y STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY If a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-«560, Email buildlnaiSlcailsbadca.qov or Mail the completed forni to City of Carisbad, Building Division 1635 Faraday Avenue, Carlsbad, Califbmia 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX OCCUPANT'S BUS. LIC. No. DELIVERY OPnONS PICK UP: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAILTO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB#- MAIL/FAX TO OTHER: NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION vg?APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB142415 Type: COMMIND HOTEL Date Inspection Item 06/24/2015 89 Final Combo 06/24/2015 89 Final Combo 05/18/2015 31 Underground/Conduit-Wirin 05/07/2015 33 Service Ciiange/Upgrade 04/21/2015 85 T-Bar 04/01/2015 84 Rough Combo 03/31/2015 84 Rougii Combo 03/26/2015 17 Interior Lath/Drywall 03/26/2015 18 Exterior Lath/Drywall 03/24/2015 17 Interior Lath/Drywall 03/10/2015 84 Rough Combo 03/05/2015 84 Rough Combo 03/03/2015 84 Rough Combo 02/06/2015 15 Roof/Reroof 01/21/2015 34 Rough Electric 01/05/2015 18 Exterior Lath/Drywall 12/23/2014 13 Shear Panels/HD's 12/10/2014 14 Frame/Steel/Bolting/Weldin 11/25/2014 11 Ftg/Foundation/Piers 11/21/2014 24 Rough/Topout Inspector PD PD PD PD PD PD PD PD PB PD PB PB PB PD PD PD PD PD PD Act Rl AP AP AP AP AP AP AP AP PA PA AP NR AP AP AP PA PA AP AP GRAND PACIFIC VILLA 65 - BUILD NEW 12 UNIT TIMESHARE BLD 13,969 S Comments AM Friday, June 26, 2015 Page 1 of 1 Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0769 File No.: Permit No, Project No.: Project Name Citv of cartsbad BUItO.HGON>S>OH Date Printed: 12/4/2014 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 10 12/1/2014 4X8 12.57 66,960 5,330 Cone & Split 28 12/19/2014 28 12/19/2014 28 12/19/2014 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: FOOTING ASTM €172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835056 Water added at Site: gal. By Cement Type: Mix Time: 40 Remarks: 1ST LEVEL Concrete Temp: 77 Ambient Temp: 65 °F ASTM C1064 °F ASTM C1064 Slump: 5.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L.P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1,Indio, CA92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 12/4/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0768 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 10 12/1/2014 4X8 12.57 61,060 4,860 Cone & Split 28 12/19/2014 28 12/19/2014 28 12/19/2014 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: SLAB ON GRADE ASTMC172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835036 Water added at Site: gal. By Cement Type: Mix Time: 40 Remarks: 1ST FLOOR Concrete Temp: 77 Ambient Temp: 64 °F ASTMC1064 °F ASTMC1064 Slump: 4.50 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 12/4/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0767 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 10 12/1/2014 4X8 12.57 56,070 4,460 Columnar 28 12/19/2014 28 12/19/2014 28 12/19/2014 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: FOOTING ASTMC172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835024 Water added at Site: gal. By Cement Type: Mix Time: 40 Remarks: 1ST FLOOR Concrete Temp: 75 Ambient Temp: 61 °F ASTMC1064 °F ASTMC1064 Slump: 5.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. 2^ Sam Valdez, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax; (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel; (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway # 1, Indio, C A 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 12/4/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0766 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 10 12/1/2014 4X8 12.57 62,470 4,970 Cone & Split 28 12/19/2014 28 12/19/2014 28 12/19/2014 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: FOOTING ASTMC172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835015 Water added at Site: gal. By Cement Type: Mix Time: 45 Remarks: 1ST FLOOR Concrete Temp: 70 Ambient Temp: 59 °F ASTM C1064 °F ASTM C1064 Slump: 3.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. • www.mtglinc.com MTGL Project*:. Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632,2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800,491.2990 Indio: 44917 Golf Center Pkwy, #1 indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 Permit #_ Report #_ DAILY INSPECTION REPORT DSA/CITY Flle#:. PG. OF. DSA/OSHPD APPL #:_ DSA/LEA #: Special inspection Reports must be distributed to the parties listed beiow within 14 days of the inspection. Reports of non-compliant conditions must be distributed Immediately Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be coniptBted and signed by the special Inspector conducting the inspection. ARCHITECT 1>AA TIME ARRIVED TIME DEPARTED ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR RSF SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE '^ONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREFgpOFING • ANCHdiftEDOWEL • NOE FIELBk • NDESHOP ' ' • CEILING WIRE • • • DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE; APPROVED PLANS Y, SOIL REPORT YO ND SPECS: YSfcNn APPROVED SHOP DRAWING Y • N • MATERIALS USED BV CONTMCTCR (INCLUDE BESEARCK REPORT NO. OR MATERIAL TEST REPORTS): j, ^ CONTRACTORS EQUIPMENT / MANPOWER USED; , fER USED: . 1 AREA, SRID LINES, PIECES INSPECTED: ^ _ y/1 J/}y\f^ STRUCTURAL NOTES, DETAIL, OR RFIS USED: RQ^ARKS, WCUlOWCWfCrWeS: I J ^ REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WAW^WASNOTD Inspected In accorcj&nce with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WAST^WASNOTD N/AD Performed in accordance withiDSA/OSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE l/VDRK INSPECTED mp&- DID NOT MEETD The requirements of the DSftieSHPD/PROJECT approved documents. Samples tal<en: P Weather:_ Tgj?aturi^f SflSGiaLLajpector: ajjflgpectpr; Certification Verified by:. Print Mame www.mtglinc.com MTGL Project #: / 9/<^ f Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 IVIeridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch; 800.491.2990 Indio: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch; 800.491.2990 Permit # Report #_ PG_ Z 0F_A DAILY INSPECTION REPORT DSA/CITY File #;„ DSA/OSHPD APPL #; DSA/LEA #; Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME >mgae:^ ^^^^.^ ^K^'//a^ ARCHITECT TIME ARRIVED TIME DEPARTED ENGINEER LUNCH TIME CONTRACTOR SUB CONTRAI INSPECTION AODRESS ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION n BACKFILL [ : BATCH PLANT I 1 PT CONCRETE :j SHOTCRETE CONCRETE • MASONRY • HIGH STRENGTH BOLTING n WELDING • SHOP WELD FIREPROOFING ANCHOR/DOWEL NDE FIELD NDESHOP CEILING WIRE DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE; APPROVED PLANS Yy^ Nl SOIL REPORT Y/i NI SPECS; NH APPROVED SHOP DRAWING Yl MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ^_ W»M8NT/ MANPOWER USED: . ^ CONTRACTORS E' AREA GRID LINI LINKrPIECfS INSPEOED^ / , . STRUCTURAL NOTES. DETAIL, OR RFIS USED;_ t ^ r / * REMARKS, INCLUDING MEETINGS: At Tli^ REWORK AS PERCENT OF ALt WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WAS/: WAS NOT i " Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS WAS NOT I i N/A L Performed in accordance with DSA/OSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MEpI DID NOT MEET T l The requirements of the DSA/OSHPD/PROJECT approved documents. Samples taken; / .i^-/- e/^ S'^ y*^^'' Weather; ^/ouS^j^ JA^/A Temp; rff^^ J Signature of Special Inspector Print Name Certification #; Verified by;_ Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Td; (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, hdio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 City of Carlsbad OCT 2'2 2QU BUILDING DIVISION Date Printed: 10/15/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-06ISA File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 10/14/2014 4X8 12.57 46,010 3,660 Columnar 28 11/4/2014 28 11/4/2014 28 11/4/2014 28 H 11/4/2014 Specified Strength: 4,000 PSI Sampled By: FELIPE CISNEROS Location: ELEVATOR PIT - VILLA 65 ASTMC172 Date Sampled: 10/7/2014 Date Received: 10/8/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1839631 Water added at Site: 10.00 gal. By CONTRACTOR Cement Type: II/V Mix Time: 51 Remarks: Concrete Temp: 82 Ambient Temp: 81 °F ASTM C1064 °F ASTMC1064 Slump: 5.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 12/2/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent: GRAND PACIFIC CARLSBAD, L.P. Set No.: 14-0766 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 11/28/2014 4X8 12.57 62,470 4,970 Cone & Split 28 12/19/2014 28 12/19/2014 28 12/19/2014 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: FOOTING ASTM C172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835015 Water added at Site: gal. By Cement Type: Mix Time: 45 Remarks: 1ST FLOOR Concrete Temp: 70 Ambient Temp: 59 °F ASTM C1064 °F ASTM C1064 Slump: 3.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. www.mtqiinccom Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch. 800.491 1990 San Diego/Imperial County: 6295 Ferris Square, Suite 0 San Diego, CA 92121 Tel: 858.537.3999 l ax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkway, Bldg. 2-A Riverside, CA 92518 TO 1: 951.653.4999 Fax:951.653-4666 Dispatch: 800.491.2990 Indio: 44917 Golf Center Pkwy, #1 Indio, GA 92201 Tel: 760.342.4677 Fa.x: 760.342.4525 Dispatch: 800.491.2990 MTGL Project # Permit #. 1916K09 CB142415 DAILY INSPECTION REPORT DSA/CITY File*: DSA/OSHPD APPL # Report tt_ PG 0F_ DSA I LEA tt Special Inspection Reports must he distnbuted to the parlies listed below within 14 days of Ihe inspection Reports of non-compliant Conditions must he distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by me special inspector conducting the inspection PROJECT NAME MarBrisa Resort 11/25/14 Gary W. Nogle TIME ARRIVED 0700 IIME DEPARTED 1100 Charles E. Colvin TRAVEL TIME Grand Pacific. Resorts Inc. SUR CONTHArTOR A Absolute Contstruction Welding INSPECTION ADDRESS 1594 Marbrisa Circle Carlsbad CA ADDRESS OF PROJECT 1594 Marbrisa Circle Carlsbad CA rVPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACKFILL • BATCH PLANT • PTCONCRETE • SHOTCRETE • CONCRETE • IVIASONRY HIGH STRENGTH BOLTING I WELDING • SHOP WELD •FIREPROOFING QNCHOR/DOWEL [1 NDE FIELD NDE SHOP • CEILING WIRE § Held welding n DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE ^ |—| SOIL REPORT [—1 V R N SPECS: S y • n APPROVED PLANS t—I ' L_J IN i—i APPROVED SHOP DRAWING • n MATERIALS USED BY CONTRACTOfl (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) A500 HSS . A36 steel CONTRACTORS EQUIPMENT/ MANPOWER USED DC welder, LN 25 wire feeder on certified welder (; AREA. GRID LINES, PIECES INSPECTED Steel erection and welding at grids F to H and 1 to 4.5 First and second levels. STRUCTURAL NOTES DETAIL OR RFI'S USED Details 8&9/S6.2 and 13/S6.2 REMARKS INCLUDING MEETINGS On site at Marbrissa resort for periodic inspection of welding as per Dl .1 welding code and contract documents. Observed erection and welding of HSS columns and beams as per details noted above. Welder was observed for proper technique and procedure. Welds were inspected for proper size, k length and visual quality. REWORK AS PERCENT OF ALL WORK TODAY: PERC ENT PROJI-X' 1 COMPLETE: THE WORK WAS & WAS NOT • Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents- MATERIAL SAMPLING WASD WASNOTS N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents, cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METS DID NOT MEETQ The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken Weather ^U"") Temp 60 Signature of Special Inspector DUANF. LORI N/ Pnnt Name Certification *- AW;S CWI QC-1 06060951 Verified by Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Td: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 . Tel: (760) 342-4677 Fax: (760) 342-452^_V*3lO Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 nCr 1^ "^^^^Date Printed: 12/24/2014 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0769 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 10 12/1/2014 4X8 12.57 66,960 5,330 Cone & Split 28 12/19/2014 4X8 12.57 83,670 6,660 Cone & Shear 28 12/19/2014 4X8 12.57 84,370 6,710 Columnar 28 12/19/2014 4X8 12.57 84,240 6,700 Cone & Split 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: FOOTING ASTMC172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938? Ticket No.: 1835056 Water added at Site: gal. By Cement Type: Mix Time: 40 Remarks: 1ST LEVEL Concrete Temp: 77 Ambient Temp: 65 °F ASTMC1064 °F ASTM C1064 Slump: 5.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 6690 PSI 28-day compression test complies with the specified strength. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 12/24/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0768 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 10 12/1/2014 4X8 12.57 61,060 4,860 Cone & Split 28 12/19/2014 4X8 12.57 83,430 6,640 Cone & Split 28 12/19/2014 4X8 12.57 80,090 6,370 Cone & Split 28 12/19/2014 4X8 12.57 82,360 6,550 Cone & Split 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: SLAB ON GRADE ASTMC172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835036 Water added at Site: gal. By Cement Type: Mix Time: 40 Remarks: 1ST FLOOR Concrete Temp: 77 Ambient Temp: 64 °F ASTM C1064 °F ASTM C1064 Slump: 4.50 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 6520 PSI 28-day compression test complies with the specified strength. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, hdio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 12/24/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0767 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nomina] Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 10 12/1/2014 4X8 12.57 56,070 4,460 Columnar 28 12/19/2014 4X8 12.57 76,370 6,080 Cone & Split 28 12/19/2014 4X8 12.57 79,200 6,300 Cone & Split 28 12/19/2014 4X8 12.57 75,870 6,040 Cone & Split 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: FOOTING ASTMC172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835024 Water added at Site: gal. By Cement Type: Mix Time: 40 Remarks: 1ST FLOOR Concrete Temp: 75 Ambient Temp: 61 "F ASTMC1064 °F ASTM C1064 Slump: 5.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 6140 PSI 28-day compression test complies with the specified strength. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 12/24/2014 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L P. Set No.: 14-0766 File No.: Permit No.: Project No.: Project Name: 1916K09 MARBRISA RESORT - VILLA 65 1594 MARBRISA CIRCLE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 10 12/1/2014 4X8 12.57 62,470 4,970 Cone & Split 28 12/19/2014 4X8 12.57 85,350 6,790 Cone & Split 28 12/19/2014 4X8 12.57 86,400 6,880 Cone & Shear 28 12/19/2014 4X8 12.57 84,520 6,730 Cone & Split 28 H 12/19/2014 Specified Strength: 4,000 PSI Sampled By: MIKE DUTEMPLE Location: FOOTING ASTMC172 Date Sampled: 11/21/2014 Date Received: 11/22/2014 Concrete Supplier: SUPERIOR READY MIX Mix No.: 938P Ticket No.: 1835015 Water added at Site: gal. By Cement Type: Mix Time: 45 Remarks: 1ST FLOOR Concrete Temp: 70 Ambient Temp: 59 °F ASTMC1064 °F ASTMC1064 Slump: 3.00 in. ASTM C143 Tested at: San Diego Distribution: GRAND PACIFIC CARLSBAD, L P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 6800 PSI 28-day compression test complies with the specified strength. www.mtglfnc.com MTGL Project #: /^/ IKiPf Cofporate: 29|2 E. La Palma Ave. Ste. A Anlheim, CA 92806 Tel 714.632.2999 Fal 714.632.2974 Diiatch: 800.491.2990 San Diego/imperial County 6295 Ferris Square, Suite C San Oiego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio: 44917 Golf Center Pkwy,#1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 Permit* Report* PG / OF l/ DAILY INSPECTION REPORT DSA/CITY File #:. DSA/OSHPD APPL*. DSA/LEA #; Special Inspection Reports must be listributed to the parttes listed Mom within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately, Separate reports shall be prepared tcf each type of Spedal inspection, on a daily tiasis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJFCTNAME I I" », II iiiim." Ill "..'i' II' I I ' yr lyi I t : ir. DATE ARCHITECT TIME ARRIVED TIME OEPARTEJ 'AllTHk ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR 7? o SUBCONTRACTOR NSPECTSI ADDRESS OF PROJECT TYPE OF JMSPECTION i ENGINEERED FILL j FOUNDATION i BACK FILL BATCH PUNT PT CONCRETE SHOTCRETE CONCRETE MASONRY HIGH STRENGTH BOLTING WELDING SHOP WELD FIREPROOFING >f ANCHOR/DOWEL r ? NDE FIELD IJ NDE SHOP 3 CEILING WIRE DSA/OSHPfl/PftOJECT: p/AILABLE: SOiL REPORT YH NC SPECS: Yiif N • APPROVED DOCUMENTS: lAPPROVEDPLANS Y>?? ND APPROVED SHOP DRAWING Y/i N D MATERIALS USED BY CONTRACTOR {INCLUOl RESEARCH REPORT NO OR MATERIAL TEST REPORTS): CONTRACTORS EOUlPMEtn I MANPOWER USf D: AREA, GRtO LINES. PIECES INSPECTED: m^'^ Ihit.f \t^sn¥Mt} w/mfkoT IK'SA'^^'" Mr^^ STRtWTURALJJOTES, mmem,, mummmmm: REWORK AS PERCENT OF All. WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WASflB WAS NOT Z ^ Inspected in accordance with the requifements of the OSA/OSHPD/PROJECT approved documents. MWERIAL SAMPLING WASU WAgNOT J HIMJ Performed in accordance with DSA/OS|P0/PR0JECT approved documents. cc Project Architect Contractor^ Structural Engineer Building Olpartment OSA Regional Office Owner | School District i THE WORK INSPECTED MEp!? OlONOTJAEET J The requirements of the OSA/OSHPD/PROJECT approved documents. Samples taken: Weather: . Temo: Si|nature ot Special Inspector Certification # Vefified by: ^ Print Name OFFICE LOCATIONS SA\ DIEGO IMPERIAL Coii> v\ 6295 Ferris Square Suite C San Diego, CA 92121 Tel: 858 537 3999 Fax 858 537 3990 ORAKGE COUNTV CORPOItVTE BR.ANCH 2992 E La Palina Avenue Suite A Anaheim, CA 92806 Tel; 714,632 2')99 Fax, 7146322974 IiNL,vNO EMPIRE 14467 Meridian Parkway Building 2A Riverside, CA 92518 Tel; 951 653.4999 Fa.x 951 653 4666 INDIO 44917 GoirCenler Pkwy Suite 1 indio, CA 92201 Tel: 760 342 4677 Fax- 760.342.4525 OC/LfVliM,A\D EMPIRE DiSPVlCII 800.491 2990 SAN Dl ECO DISPATCH 888,844.5060 www.intglinccom October 14,2014 RECEIVED OCT 2 3 ZOH CiT Y OF CARLSBAD BUlLDiNG DIVISION Grand Pacific Resorts, Inc. 5900 Pasteur Court, Suite 200 Carlsbad, Califomia 92008 Geotechnical Engineering Construction Inspection Materials Testing Environmental MTGL Project No: 1916A09 MTGL Log No: 14-1196 Attention: Mr. Houston Arnold Subject: REVIEW OF FOUNDATION PLANS Marbrisa Resorts - Villa 65 Carlsbad, Califomia Reference: MTGL, Inc. (2011). Geotechnical Investigation, Proposed Sales, Activity and Fitness Building, Carlsbad Ranch, Planning Area 5, Marbrisa Phase II. Carlsbad, California, MTGL Project No. 1916-A08, Log No. 11-1409, November 4. MTGL, Inc. (2014). Updated 201S CBC Seismic Parameters. Marbirsa Resorts. Carlsbad. Ca///br«M, MTGL Project No. 1916A09, Log No. 14- 620, August 11. Burkett &Wong Engineers (2014). Structural Plans for: Villa 65. Marbrisa Resorts. Carlsbad, California, October 14. Dear Mr. Arnold: Per your request, we have reviewed the Structural Drawings prepared by Burkett & Wong for the Villa 65 building located at the Marbrisa Resorts in Carlsbad, Califomia for general confonnance to the geotechnical recommendations presented in our referenced report and letter. Based upon our review of the plans, it is our opinion that the geotechnical recommendations presented in the referenced documents have been properly incorporated into the plans. We appreciate this opportunity to be of continued service to you. Should you have any questions regarding the information contained herein, please contact us at your earliest convenience. Respectfully submitted, MTGL, Inc. Sam E. Valdez, RCE 56226, RGE 2813 Vice President | Engineering EsGil Corporation In PartnersHip witH government for (BuiUing Safety DATE: 11/14/2014 • APPLICANT • JURIS. JURISDICTION: CityofCarlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 14-2415 SET: III PROJECT ADDRESS: 1573 Marbrisa Circle PROJECT NAME: Marbrisa Resort Villa 65 XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I i The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: Dan Talant I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dan Talant Telephone #: 619-297-8066x25 Date contacted: (by: ) Email: dant@noaainc.com Fax #: Mail Telephone Fax In Person ^ REMARKS: Applicant hand carrying plans back to City. City Set II to be slip sheeted back at City. ^ ) ( J)^ By: Eric Jensen Enclosures: EsGil Corporation • GA EJ • MB • PC 11/14/slipsheeted 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip witH government for (BuiCding Safety DATE: 11/3/2014 • APPLICANT .a^uRis. JURISDICTION: CityofCarlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 14-2415 SET: II PROJECT ADDRESS: 1573 Marbrisa Circle PROJECT NAME: Marbrisa Resort Villa 65 I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: Dan Talant I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dan Talant ^ Telephone #: 619-297-8066x25 Date contacted: U"^ i^T^ ) Email: dant@noaainc.com Fax #: /^Mall^ Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA S EJ • MB • PC 10/27 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CityofCarlsbad 14-2415 11/3/2014 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 1. The kitchen fan has too high of a sone rating for continuous duty. Why 12 hours/day? Detail control compliance when using the outside air for the mechanical equipment as your ventilation supply. 2. Provide a dryer exhaust duct design that complies with the general requirements of CMC 504.3.1.2 (14 feet maximum length w/ (2) 90°'s) or provide the manufacturers installation instructions detailing the allowable duct design. If using the manufacturers installation instructions, the dryer manufacturers model number to be on the plans. Different duct lengths shown please address. 3. I have a Note about a dryer booster fan on sheet E3.1. Please detail the installation if this is the case. Note: The listed FanTech booster fan is for electric dryers only. Note remains. City of Carlsbad 14-2415 11/3/2014 ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) Electrical plans were not included with this set. 4. Include the electrical specifications for the heat pumps specified: The only hard spec I can find is the electric heat. / need the outdoor compressor electrical, the fan coil, and the electrical heat electrical load summary. 5. Sheet E1.1 references building 69 for the sen/ice describes 68? ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) 6. Hotels/Motel guest rooms shall have captive card key controls, occupancy sensing controls, or automatic controls with the ability to change the temperature set points a maximum of 30 minutes after the room has been vacated and controlling 50%+ ofthe receptacle outlets. ES 120.2(e) 4 & ES 130.5(d) No response. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In (PartnersHip witH government for (BuiCtfing Safety DATE: 10/3/2014 • APPLICANT • JURIS. JURISDICTION: CityofCarlsbad • PLANREVIEWER • FILE PLAN CHECK NO.: 14-2415 SET: I PROJECT ADDRESS: 1573 Marbrisa Circle PROJECT NAME: Marbrisa Resort Villa 65 I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Dan Talant I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dan Talant Telephone #: 619-297-8066x25 Date contacted: ^^("^ (by:^w^ Email: dant@noaainc.com Fax #: ^Mall Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA K EJ • MB • PC 9/22 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 14-2415 10/3/2014 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: 14-2415 JURISDICTION: City of Carlsbad OCCUPANCY: R-2 USE: Timeshare TYPE OF CONSTRUCTION: VB ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: 3 HEIGHT: SPRINKLERS?: Y OCCUPANT LOAD: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 9/22 DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao COMPLETED: 10/3/2014 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition ofthe California Building Code (Title 24), which adopts the following model codes: 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 14-2415 10/3/2014 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • GENERAL 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. • SITE PLAN 2. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: a) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 3. Clearly designate any side yards used to justify increases in allowable area based on Section 506.2. . LOCATION ON PROPERTY 4. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 705.3. An exception is provided if the combined area ofthe buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. • BUILDING AREA 5. The area analysis on sheet A-1 for If appears to be wrong. Please check it. Table 503. City of Carlsbad 14-2415 10/3/2014 . ROOFS 6. A Class A roof covering is required, (city policy) Note 1 on sheet A-4 shows class B min. (?). • FOUNDATION 7. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. 8. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). . STRUCTURAL 9. Please provide schematic to show the location of all floor beams and headers. The framing plan appears to not quite mach the calculation Please check. 10. Provide input data for the RISA run for the balcony support beams. . ADDITIONAL 11. Please refer to the following for mechanical, plumbing, electrical and energy items. 12. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 13. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please brieflv describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes • No 14. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 14-2415 10/3/2014 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING (2013 CALIFORNIA PLUMBING CODE) 1. For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0 Backwater valves are: • Mandatory: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. • Optional: Fixtures installed on a floor level below the next upstream manhole cover however they (the fixtures) are not below the manhole cover. • Not Allowed: For waste systems with fixtures installed on a floor level above the next upstream manhole cover. 1. Detail the required Suds Relief. "Drainage connections shall not be made into a drainage piping system within eight feet of any vertical to horizontal change of direction of a stack containing subs-producing fixtures." (Bathtubs, laundries, washing machine stand pipes, kitchen sinks, and dishwashers shall be considered suds-producing fixtures). CPC 711.0 2. Each apartment of dwelling of more than one family shall have the water supply capable of being shut-off from the remainder of the building. Detail how this is accomplished: Unit full way valves or individual fixture shut-offs (include fixture stop style for bath/showers). CPC 606.3. 3. Hot water is required for public use washing fixtures such as lavatories. Please provide. CPC 601.1. 4. Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Note: The water heater thermostat may not be used for compliance with this Code section. CPC 421.2. Energy Standards 110(C) 3. 5. Provide the following information concerning the water heater: a. Show P&T valve on water heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. CPC 608.5 b. Detail the requirements for the attic installation of water heaters: access opening sizing, passageway description (available height, maximum length and minimum width, walkway material type, platform sizing, the light and receptacle placement, and the overflow protection. CPC 507.4 & 508.4 c. Provide combustion air design: Show opening sizes and routing of ducts. CPC 506.0 CityofCarlsbad 14-2415 10/3/2014 d. Detail the water heater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfaces). CPC 509.0 6. Hot water recirculating loop systems requirements (Not single family homes): 2013 CEC 110.3 • Detail the following: a. The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. b. A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. c. A check valve is required on the cold water supply line between the hot water system and the next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) 7. A boiler shall be protected for backflow by a double check or RPP backflow device. See CPC Table 603.2 for applicability. CPC 603.5.10. 8. Plumbing fixtures to comply with the following water flow rates: • Residential Lavatories: 1.5 GPM • Residential kitchen faucets: 1.8 GPM. CGreenCode Table 5.303.6 & CPC 403.0 MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 9. Explain the common exhaust fan duct design: Both will require backdraft dampers and the larger fan will make the smaller fan inoperable? 10. The kitchen fan has too high of a sone rating for continuous duty. Why 12 hours/day? 11. Provide a dryer exhaust duct design that complies with the general requirements of CMC 504.3.1.2 (14 feet maximum length w/ (2) 90°'s) or provide the manufacturers installation instructions detailing the allowable duct design. If using the manufacturers installation instructions, the dryer manufacturers model number to be on the plans. 12.1 have a Note about a dryer booster fan on sheet E3.1. Please detail the installation if this is the case. Note: The listed FanTech booster fan is for electric dryers only. ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 13. Review all electrical sheets and correct all Villa desiginators. 14. Include the electrical specifications for the heat pumps specified: The only hard spec I can find is the electric heat. 15. Sheet E-4.2: MSB-8 "new" or existing"? Described both ways. City of Carlsbad 14-2415 10/3/2014 ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) 16. For plans submitted for plan check on or after 7/1/14, provide a Prescriptive or Performance energy design, demonstrating compliance with current 2013 energy efficiency standards. Information and Forms are available at: www.energv.ca.gov/title24/2013standards. 17. Current Performance energy design versions are: a. CBECC-ComV2 1. http://www.bees.archenergy.com/software.html b. IES Virtual Environment 2013 Title-24 1. Feature Pack 1 (VE2013 Title-24 FPA) 2. http://www.iesve.com/software/title24 18. A complete energy plan check will be preformed after completed and/or the corrected energy design has been provided. 19. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 20. Hot water piping is required to be insulated as follows: 1" pipe size or less: 1" thick insulation, larger pipe sizes require 1 Vz thick insulation. See Table 120.3- A. ES 120.3 21. Lighting installed in corridors, stairwells, and common areas of hotels/motels and high rise dwellings shall be controlled by occupant sensing controls that separately reduce the lighting power by at least 50% when the space is unoccupied. ES 130.1c (7) A. 22. All exterior lighting must be controlled by a photocell a/ic/an automatic scheduling control device. EM 130.2(c) 23. Hotels/Motel guest rooms shall have captive card key controls, occupancy sensing controls, or automatic controls with the ability to change the temperature set points a maximum of 30 minutes after the room has been vacated and controlling 50%+ ofthe receptacle outlets. ES 120.2(e) 4 & ES 130.5(d) Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. • City of Carlsbad 14-2415 10/3/2014 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CityofCarlsbad PREPARED BY: David Yao BUILDING ADDRESS: 1573 Marbrisa Circle BUILDING OCCUPANCY: R2 PLAN CHECK NO.: 14-2415 DATE: 10/3/2014 BUILDING PORTION AREA ( Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) living 13969 117.70 1,644,151 deck 3670 18.66 68,482 Air Conditioning 13969 6.03 84,233 Fire Sprinklers 17639 3.73 65,793 TOTAL VALUE 1,862,660 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance • $5,250.88 Plan Checl< Fee by Ordinance Type of Review: PI ri Repetitive Fee ^1 Repeats Complete Review • Other J—I Hourly EsGil Fee • Structural Only Hr. $3,413.07 $2,940.49 Comments: review. In addition to the above fee, an additional fee of $86 is due for the CalGreen Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 FaradayAvenue Carlsbad CA 92008 ww^v*/.carlsbadca.gov DATE: 9/30/2014 PROJECT NAME: Grand Pacific Resort: Marbrisa Phase II PROJECT ID:CT 03-02 PLAN CHECK NO: CB 14-2415 ^ SET#: l ADDRESS: 1573 Marbrisa Cr, VILLA #65 APN: 211-131-13 VALUATION: $1,514,437 SCOPE OF WORK: 12 timeshare units _ Square footage: 13,432 This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION ^ Final Inspection by the Construction IVIanagement & Inspection Division is required X Yes No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed below under remarks. Plan Check Comments have been sent to: dant@noaainc.com PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: Only remaining item is the pad certification release from project inspector, Grant Clavier. Grand Pacific Resort: Marbrisa Phase II PLAN CHECK NO # CB 14-2415 Please read brief Instructions: This plan review checklist has outstanding corrections marked with X Items that conform to permit requirements are marked with ^ -or- are left blank. 1. SITF PI AN Provide a fully dimensioned site plan drawn to scale. North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets / Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. 428-9G (attached) Sliow on site plan: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: IVH5332 DOC#2006-0311804 Subdivision/Tract: CARLSBAD RANCH HOTEL & TIMESHARE Reference No(s); 428-9G/DWG 428-9F E-36 Page 2 of 6 REV 6/01/12 Grand Pacific Resort: Marbrisa Phase II PLAN CHECK NO #CB 14-2415 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no. N/A 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. / Dedication required as follows: Lot line adjustment, ADJ 11-04 Recorded 4/25/2012 as doc. No.: 2012-0241017 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000.00, pursuantto Carlsbad Municipal Code Section 18.40.040. / Public improvements required as follows: Civil improvement plans, DWG 428-9F Signed/approved: 2/16/2012 Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. / Future public improvements required as follows; N/A E-36 Page 3 of 6 Grand Pacific Resort: Marbrisa Phase II PLAN CHECK NO # CB 14-2415 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Permit required. NOTE: The qradinq permit must be issued and rough qradinq I obtained prior to issuance of a buildinq permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector , Grant Clavier 760-602-2780 x7318 . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS / RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 Grand Pacific Resort: Marbrisa Phase II PLAN CHECK NO # CB 14-2415 * **FYI ONLY*** See Tier 3 Storm Water Pollution Prevention Plan on file, S\A/11-41 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. ***FYI ONLY*** See storm Water Management Plan on file, SWMPll-15 Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. htlp://www.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Grand Pacific Resort: Marbrisa Phase II PLAN CHECK NO # CB 14-2415 8. WATER METER REVIEW 1.5" meter shown per signed/approved improvement plan, DWG 428-9F sheet 3 Domestic (potable) Use / What size meter is required? FYI FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 9. FEES / Required fees have been entered in building permit. 10. ADDITIONAL COMMENTS: N/A Attachments: Engineering Application Storm Water Form RIght-of-Way Application/Info. Reference Documents E-36 Page 6 of 6 REV 6/01/12 Preliminary Fee Calculation Worksheet CT 03-02/GR 11-30 "VILLA 65" 12 UNITS TOTAL ENGINEERING DIVISION Prepared by: Linda Ontiveros Acidress: 1573 Marbrisa Cr Fees Update by: Date: 09/30/2014 Date: Fees Update by: GEO DATA: LFMZ: / B&T: Bldg. Permit #: CB 14-2415 Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Hotel/Timeshare Types of Use: Types of Use: Types of Use: Sq.Ft./Units i.oo edu per unit Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. EDU's EDU's EDU's EDU's 12.00 Sq.Ft./Units 8 adt's per unit Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units Types of Use: Hotel/Timeshare Types of Use: Types of Use: Types of Use: FEES REQUIRED: Within GFD: / YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ADT's ADT's ADT's ADT's 96 X X 1, PARK-IN-LIEU FEE: NW QUADRANT ADT'S/UNITS: X 2, TRAFFIC IMPACT FEE: ADT'S/UNITS; 96 3, BRIDGE & THOROUGHFARE FEE ADT'S/UNITS: 96 4, FACILITIES MANAGEMENT FEE ADT'S/UNITS; 13,432 ' X 5, SEWER FEE EDU's 12.00 BENEFIT AREA: EDU's 6, DRAINAGE FEES; ACRES; 7, POTABLE WATER FEES: CODE jNE QUADRANT ; FEE/ADT; FEE/ADT; 104 ^ DIST#1 FEE/ADT; 200 ^ ZONE; 13 FEE/SQ.FT./UNIT: .40 SE QUADRANT I =$ N/A NO ;W QUADRANT =$ 9,984 DIST.#2 =$ 19,200 \^ / DIST.#3 X FEE/EDU; 842 /-j =$ 5,372.80 I =$ 10,104 ^ X PLDA; X UNITS 1 D1.5 FEE/EDU; HIGH FEE/AC; CONN, FEE 16,707 MED METER FEE 574.50 =$ N/A UM LOW =$ PAID AT MAP SDCWA FEE 14,400 TOTAL 31,681.50 THIS DOES NOT REPRESENT A COMPREHENSIVE UST OF FEES DUE FOR THIS PROJECT. PLEASE CONTACT THE BUILDING DIVISION AT (760) 602-2719 FOR A COMPLETE LIST OF FEES. ,:lVEi> 201 CITY OF CARLSBAD GRADtNG INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE 1 %I PROJECT INSPECTOR: (^Arr A . ^.U^^.f^ DATE: N/f^/i^ PROJECT ID d'T^S'r^2~ GRADING PERMIT HO JjMM LOTS REQUESTED FOR RELEASE: IM/A = NOT APPLICABLE 4 - COMPLETE 2nd. • / / / 1. 2. 3. 4. 5. 6. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and vnelfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 814" Kll" site plan (attachment) showing requested lote submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). EOW certification of worl^ done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots Is approved for the purpose of buiiding permit issuance. Issuance of building permits is still subject to all nonnal City requirements required pursuant to the building permit process. I I Partial release of the site is denied for the following reasons: proiect Inspector Date Date ^ CITY OF CARLSBAD PLANNING DiViSION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carLsbadca.eov DATE: 09/23/14 PROJECT NAIVIE: IVIARBRISA PROJECT ID: SDP 03-02 PLAN CHECK NO: 14-2415 SET#: 1 ADDRESS: 1573 MARBRISA CIRCLE APN: 211-131-07-00 ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By: CHRISTER WESTMAN A Final Inspection by the PLANNING Division is required ^ Yes • No You may also have corrections from one or more of ttie divisions listed beiow. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans shouid include corrections from ail divisions. • This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Piease resubmit amended plans as required. Plan Check Comments have been sent to: dant@noaalnc.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Christer Westman 760-602-4614 Christer.Westman@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 G regorv. Rya n@ca rlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Glna.Rulz@carlsbadca.gov 1 Linda Ontiveros 760-602-2773 Llnda.Ontlveros@carlsbadca.gov []] Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fleri@carlsbadca.gov Remarks: Plan Check No. CB 14-2415 Address 1573 Marbrisa Circle Date 09/23/14 Review # 1 Planner Christer Westman Phone (760) 602- 4614 Type of Project & Use: TIIVIESHARE Net Project Density:N/A. Zoning: C-T-Q General Plan: TJR Facilities IVIanagement Zone: 13 CFD (in) # LDate of participation: 12/21/93 Remaining net dev acres: ZERO (For non-residential development: Type of land use created by this permit: TIMESHARE) REVIEW #: 12 3 Legend: ^ Item Complete G Item Incomplete - Needs your action • • • Environmental Review Required: YES 1X1 NO Fl TYPE MIT NEG DEC DATE OF COMPLETION: 09/01/04 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • • Discretionary Action Required: YES |EI NO • TYPE SDP APPROVAL/RESO. NO. 5686-5691 DATE 09/01/04 PROJECT NO. SDP 03-02 OTHER RELATED CASES: CT 03-02/CDP 03-04/PUD 03-01/CUP 03-01/HDP 03-01 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: n n D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES S NO Q CA Coastal Commission Authority? YES O NO El If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): CDP 03-04 APPROVED 09/01/04 • • • Habitat Management Plan Data Entry Completed? YES • NO • N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) • • • Inclusionary Housing Fee required: YES • NO ^ (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • • Housing Tracking Form (form P-20) completed: YES • NO • N/A p-28 Page 3 of 4 07/11 site Plan: • • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines • • • 1. Applicability: YES • NO • • • • 2. Project complies: YES • NOn • • • • • • • • • • • • • • • • • • Zoning: 1. Setbacks: Front: Interior Side: street Side: Rear: Top of slope: Required Required. Required Required Required 2. Accessory structure setbacks: Front: Interior Side: street Side: Rear: structure separation: 3. Lot Coverage: Required Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4. Height: 5. Parking: Required MAX 35 Shown MAX 34 Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER CHRISTER WESTMAN DATE 09/23/14 p-28 Page 4 of 4 07/11 Carlsbad Fire Department BLDG. DEPl f OF Plan Review Requirements Category: COMMIND , HOTEL Date ofReport: 11-18-2014 Reviewed by: Name: DAN TALANT Address: STE 201 4990 N HARBOR BL SANDIEGO CA 92106 Permit #: CBI42415 Job Name: GRAND PACIFIC VILLA 65 - BUILD Job Address: 1573 MARBRISA CR CBAD JNCOMPLETE The i^!?^fe*^ve submittedrHjisryiew is incomjIete^At this timelthi^^ffice canJot ^qu^^Sl>^Dnduct a reviav to detOT^me compl^ice wra^e applicalle codeSMid/or sAndardgl^leasl review care^lulw all coli^ments attached. Pleas^^i§^bmit\Jie necessai^plans a|d/or specS^ationf, with cm^pge4"clouded", to thi^Jfice for i%^ew anl approval. Cond: CON0007747 [NOT MET] **** Please call 760-602-4662 to schedule an OTC to add the required notes to BOTH Owner and CITY Sets*** The following Approval is not valid without the FLS Comments added. ^^PPROVED^ THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 10/08/2014 By: cwong Action: CO Cond: CON0007864 [MET] APPROVED: ^ THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 11/18/2014 By: df Action: AP BURKETT&WONG ENGINEERS Structural Engineering • Civil Engineering • Surveying • LandPlanning 3434 Fourth Ave. San Diego, CA 92103 Phone (619) 299-5550 • Fax (619) 299-9934 www.burkett-wong.com • info@burkett-wong.com Engn C.Colvin Date: Sep 9, 2014 Job No: 11132A.8.00 STRUCTURAL CALCULATIONS FOR CARLSBAD RANCH RESORT VILLA 65 RECEIVED SEP 1 8 2014 CITY OF CARLSBAD BUILDING DIVISION CARLSBAD, CA NOAA GROUP 2398 SAN DIEGO AVE SAN DIEGO, CA 92110 C6I fy-^V/r Basis of Design BURKETT&WONG ENGINEERS Structural & Civil Engineers & Surveyors 3434 Fourth Ave. San Diego, OA 92103-4941 Phone (619) 299-5550 • Fax (619) 299-9934 Location: Carlsbad Ranch Resort Date: September 10, 2014 Carlsbad, CA Project Villa 65 Job No: 11132A.8.00 A. REFERENCE CRITERIA 2013 California Building Code B. MATERIALS Concrete Reinforcing Steel Structural Steel 0. INTENT OF DESIGN and its references F'c= 3000 PSI, UON Grade 60 A992, Gr. 60, UON This structure is identical to Villa 70 of the Carlsbad Ranch Resort in which Burlcett and Wong provided the structural design on. The following calculations have already been approved for use by the City of Carlsbad for Villa 70, but have been updated as necessary for Villa 65. tt BURKETT&WONG ENGINEERS TABLE OF CONTENTS VILLA 65 DATE- SEP 9, 2014 ENGINEER- C.COLVIN JOB No. 11132A.8.00 DESIGN LOADS AND DESIGN CRITERIA JOISTS WALLS /POSTS LATERAL LOAD DISTRIBUTION / KEY PLAN SHEARWALLS /HOLDOWNS PERFORATED SHEARWALLS GRADE BEAMS A1-A2 B1-B13 C1-C6 D1-D5 E1-E5 F1-F6 G1-G2 Loads Material Weight (psf) Roof Tile 10.0 2 X 1/2" Ply. 3.0 Framing 2.5 Insulation 1.0 GWB 6.0 Misc. 2.5 DL= 25.0 LL= 20.0 Floor Framing 15.0 3/4" Ply. 6.0 IVIisc. 4.0 DL= 25.0 LL= 40.0 Corridor Framing 15.0 3/4" Ply. 6.0 Misc. 4.0 DL= 25.0 LL= 100.0 9 BURKETT&WONG DATE ENGINEERS SHEET. ENGR -T- P*. PROJECT Af^;^Sc^. /UU~ ^ JOB NO I - Lo (^W^ 4f Boise Cascade BC CALC® 3 0 Design Report - US Build 517 Name /-..jress City, State. Zip , Customer: Code reports ESR-1336 Single 9-1/2" BCm 6500-1.8 DF Joist\Typ BCI Floor Joist 1 span I No cantilevers 1 0/12 slope 24 OCS I Non-Repetitive | Glued & nailed construction File Name: Villa 68 Descnption: Typ BCI Floor Joist Specifier; " Designer Company Misc: [ 1 1 * « 9 9 9 9 T I 9999999999999***9999 W. . * . ,W ± < S » * « «_ 23 BO 3-1/2" LL 530 lbs DL 530 Ibs E B1. 3-1/2" LL 530 Ibs DL 530 Ibs 13-03-00 Total Honzontal Product Length = 13-03-00 Live Dead Load Summary Tag Description Load Type Ref. Start End 100% 90% 1 Standard Load Unf Area (psf) L 00-00-00 13-03-00 40 40 Controls Summary Value % Allowable Duration Case Span Pos Moment 3.273 ft-lbs 93 4% 100% 1 1 - Internal End Reaction 1.060 Ibs 77.1% 100% ' 1 - Left End Shear 1.013 Ibs 64.3% 100% 1 1 - Left Total Load Defl. U369 (0 416") 65.0% 1 1 Load Defl. L/739 (0,208") 48.7% 1 1 , . Defl. 0.416" 41 6% 1 1 Span / Depth 16,2 n/a % Allow % Allow Bearing Supports Dim. (L X W) Value Support Memt>er Material BO Wall/Plate 3-1/2" X 2-9/16" 1,060 Ibs n/a n/a Unspecified Bl Wall/Plate 3-1/2" X 2-9/16" 1.060 Ibs n/a n/a Unspecified Notes Snow Wind 115% 133% Roof Live 125% OCS Design meets Code minimum (Ly240) Total load deflection cntena Design meets Code minimum (L/360) Live load deflection criteria Design meets arbitrary (1") Maximum load deflection criteria Composite El value based on 23/32" thick sheathing glued and nailed to joist ?4 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application Output here based on building code-accepted design properties and analysis methods Installation of BOISE engineered wood products musl be m accordance with current Installation Guide and applicable building codes To obtain Installation Guide or ask questions please call (800)232-0788 before installation BC CALC®. BC FRAMER® . AJS, ALUOIST® . BC RIM BOARD"'. BCI® BOISE GLULAM'", SIMPLE FRAMING SYSTEM® , VERSA-LAM®, VERSA-RIM PLUS® . VERSA-RIM®. VERSA-STRAND®. VERSA-STUD® are trademarks of Boise Cascade Wood Products L L.C Page 1 of 1 • E>2_ Typ Deck Floor Joist 1 1/2" X 5 1/2" 1 .BE Solid Sawn Douglas Fir #2 @ 24" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED fiodiict Di.)(ji>)ii> is Conce|)Hnl. LOADS: Analysis IS for 3 Joist Member Primary Load Group - Residential • Living Areas (psf) 40 0 Live al 100 % duration 39 0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Oetail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3 50" 3 50" 240 / 234 / 0 / 474 By Others None 2 Stud wall 3 50" 3 50" 240/234/0/474 By Others None DESIGN CONTROLS; Maximum Design Control Result Location Shear ((bs) 441 -356 990 Passed (36%) Rl end Span 1 under Floor loading Vertical Reaction (lbs) 441 441 2231 Passed (20%) Bearing 2 under Floor loading Moment (Ft-Lbs) 616 616 824 Passed (75%) MID Span 1 under Floor loading Live Load Defl (in) 0 053 0 186 Passed (U999+) MID Span 1 under Floor loading Total Load Defl (in) 0 104 0 279 Passed (L/645) MID Span 1 under Floor loading -Deflection Criteria STANDARD(LL L/36a,TL L/240) -Allowable moment was increased for repetitive member usage -Bracing(Lu) All compression edges (top and bottom) must be braced at 6' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes See NDS for applicability of increase ADDITIONAL NOTES: -IMPORTANT' The analysis presented is output from software developed by iLevel® iLevel® warrants Ihe sizing of its products by this software will be accomplished in accordance with iLeveKS) product design cntena and code accepted design values The specific product application, input design loads and staled dimensions have been provided by Ihe software user This output has not been reviewed by an iLeveKS Associate -Nol all products are readily available Check with your supplier or iLeveK® technical representative for product availability THIS ANALYSIS FOR iLevel® PRODUCTS ONLYi PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Solid sawn lumber analysis is in accordance with 2001 NDS methodology -Allowabte Stress Oesign methodology was used for Building Code IBC analyzing the solid sawn lumber matenal listed above PROJECT INFORMATION: Villa 53 OPERATOR INFORMATION: Burl^ett&Wong Eng Boise Cascade Single 3-1/2" x 9-1/2" VERSA-LAM® 2.0 3100 DF IS3 Floor Header\FB02 BC CALC® 3 0 Design Report - US Build 517 Name rxudress City State. Zip , Customer Code reports ESR-1040 1 span I No cantilevers | 0/12 slope 04-00-00 OCS File Name: Villa 68 Description. FB02 Specifier: Designer: Company Misc 1 BO 3 1/2" LL 3 702 lbs DL 1 575 Ibs 10-00 00 Bl, 3-1/2" LL 2.698 Ibs DL 1.175 Ibs Tolal Honzontal Product Length = 10-00-00 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Standard Load Unf Area (psO Unf. Lin (plO 00-00-00 10-00-00 100 00-00-00 06-00-00 400 40 160 Controls Summary value % Allowable Duration Case Span Pos Moment End Shear Total Load Defl Load Defl , .X Defl Span / Depth 11.049 ft-lbs 4,044 Ibs U323 (0 355") U461 (0.248") 0.355" 12 1 79.2% 64.0% 74.4% 78 1% 35.5% n/a 100% 100% i 1 - Internal 1 - Left Bearing Supports Dim. (LxW) Value % Allow Support % Allow Member Material BO Post B1 Post 3-1/2" X 3-1/2" 3-1/2" X 3-1/2" 5.278 Ibs 3,873 Ibs n/a n/a 57.5% 42.2% Unspecified Unspecified Notes Design meets Code minimum (Ly240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria Design meets arbitrary (1") Maximum load deflection criteria 04-00-00 n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application Output here baseij on building code-accepted design properlies and analysis methods Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes To obtain Installation Guide or ask questions, please call (800)232-0788 before installation BC CALC®, BC FRAMERtS), AJS'*'. ALUOIST® , BC RIM BOARD"'. BCI® BOISE GLULAM™, SIMPLE FRAMING SYSTEM® , VERSA-LAM®, VERSA-RIM PLUS® . VERSA-RIM®. VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Produds L L C Page 1 of 1 Typ header at deck - 9'-6' 5 1/2" X 7 1/2" 1.6E Solid Sawn Douglas Fir #1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED r 0" Piocluct ni.uji.tni IS Coi>ce|rt(i.il. LOADS: Analysis is for a Header (Flush Beam) Member Tributary Load Width 4' Primary Load Group - Residential - Living Areas (psf) 60 0 Live at 100 % duration 40 0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 3 50" 150" 1140/807/0/ 1947 By Others None 3 50" 150" 1140/807 / 0/ 1947 By Others None DESIGN CONTROLS: Maximum Design Control Result Sheai (Ibs) 1878 -1571 4675 Passed (34%) Moment (Fl-Lbs) 4304 4304 5801 Passed (74%) Live Load Defl (in) 0 123 0 306 Passed (U893) Tolal Load Defl (in) 0 210 0458 Passed (Ly523) Location Rt end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Deflection Catena STANDARD(LL U360,TL U240) •Bracing(Luj All connpression edges (top and bottom) must be braced at 9' 6" o/c unless detailed othenA/ise Proper attachment and positioning of lateral bracing is required lo achieve member stability -The allowable shear stress (Fv) has not been increased due to Ihe potential of splits, checks and shakes See NDS for applicability of increase ADDITIONAL NOTES: -IMPORTANT' The analysis presented is output from software developed by iLeve® level® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design cntena and code accepted design values The specific product application input design loads, and slated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevek® PRODUCTS ONLYi PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Solid sawn lumber analysis is in accordance with 2001 NDS methodology -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above PROJECT INFORMATION: Carlsbad Ranch Villa 53 OPERATOR INFORMATION: Burkett&Wong Eng Header al Ext walk 5'-0" 3 1/2" X 7 1/4" 1.6E Solid Sawn Douglas Fir #2 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Pio<lu<J (H.ujiam is C0nceptu.1l. LOADS: Analysis IS for a Header (Flush Beami Member Tributary Load Width 4' Primary Load Group - Residential - Living Areas (psf) IOO 0 Live at 100 % duration 40 0 Dead SUPPORTS: 1 Stud wall 2 Stud wa/l Input Bearing Vertical Reactions (Ibs) Oetail Other Width Length Live/Dead/Uplift/Total 3 50" 150" 1000/415/0/ 1415 By Others None 3 50" 150" 1000/415/0/ 1415 By Olhers None DESIGN CONTROLS: Maximum Design Control Result Shear (lbs) 1321 -908 3046 Passed (30%) Moment (Ft-Lbs) 1541 1541 2905 Passed (53%) Live Load Defl (in) 0 024 0 156 Passed (L/999-f) Total Load Defl (in) 0 034 0 233 Passed (L7999-*) Location Rt end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Deflection Criteria STANDARD(LL L7360,TL:L/240) Additional checks follow -TL 0 313" -Bracing(Lu) All compression edges (lop and bottom) must be braced at 5' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The allowable shear stress (Fv) has not been increased due !o the potential of splits, checks and shakes See NDS for applicability of increase ADDITIONAL NOTES: -IMPORTANT' The analysis presented is output from software developed by iLeveKS iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLeveKE) product design criteria and code accepted design values The specific product application input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel®/\ssociate -Not all products are readily available Check with your supplier or iLeveKS) technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Solid sawn lumber analysis is in accordance with 2001 NDS methodology -Allowable Stress Design methodology was used for Building Code IBC analyzing Ihe solid sawn lumber material listed above PROJECT INFORMATION: Villa 53 OPERATOR INFORMATION: Burkett&Wong Eng Boise Cascade BC CALC® 3.0 Design Report Build 517 Name: . ...dress: City, Slate, Zip . Customer Code reports ESR-1040 Single 3-1/2" x 9-1/4" VERSA-LAM® 2.0 3100 DF St Floor Header\FB05 us 1 span I No cantilevers | 0/12 slope 04-00-00 OCS File Name: Villa 68 Description: FB05 Specifier: Designer: Company. Misc: BO, 3-1/2" LL 1,600 Ibs DL 673 Ibs Bl, 3-1/2" LL 1.600 Ibs DL 673 Ibs Total Honzontal Product Length = 08-00-00 Live Dead Load Summary Tag Description Load Type Ref. Start End 100V. 90% 1 Standard Load Unf Area (psf) L 00-00-00 08-00-00 100 40 Controls Summary Value % Allowable Duration Case Span Pos Moment 4,041 ft-lbs 30 4% 100% 1 1 - internal End Shear 1,669 Ibs 27.1% 100% 1 1 - Left Total Load Defl L/1,010 (0 09' ) 23.8% 1 1 Live Load Defl U1,435 (0.063") 25.1% 1 1 < Defl 0 09" 9,0% 1 1 jn / Depth 9 8 n/a V. Allow % Allow Bearing Supports Oim. (L X W) Value Support Member Material BO Post 3 1/2" X 3-1/2" 2,273 lbs n/a 24 7% Unspecified Bl Post 3 1/2" X 3-1/2" 2,273 Ibs n/a 24.7% Unspecified Notes Snow Wind 115% 133% Roof Live 125% OCS Design meets Code minimum (L/240) Total load deflection criteria Design meets Code minimum (L/360) Live load deflection criteria Design meets arbitrary (1") Maximum load deflection criteria. 04-00-00 Disclosure Completeness and accuracy of input must be venfied by anyone who would rely on output as evidence of suitability for particular application Output here based on building code-accepled design properties and analysis methods Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes To obtain Installation Guide or ask questions, please call (800)232-0788 before installation BC CALC®, BC FRAMER® , AJS~. ALLJOIST® , BC RIM BOARD"'. BCI® BOISE GLULAM™, SIMPLE FRAMING SYSTEM® . VERSA-UVM®, VERSA-RIM PLUS®, VERSA-RIM®. VERSA-STRAND®. VERSA-STUD® are trademarXs of Boise Cascade Wood Products LLC Page 1 of 1 Boise Cascade BC CALC® 3 0 Design Report - US Build 517 Name . -dress Cily, State. Zip. . Customer: Code reports ESR-1040 Single 3-1/2" x 9-1/2" VERSA-LAM® 2.0 3100 DF 1 span I No cantilevers | 0/12 slope Floor Beam\FB06 File Name: Villa 68 Descnption: FB06 Specifier Designer Company Misc: 10 00-00 BO. 3-1/2" LL 2.500 lbs DL 2.543 lbs Bl, 3-1/2" LL 2.500 Ibs DL 2,543 Ibs Total Horizontal Product Length = 10-00-00 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 1 Standard Load Unf Area (psO L 00-00-00 10-00-00 40 40 Controls Summary Value % Allowable Duration Case Span Pos Moment 11.478 ft-lbs 82.2% 100% 1 1 - Internal End Shear 3,950 Ibs 62 5% 100% 1 1 - Left Total Load Defl L/304 (0 376") 78 8% 1 1 Live Load Defl. L/614 (0 186") 58 6% 1 ( Defl 0.376" 37.6% 1 1 jn / Depth 12.1 n/a % Allow % Allow Bearing Supports Dim. (LxW) Value Support Memt)er Material BO Post 3-1/2" X 3-1/2" 5,043 lbs n/a 54 9% Unspecified B1 Post 3-1/2" X 3-1/2" 5,043 Ibs n/a 54 9% Unspecified Notes 115% 133% 125% Design meets Code minimum (L/240) Total load deflection criteria Design meets Code minimum (L/360) Live load deflection criteria Design meets arbitrary (1") Maximum load deflection cnteria 12-06-00 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on oulput as evidence of suitability for particular application Output here based on building code-accepted design properlies and analysis methods Installation of BOISE engineered wood products musl be in accordance with current Installation Guide and applicable building codes To obtain Installation Guide or ask questions, please call (800)232-0788 before installation BC CALC®. BC FRAMER® , AJS~, ALLJOIST® , BC RIM BOARD~. BCI® . BOISE GLULAM'*'. SIMPLE FRAMING SYSTEM®. VERSA-LAM®, VERSA-RIM PLUS® . VERSA-RIM®, VERSA-STRANID®, VERSA-STUD® are trademarks of Boise Cascade Wood Produds LLC. Page 1 of 1 BIS Party wall header 3'-0" 5 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Pl o<liict Dijyi .ini is Ooiicepunl. LOADS: Analysis IS for a Header (Flush Beam) Mernber Tributary Load Width 25'6" Primary Load Group - Residential • Living Areas (psf) 40 0 Live at IOO % duration. 25 0 Dead 15 0 Partition SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 3 50' 150' 1530/ 1541/0/3071 By Others None 3 50 1 50 1530/1541/0/3071 By Others None DESIGN CONTROLS: Maximum Shear ;lbs) 2730 Moment (Ft-Lbs 1820 Live Load Defl (in Total Load Defl (m; Design Control Result Location 1535 2^28 Passed (45%) Rt end Span 1 under Floor loading 1820 3120 Passed (58%) MID Span 1 under Floorloadmg 0 010 0 089 Passed (L/999+) MID Span 1 under Floor loading 0 019 0 133 Passed (L/999+) MID Span 1 under Floor loading Defledion Cntena STANDARD(LL L/360.TL Ly240). Additional checks follow -TL0 313- -Bracing(Lu) All compression edges (top and bottom) musl be braced at 3' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes See NDS for applicability ol increase ADDITIONAL NOTES: -IMPORTANTi The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing ot its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values The specific product application input design loads and stated dimensions have been provided by the software user Thts output has not been reviewed by an iLevel® Associate -Nol all products are readily available Check with your supplier or iLevel® technical representative for product availability • THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber matenal listed above PROJECT INFORMATION: Carlsbad Ranch Villa 53 OPERATOR INFORMATION: Burkett&Wong Eng DAIE , O BURKETT&WONG ENGINE E RS SHEET. JOB NO. '''''''' \/rMx^ U -• .1, On," 4* pl ° y xl 8lo BWE CEC Curved Beam Villa ^.^ SK-1 balcony curved support r3d 15'\ BWE CEC Curved Beam Villa 6-C SK-2 balcony curved support r3d Company Designer Job Number BWE CEC rved Beam Villa 68 Checked By. Basic Load Cases BLC Description DL LL Category.. None None X Gravity Y Gravity Z Gravity i i Joint Point Distnljuled AreaCMe , SiJrface(P,. 3 I Joint Bounda Conditions Joint Label X [k/jn] j<Mnl-. Z [k/inj 1 N1 Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction 4 N6 Reaction Reaction Reac ion 5 N10 Reaction Reaction Reaction 6 N12 i Reaction Reaction Reaction 7 N8 Reaction Reaction Reaction 8 Nil Reaction Reaction R action X_Rot[k-ft/radj Y Rot [k FCQtrng Member Also 13th 360-05 : ASD Steel Code Checks LC Member Shape UC Max Loc[ftJ Shear UC Lociftl Dir Pnc/orrL[k] Pnt/ojiLiy Mny om Mnzz/ m Cb Eqn 1 1 M1 HSS8X6X4 .137 7 984 r 038 8 094 151 354 184 269 31 72 42 129 1 377 H1-1b 2 1 M2 HSS8X6X4, .137 7 984 ,038 8 094 y 151 354 184 269 31 72 42 129 1 377 Hl-lb 3 1 M3 C10X20 .567 12 5 047 25 y 4 693 126 754 3 78 10 44 1 097 HVlb 4 1 Hssaxexei ,322 8.021 037 8 021 y 189 776 250 023 44.811 54 728 1 376 H1-1b 5 1 M5 HSS8X6X8 .322 8 021 037 8 021 y 189 776 250 023 44 811 54 728 1 376 Hl-lb Joint Coordinates and Tem eratures 1 2 3 4 5. 6 7 8 9 10 11 12 Labe Nl N2 N3 N4 N5 N6 N7 N8 _N9 N10 N11 1^12 X[ft] 0 0 25 25 JD 25 8 8 J7_ 17 8 .17 Y[ft 0 10 5 0 10 5 10.5 4.5 l"0 5 4_5 -3 5 As TempiEJ 0 0 0 0 0 Q 0_ 0 0 0 0 0 Detach From Diap Joint Deflections LC Joint Label ximj Y[inJ Z.IinL X Rotation [radl Y.Rotation,[radl Z RoMlQO.Ltadl 1 1 Nl 0 0 0 8.259e-4 0 0 2 1 N2 0 0 -069 -2.502e-3 0 0 3 1 N3 0 G 0 8 259e-4 0 0 4 1 N4 0 0 -069 -2.502e-3 0 0 5 1 N5 0 0 0 -1 71e-3 0 0 6 1 N6 0 0 0 -1 71e-3 0 0 7 1 N7 0 0 - 381 -2 502e-3 1.79e-3 0 8 1 N8 0 0 0 -3. 14e-3 1.79e-3 0 9 1 N9 0 0 - 381 -2 502e-3 -1 79e-3 0 10 1 N10 0 0 0 •^3.0146-3 -1 79e-3 0 11 1 N11 0 0 0 0 1.79e-3 0 12 1 N12 0 0 0 0 -1 79e-3 0 RISA-3D Version 9 1 0 [M:\,. V. \...\CALCS\balcony curved support r3d] Page 1 Company Designer Job Number BWE CEC Curved Beam Villa 68 Checked By: Joint Reactions iBy Combination .LC Joint Labe XW Y(k] Z[kl MX [h:ft] MY [k:fU MZ.[k-ft] 1 1 Nl 0 0 -.721 0 0 0 2 1 N5 0 0 3.02 0 LOCKE 0 3 1 N3 0 0 -.721 0 0 4 1 N6 0 3.029 0 LOCKED 0 5 1 N10 0 0 5.162 0 0 0 6 N12 0 0 -2 212 0 7 1 N8 0 0 .162 0 0 8 1 Nil 0 0 -2 212 0 0 9 1 Totals 0 0 10.516 10 1 COG ftj X 12 5 Y 105 z- 0 Load Combinations Description D+L S I Y SR BLC Factor BL Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC FacLo 1 1 2 i 1 ' Member Distributed Loads BLC 1: DL 1 2 3 Member La M M3 M Direction Stgrl Magnitud6[k/ft d End Magni(ude[k/ft d Start Location[ft. ] End Lo ationlft ° 2 -J68 -168 0 0 Z .096 -096 17 25 Z 096 - 096 0 8 Member Distributed Loads BLC 2 : LL Membe M M3 M3 La Directi n Start Magnitude[kyft d End M I delk/ft d Start Locatiojiift 1 End LocaLion[ft.% Z - 14 14 0 0 Z - 08 - 08 0 8 Z -08 08 17 25 RISA-3D Version 9.1 0 [M:\ ,\.. \.. \CALCS\balcony curved supporl.rSd] Page 2 ^ BURKETT&WONG DATE . ENGR ENGINEERS SHEET. Cl JOB NO 'oXC-. STW/C r /o 3x4 £>r^-- -f 2 M /-Td ll-.. ^^ c L/^jy 1 -//>-/f- / /-Ti _/4 vWvx — Column: M1 Shape: 3X4 Vlaterial: DF Length: 10 ft 1 Joint: N1 J Joint: N2 LC 1: IBC 16-12 (a) Code Check: 0.382 (bending) Report Based On 100 Sections Dy in -.453 at 5.051 ft Dz in 1.048 at Oft A lilliliiiiiii^ k 1.027 at 10 ft .153 at Oft \J\i ' —\r Vl k 1.048 at Oft A lilliliiiiiii^ k 1.027 at 10 ft y —. K -.153 at 10 ft vz K T h ft Mz "^.^^^^^^^^^^^^^ -.382 at 5.051 ft Mw ir tt 1 K-TT Mz "^.^^^^^^^^^^^^^ -.382 at 5.051 ft IViy K-TT .12 at Oft fa ksi .117 at 10 ft .899 at 5.051 ft fc ^^^^^^^^^^^^ ft ^^^^1^^^^ ksi -.899 at 5.051 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.382 Location 4.949 ft Equation 3.9-3 CD Cr 1.6 1 RB Cfu 3.666 1.1 Max Shear Check 0.091 Location 10 ft Max Defl Ratio L/265 CL .998 CP .868 (y) . {I<si) ^ Cm Ct CF y-y z-z Fc' 2.395 1 1 1.15 Lb 2 ft 2ft Ft' 1.62 1 1 1.5 le/d 9.6 6.857 Fbr 2.395 1 1 1.5 Sway No No Fb2' Fv' E' 2.64 .288 1700 1 1 1.5 Le-Bending Top 2ft Fb2' Fv' E' 2.64 .288 1700 1 1 — Le-Bending Bot 2ft ^3 Column: M2 Shape: 2X6 Material: DF Length: 10 ft I Joint: N3 J Joint: N4 LC 1. IBC 1S-12 (a) Code Check: 0.303 (bending) Report Based On 100 Sections .195 at 5.051 ft Dz in 1.047 at Oft .153 at Oft -.153 at 10 ft Vz 1.027 at 10 ft k-ft My k-ft -.382 at 5.051 ft .607 at 5.051 ft •.607 at 5.051 ft AF&PA NDS-12: ASD Code Check Max Bending Check 0.303 Location 4.949 ft Equation 3.9-3 Ct Max Shear Check Location Max Defl Ratio CL .99 CP .588 CF ^ 1.1 1.3 1.3 0.097 (y) 10ft U616 1.3 Lb le/d Sway Le-Bending Top Le-Bending Bot y-y 2ft 16 No z-z 2ft 4.364 No 2ft 2ft DATE. ENGR_ PROJECT # BURKETT&WONG ENGINEERS SHEET_ JOB NO. 4x/ 2C DATE. ENGR_ PROJECT i> BURKETT&WONG ENGINEERS SHEET_ JOB NO. (X Cf. - A/ Eiil, - ytCt )(.CT}lCt) = fx,' DATE. ENGR. PROJECT BURKETT&WONG ENGINEERS SHEET. a JOB NO. •pc * /-Too C ptr A/PS) ^P- A/ TCE — ?cui= R/4 = Cf^^fsr)c^i.ir /V^; I ^» ^fi 1?) Seismic design R= h= Fv= Sds= 6.5 1 1.041 1.558 1.195 0.689 0.796 0.459 Cs= Load distribution Floor 0.122 Level /v,(ft') Wwall(k) W(k) hx(ft) Vx(k) v(psf) Level /v,(ft') Wwall(k) W(k) hx(ft) WW Wtj^ ZWh, Vx(k) v(psf) Roof 5192 23 152 30 4569 0.452 20.3 3.9 3rd 5466 45 182 20 3633 0.360 16.2 3.0 2nd 5466 54 190 10 1902 0.188 8.5 1.5 iw= 524 10104 IV= 45 Deck Level A.(ft') W„,„(k) W(k) h.(ft) W*h, Vx(k) v(psf) Level A.(ft') W„,„(k) W(k) h.(ft) Vx(k) v(psf) 3rd 1385 -34.6 20 693 0.637 4.05 2.9 2nd 1578 -39.5 10 395 0.363 2.30 1.5 l\N= 74.1 1087 6.3 il^ BURKETT&WONG DATE ENGINEERS SHEET. ENGR ~J ' P JOB NQ PROJECT /ij(i>.4^^ i/UL^ 6^ Ff A/ s -7^ ^ BURKETT&WONG DATE . ENGR ENGIN E E RS SHEET. P3> P. JOB NO PROJECT A/^w^>X-^ \AJ^ OJ ii^ BURKETT&WONG DATE ENGR J . L>. ENGINEERS SHEET. PROJECT ALU^-S^^ JOB NO / s f 2.2^ p,^ > ^ /c /A. ) c 4^ ^/-/- ) (o^ / 0 ® ©0 ® 0— 0—- 0— © 0— 0— @ ®— ®- T o X . 1- PS o — A) kJ J 4v® -0 rr HD 1 0 ^'•f I y » " 0 0 v.^ II O -0 Shearwall design (N-S direction) &I Roof 3.9 psf 3rd 3.0 psf 2nd 1.5 psf Level Line A,(ft') Force (k) Length of wall (ft) Shear/ft Net Shear/ft Min Shear/ft Design Shear/ft Roof A/M _ _ B/L 340 1.3 13 102 102 118 118 C/K 470 1.8 9.5 194 194 118 194 D/J 530 2.1 30 69 69 118 118 E/l 520 2.0 18 113 113 118 118 F/H 510 2.0 10 210 210 118 210 G 450 1.8 12 147 147 118 147 Total area: 5,192 Total length of wall: 172 Level Line A. (ft') Force (k) Length of wall (ft) Shear/ft Net Shear/ft Min Shear/ft Design Shear/ft 3rd A/M 240 0.7 20 35 35 96 96 B/L 655 1.9 13 149 251 214 251 C/K 615 1.8 9.5 191 385 214 385 D/J 585 1.7 30 58 127 214 214 E/l 545 1.6 18 89 203 214 214 F/H 550 1.6 10 171 381 214 381 G 530 1.6 12 131 277 214 277 Total area: 6,851 Total length of wall: 212 Level Line At (ft') Force (k) Length of wall (ft) Shear/ft Net Shear/ft Min Shear/ft Design Shear/ft 2nd A/M 340 0.5 20 26 62 147 147 B/L 655 1.0 13 78 329 265 329 C/K 615 1.0 9.5 100 485 265 485 D/J 585 0.9 30 30 157 265 265 E/l 545 0.8 18 47 249 265 265 F/H 550 0.9 10 90 471 265 471 G 530 0.8 12 68 346 265 346 Total area: 7,044 Total length of wall: 212 Holdown design (N-S direction) (0.6-0.14*SDS)= (1.0+0.14*SD5)= 0.5 l.l Levei Line Design Shear/ft Tributary strip (ft) Length of wall (ft) T(lbs) C(lbs) Roof A/M B/L C/K D/J E/l F/H G 118 194 118 118 210 147 7 13 13 13 13 13 13 9.5 30 18 10 12 665 1,194 -1,200 -275 1,361 551 2,355 3,626 6,600 4,495 3,784 3,551 Wall height: 10 ft Level Line Design Shear/ft Tributary strip (ft) Length of wall (ft) T(lbs) C (Ibs) Tcum (lbs) Ccum (Ibs) 3rd A/M B/L C/K D/J E/l F/H G 96 251 385 214 214 381 277 7 13 13 13 13 13 13 20 13 9.5 30 18 10 12 131 1,461 3,107 -245 680 3,072 1,857 2,831 4,906 5,539 7,555 5,450 5,495 4,857 131 2,126 4,301 -1,446 405 4,434 2,408 2,831 7,261 9,165 14,154 9,945 9,279 8,408 Wall height: 10 ft Level Line Design Shear/ft Tributary strip (ft) Length of wall (ft) T(lbs) C (lbs) Tcum (lbs) Ccu,n (lbs) 2nd A/M B/L C/K D/J E/l F/H G 147 329 485 265 265 471 346 7 13 13 13 13 13 13 20 13 9.5 30 18 10 12 645 2,241 4,109 269 1,194 3,968 2,540 3,345 5,686 6,541 8,069 5,964 6,391 5,540 776 4,367 8,409 -1,177 1,599 8,402 4,949 6,176 12,947 15,705 22,223 15,909 15,669 13,949 Wall height: 10 ft Shearwall design (E-W direction) Roof 3.9 psf 3rd 3.0 psf 2nd 1.5 psf Level Line A, (ft') Force (k) Length of wall (ft) Shear/ft Net Shear/ft Min Shear/ft Design Shear/ft Roof 4,5 10,12 2,596 2,596 10.2 10.2 48 54 212 188 212 188 199 199 212 199 Total area: Total length of wall: 5,192 102 Level Line A, (ft') Force (k) Length of wall (ft) Shear/ft Net Shear/ft Min Shear/ft Design Shear/ft 3rd 4,5 10,12 4,118 2,733 12.2 8.1 48 54 254 150 465 338 398 398 465 398 Total area: Total length of wall: 6,851 102 Level Line A, (ft') Force (k) Length of wall (ft) Shear/ft Net Shear/ft Min Shear/ft Design Shear/ft 2nd 4,5 10,12 4,311 2,733 6.7 4.2 48 54 139 78 604 416 505 505 604 505 Total area: Total length of wall: 7,044 102 Holdown design (E-W direction) (0.6-0.14*SDS)= (1.0+0.14*Sos)= 0.5 1.1 Level Line Design Shear/ft Tributary strip (ft) Length of wall (ft) T(lbs) C(lbs) Roof 4,5 10,12 212 199 17 17 12.0 13.5 871 590 4,951 5,180 Wall height: 10 ft Levei Line Design Shear/ft Tributary strip (ft) Length of wall (ft) T(lbs) C (lbs) Tcum (lbs) Ccum (lbs) 3rd 4,5 10,12 465 398 20 17 12.0 13.5 3,187 2,576 7,987 7,166 4,057 3,166 12,937 12,346 Wall height: 10 ft Level Line Design Shear/ft Tributary strip (ft) Length of wall (ft) T(lbs) C (lbs) Tcum (lbs) Ccum (lbs) 2nd 4,5 10,12 604 505 20 17 12.0 13.5 4,576 3,644 9,376 8,234 8,634 6,811 22,314 20,581 Wall height: 10 ft Shearwall and Holdown Summary (N-S direction) ex Roof 3rd 2nd 1 inck Design SW Design SW Design SW Mark LIIIC Shear/ft Type Shear/ft Type Shear/ft Type iviai i\ A/M --96 6E 147 6E A B/L 118 6E 251 6E 329 4E B C/K 194 6E 385 4E 485 3E C D/J 118 6E 214 6E 255 6E D E/l 118 6E 214 6E 265 6E D F/H 210 6E 381 4E 471 3E C G 147 6E 277 6E 346 4E B Roof 3rd 2nd 1 inp Design HD HD Design HD HD Design HD HD Mark Force Type Force Type Force Type iTiai i\ A/M --131 MSTA30 776 HDU2 1 B/L 665 MSTA30 2,126 CMST12 4,367 HDU5 3 C/K 1,194 MSTA30 4,301 CMST12 8,409 HDUll 5 D/J -1,200 MSTA30 -1,446 MSTA30 -1,177 HDU2 2 E/l -275 MSTA30 405 MSTA30 1,599 HDU2 2 F/H 1,361 MSTA30 4,434 CMST12 8,402 HDUll 5 G 551 MSTA30 2,408 CMST12 4,949 HDU5 3 Shearwall and Holdown Summary (E-W direction) Roof 3rd 2nd Line Design Shear/ft SW Type Design Shear/ft SW Type Design Shear/ft SW Type Mark 4,5 10,12 212 199 6E 4E 465 398 3E 2E 604 505 2E 2E E G Roof 3rd 2nd Line Design HD Force HD Type Design HD Force HD Type Design HD Force HD Type Mark 4,5 10,12 871 590 MSTA30 MSTA30 4,057 3,166 CMST12 CMST12 8,634 6,811 HDUll HDU8 5 4 Fl Company Designer Job Number Model Name Burkett & Wong Engineers J.D. Carlsbad ranch villa 65 WP1 (In-Plane) Septs, 2014 Checked By:. GENERAL GEOMETRY MATERIALS Code AF&PA NDS-12:ASD Total Height : 10 ft Description 1 Material Size Design Method FTAO Total Length : 13 ft Top PI DF/SPine 2-2X6 Wall Material DF/SPine Wall H/W Ratio : 0.77 SIII DF/SPine i 2X6 Panel Schedule 0.469 (8d) Panel Group Wall Stud DF/SPine 2X6 Optimize HD Yes Chord I DF/SPine 2-2X6 HD Manufacturer SIMPSON HD Eccentricity 4.313ln ENVELOPED RESULTS Shear Panel S1_15/32_8d@2 Shear UC Shear LC Hold-down Hold-down UC Hold-down LC Chord IJC Chord Stud LC !;uc II Stud LC Shear Panel S1_15/32_8d@2 0.891 2(S) HDU2-SDS2.5_D... 0.559 4(8) 0.508 2(8) ^0.399 1 DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Wall Capacity Adjustment Factor (2w/h): 1.00 WALL DEFLECTIONS WALL RESULTS: Elastic: : .014 in Governing LC HD: : .038 in Total Shear Shear: : .176 in Max Unit Shear Total: : .228 in Shear Ratio SELECTED SHEAR PANEL SI 15/32 8d@2 Panel Grade : St-I Nail Size Panel Thick : 0.469 in Reqd Pen Reqd. Spacing NOTE: AF&PA NDS-12 defines a 8d nail as being: : 2 (Seismic) JJ5J938Jt—. : .651 k/ft V:Bgn : 8d Num Sides : 1.375 in Over Gyp Brd. : 2 in Shear Capacity Adjusted Cap 2.5" X 0.1310" common, or 2.5" X 0.113" galvanized box One No 0.730 k/ft 0.730 k/ft RISA-3D Version 12.0.0 [M:\...\...\...\CALCS\Perforated sheanwalLrSd] Page 1 Company Designer Job Number Model Name Burkett & Wong Engineers J.D. Carlsbad ranch villa 65 WRl Septa. 2014 Checked By: SELECTED HOLD-DOWN HDU2-SDS2.5 DF-SP Raised : No Fastener Size 16d Reqd Chord Thk 3.00 in AB Diameter : 0.500in Num Fasteners 8 Reqd Chord Mat Douglas Fir Base Capacity 1.922 k CD factor 1.6 CHORDS STUDS HOLD-DOWNS Max Comp Force: 8.61 k Required Cap 2.93 k Required Cap 1.719 k Comp Capacity : 16.943 k Provided Cap 7.35 k Provided Cap 3.075 k Comp Ratio : .508 Ratio .399 Ratio .559 Gov Comp LC 2 Governing LC 1 Governing LC 4 Max Tens Force : 1.687 k Gov Region 1 Tens Capacity 23.166 k Spacing 16 in Tens Ratio : .073 Gov Tens LC : 4 CROSS SECTION DETAIL! Chord Force = -1.687-k (LC4)(T) HD Force = 1.719-k (LC4) • Chord Force = 8.610-k (LC2)(C) HD Force = 1.719-k(LC4) 81 15/32 8d@2 RISA-3D Version 12.0.0 [M:\...\...\...\CALCS\Perforated sheanwall.rSd] Page 2 r Company Designer Job Number Model Name T3 Burkett & Wong Engineers J.D. Carlsbad ranch villa 65 WP2 (In-Plane) Septa, 2014 Checked By: GENERAL Code Design Method Wall Material Panel Schedule Optimize HD HD Manufacturer: SIMPSON HD Eccentricity : 4.313in AF&PA NDS-12:ASD FTAO DF/SPine 0.469 (8d) Panel Group Yes GEOMETRY Total Height : 10 Total Length : 13 Wall H/W Ratio : 0.77 ft ft MATERIALS Description Top PI Sill Wall Stud Chord Material ^ize DF/SPine j 2-2X6 DF/SPine 2X6 DF/SPine 2X6 DF/SPine '2-2X6 ENVELOPED RESULTS Shear Shear Pan^l lUC 81 15/32 8d@2 0.802 Shear LC 2(8) Strap Force (k) 0.366 Strap LC 4(8) DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Wall Capacity Adjustment Factor (2w/h): 1.00 Chord UC 0.294 Chord LC Stud UC 2 (8) 0.265 Stud LC WALL DEFLECTIONS WALL RESULTS: Elastic: : .013 in Governing LC HD: : 0 in Total Shear • Shear: : .158 in Max Unit Shear' : Total: : .171 in Shear Ratio : SELECTED SHEAR PANEL 81 Panel Grade : St-I Panel Thick : 0.469in 15/32 8d@2 Ofl- Nail Size Reqd Pen Reqd. Spacing NOTE: AF&PA ND8-12 defines a 8d nail as being: 2 (Seismic) 3.203 k , .585 k/ft : 8d Num Sides : 1.375 in Over Gyp Brd. : 2 In Shear Capacity Adjusted Cap 2.5" x 0.1310" common, or 2.5" X 0.113" galvanized box One No 0.730 k/ft 0.730 k/ft RISA-3D Version 12.0.0 [M:\...\...\...\CALCS\Perforated sheanwall.rSd] Page 1 Company Designer Job Number Model Name Burkett & Wong Engineers J.D. Carlsbad ranch villa 65 WP2 Septa, 2014 Checked By: WALL STRAPS (Governing Tension) Strap Force .366 k Strap LC CHORDS Max Comp Force Comp Capacity Comp Ratio Gov Comp LC Max Tens Force Tens Capacity Tens Ratio Gov Tens LC 4.986 k 16.943 k .294 2 .366 k 23.166 k .016 4 STUDS Required Cap Provided Cap Ratio Governing LC Gov Region Spacing 1.945 k 7.35 k .265 1 1 16 in CROSS SECTION DETAILING Chord Force = -0.366-k (LC4)(T) Chord Force = 4.986-k (LC2)(C) 81 15/32 8d@2 RISA-3D Version 12.0.0 [M:\...\...\...\CALCS\Perforated sheanwall.r3d] Page 2 Company Designer Job Number Model Name Burkett & Wong Engineers J.D. Carlsbad ranch villa 65 WP3 (In-Plane) Septa, 2014 Checked By: GENERAL GEOMETRY MATERIALS Code : AF&PA NDS-12:ASD Total Height : 10 ft Description Material Size Design Method : FTAO Total Length : 13 ft Top PI DF/SPine 2-2X6 Wall Material : DF/SPine Wall H/W Ratio : 0.77 Sill DF/SPine 2X6 Panel Schedule : 0.469 (8d) Panel Group Wall Stud DF/SPine 2X6 Optimize HD : Yes Chord DF/SPine 2-2X6 HD Manufacturer: SIMPSON HD Eccentricity : 3 in i , : R4 Rl R3 ENVELOPED RESULTS Shear Shear Strap Strap Chord Chord Stud Stud Shear Panel UC IC iForce (k) LC UC LC UC LC 81_15/32_8d@4 0.836 2(8) Not Req d Not Req'd 0.114 2(8) 0.131 1 DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Wall Capacity Adjustment Factor (2w/h): 1.00 WALL DEFLECTIONS WALL RESULTS: Elastic: : .008 in Governing LC : 2 (Seismic) HD: : 0 in Total Shear 1.785 k , Shear: : .2 in Max Unit Shear : .359 k/ft Total: : .208 in Shear Ratio : .836 SELECTED SHEAR PANEL 81 Panel Grade : St-I Panel Thick : 0.469in 15/32 8d@4 ('^br) Nail Size''— Reqd Pen Reqd. Spacing 8d 1.375 in 4 in Num Sides Over Gyp Brd. Shear Capacity Adjusted Cap One No 0.430 k/ft 0.430 k/ft NOTE: AF&PA NDS-12 defines a 8d nail as being: 2.5" X 0.1310" common, or 2.5" X 0.113" galvanized box RISA-3D Version 12.0.0 [M:\...\...\...\CALCS\Perforated sheanwall.rSd] Page 1 Company Designer Job Number Model Name Burkett & Wong Engineers J.D. Carlsbad ranch villa 65 WP3 Septa, 2014 Checked By:_ WALL STRAPS (Governing Tension) None required CHORDS STUDS Max Comp Force: 1.937 k Required Cap .96 k Comp Capacity : 16.943 k Provided Cap 7.35 k Comp Ratio : .114 Ratio .131 Gov Comp LC 2 Governing LC 1 Max Tens Force : Ok Gov Region 1 Tens Capacity 13.031 k Spacing 16 Tens Ratio : 0 Gov Tens LC : N/A fn CROSS SECTION DETAILING Chord Force = 0.537-k (LC1)(C) Chord Force = 1.937-k (LC2)(C) 81 15/32 8d@4 RISA-3D Version 12.0.0 [M:\...\...\...\CALCS\Perforated shearwall.rSd] Page 2 # BURKETT&WONG DATE . ENGR ENGINEERS SHEET. JOB NO AjAr^cvV'JU^ So^iC he-^Z^ ^i-^-eiSc^^ CA^IS.PJ = 4rooo ^s-^ C 2^" >^ 0 BURKETT&WONG DATE . ENGR ENGINEERS SHEET. <r> p-JOB NO PROJECT /Pj^f^^ l/ru'/^ ^^"P 7=rt?r//v2^ ujrri4 C^) -thi OCT 2 3 2014 GEOTECHNICAL INVESTIGATION Proposed Sales, Activity and Fitness Buildings Carlsbad Ranch, Planning Area 5 MarBrisa Phase U Carlsbad, California Prepared For: Grand Pacific Resorts, Inc. 5900 Pasteur Court, Suite 200 Carlsbad, Califomia 92008 Prepared By: MTGL, Inc. RECEiVED 6295 Ferris Square, Suite C San Diego, Califomia 92121 CiTY OF CARLSBAD BUiLDSNG DiVISSON Project No. 1916-A08 Log No. 11-1409 Office Locations Orange County Corporate Branch: 2992 E. La Paima Avenue Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego Imperial County 6295 Ferris Square Suite C San Diego, CA92121 Tel; 858.537.3999 Fax: 858.537.3990 Inland Empire 14467 Meridian Parkway Building 2A Riverside, CA 92518 Tel; 951.653.4999 Fax: 951.653.4666 India 44917 Go'f Center Parkway Suite 1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760,342.4525 OC/LA/lnland Empire Dispatcli 800.491.2990 San Oiepo Dispatch 888.844.5060 www.mtglinc.com Geotechnical Engineering Constriictmn Inspection Materials Testing Emimnmental Project No. 1916-A08 Log No. 11-1409 November 4, 2011 Grand Pacific Resorts, Inc. 5900 Pasteur Court, Suite 200 Carlsbad, Califomia 92008 Attention: Mr. Bruce Zelenka SUBJECT: Geotechnical Investigation Proposed Sales, Activity and Fitness Buildings Carlsbad Ranch, Planning Area 5 MarBrisa Phase H Carlsbad, California Dear Mr. Zelenka: In accordance with your request and authorization we have completed a geotechnical investigation at the site for a proposed Sales, Activity and Fitness Buildings including two Swimming Pools at the Carlsbad Ranch, Planning Area 5, MarBrisa Phase II in Carlsbad, CA. We are pleased to present the following report with our conclusions and recommendations. The site for proposed development is located inside the MarBrisa Resort that was previously graded with an elevated pad on the east comer with tennis court. Our report concludes that the proposed improvement and addition would be feasible provided the recommendations presented are incorporated into the plans and specifications. Details related to seismicity, geologic conditions, foundation design, and construction considerations are included in subsequent sections of this report. We look forward to providing additional consulting services during the planning and construction of the project. Sales, Activity & Fitness Buildings MarBrisa Resort. Carlsbad, CA Project No, I9I6-A08 Log No. 11-1409 If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate tliis opportunity to be of service. Respectfully submitted, MTGL, Inc. Eduardo C. Dizon, R<1E \ Senior Engineer M.B. (Ben) Lo, RGE Chief Geotechnical Engineer Sales, Activity & Fitness Buildings Project No. 1916-AOS MarBrisa Resort. Carlsbad. CA Log No. 11-1409 TABLE OF CONTENTS INTRODUCTION 1 PROPOSED CONSTRUCTION 1 SCOPE 1 SITE DESCRIPTION 2 FIELD EXPLORATION 2 LABORATORY TESTING 3 GEOLOGY 3 REGIONAL GEOLOGY 3 LOCAL GEOLOGY 4 SITE GEOLOGIC CONDITIONS 4 Fill 4 Terrace Deposit 5 GROUNDWATER 5 DISCUSSION OF GEOLOGIC AND SEISMIC HAZARDS 5 FAULTING AND SEISMICITY 5 LIQUEFACTION POTENITAL 6 LANDSLIDE, MUDFLOW AND FLOODING 6 GROUND RUPTURE O 6 SEISMIC SETTLEMENT 6 LATERAL SPREADING 7 TSUNAMIS AND SEICHES 7 SEISMIC DESIGN PARAMETERS 7 SUMMARY AND CONCLUSIONS 8 GENERAL CONSIDERATIONS 8 EXCAVATION CHARACTERISTICS 8 CUT/FILL TRANSITION CONDITIONS 8 EXPANSION POTENTIAL 8 CoRROsrvny 8 RECOMMEMDATIONS 9 GENERAL 9 SITE GRADING RECOMMENDATIONS 9 Site Preparation 9 Temporary Excavation 9 Site Grading 10 iii Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 General Compaction Standard 11 Impoit Fill Material II FOUNDATION 11 LATERAL RESISTANCE ; 12 SETTLEMENT 12 INTERIOR SLAB-ON-GRADE 12 EXTERIOR CONCRETE SLAB/FLATWORK 13 RETAINING WALL 13 PRELIMINARY PAVEMENT 14 CONSTRUCTION CONSIDERATIONS 15 Moisture Sensitive SoilsAVeather Related Concems 15 Drainage and Groundwater Considerations 16 Excavations 16 Utility Trenches 17 SITE DRAINAGE 17 PLAN REVIEW 17 GEOTECHNICAL OBSERVATION/TESTING 17 LIMITATIONS 18 Figure 1 - Site Location Map Figure 2 - Boring Location Plan Appendix A - References Appendix B - Field Exploration Program Appendix C - Laboratory Testing Procedures Appendix D - Engineering Analysis Appendix E - General Earthwork and Grading Specifications IV Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort, Cartsbad, CA Log No. 11-1409 INTRODUCTION In accordance with your request and authorization, MTGL, Inc. has completed a geotechnical investigation for the subject site. The following report presents our findings, conclusions and recommendations based on the results of our investigation, laboratory testing and engineering review. PROPOSED CONSTRUCTION A sales building of two to three-story with basement is planned on elevated pad with existing tennis court. Planned grading for the basement level consists of the removal of approximately 12 feet of the existing soil. In addition, site grading is to include the re-construction of the elevated pad slopes to enlarge the existing pad area. The activity and fitness buildings including associated two swimming pools are to be constructed west of the sales building. It is our understanding that the activity and fitness buildings are to include a basement level. Additional related improvements include paved driveway and parking, flatworks, and underground utihties. Future thirteen two- to three-story villas with paved parking are planned around the swimming pools. SCOPE The scope of our Geotechnical services included the following: • Geotechnical investigation consisting of drilling six borings to explore subsurface conditions and to obtain samples for laboratory testing. (See Geotechnical Boring Location Pian, Figure 2, for the location of borings, and Appendix B, Field Investigation, for boring logs). • Laboratory testing of samples (See Appendix C). • Geotechnical engineering review of data and engineering recommendations. • Preparation of this report summarizing our findings and presenting our conclusions and recommendations for the proposed construction. Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 SITE DESCRIPTION The project site is located on the northwestern portion of the existing MarBrisa Resort on Grand Pacific Drive south of Canon Road in Carlsbad, CA. Existing development at the MarBrisa Resort includes a hotel building, resort conference facility building, restaurant building, sales building, villas, paved driveway and parking, and associated retaining walls and landscaping. Mass grading for the entire MarBrisa Resort including the project site under this investigation was performed in 2005 and 2006 under the observation and testing of Leighton and Associates, Inc. The sales building site located on the southeast comer is elevated with a ground elevation of approximately 215 feet. The site for the planned activity and fitness building including two swimming pools and future villas are located on the gently slopes down to the west with elevation ranging from 198 feet to 186 feet. Currently this area is tilled with partial plants within the southeast. Numerous shallow underground water lines exist on the entire lot for irrigation purposes. The As-Graded Report by Leighton and Associates, Inc. dated August 2, 2006 reveals the tennis court area is mantled by approximately 14 to 18 feet of documented fill. The other area of the site is mantled by varying thickness of documented fill ranging from 2 to 13 feet. Expansive clayey soil was buried at the time of mass grading within the future planned parking lots. FIELD EXPLORATION The subsurface conditions at the project site were explored with six test borings. Two of the borings were drilled within the pool area and four of the borings were drilled within the sales building location. The approximate boring locations are shown on die Boring Location Plan (Figure 2). All borings were advanced with a truck mounted drill rig equipped with an 8" diameter hollow stem auger. The borings were drilled to a depth of between 20 and 50 feet below existing site grades. Samples were obtained with the Standard Penetration Test (SPT) and CAL Sampler for geotechnical testing. See Appendix B for further discussion of the field exploration including logs of test borings. Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 LABORATORY TESTING The laboratory testing included moisture content of the disturbed and undisturbed samples. The maximum density was determined on selected samples of the near surface soils for compaction and shrinkage calculations. Direct shear and consolidation testing were accomplished for foundation bearing determinations. Soluble sulfates were determined on selected on-site soil samples to determine its degradation on concrete structure. Resistivity and pH testing were performed on representative soil for corrosion potential of buried metals. Index testing including sieve analysis and expansion index were performed on selected soil samples. R-value testing was performed for pavement design analysis. The results and expanded explanation of laboratory testing are presented in Appendix C. GEOLOGY Regional Geology The site lies within the Peninsular Ranges province of Southern California. The Peninsular Ranges are a group of mountain ranges, in the Pacific Coast Ranges, which stretch 1500 km from southern California in the United States to the southem tip of Mexico's Baja Califomia peninsula. They are part of the North American Coast Ranges that mn along the Pacific coast from Alaska to Mexico. Elevations range from 500 ft to 11,500 ft. Rocks in the ranges are dominated by Mesozoic granitic rocks, derived from the same massive batholith which forms the core of the Sierra Nevada Mountains in California. They are part of a geologic province known as the Salinian Block which broke off the North American Plate as the San Andreas Fault and Gulf of California came into being. According to Kennedy (1975), the Peninsular Ranges province includes two principal rock units. The underlying basement rocks include igneous and metamorphic rocks and the overlying rock units include sedimentary rocks of a variety types. The basement rocks are structurally complex, metamorphosed volcanics and volcaniclastic rocks and intmsive rocks related in part to emplacement of the Cretaceous age southern California batholith which forms the backbone of the Peninsular Ranges province. The overlying sedimentary rocks were deposited on a high relief surface. Most of the overlying sedimentary rocks are Upper Cretaceous age strata of Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 marine, lagoonai, and nonmarine origin related to two major transgressive and regressive depositional episodes. The geologic stmcture of southem Califomia is dominated by right-lateral strike-slip faulting with the movement of two tectonic plates. The San Andreas fault system marks the principd boundary between the Pacific plate and the North American plate. Additional faults that affect the geologic stmcture of the project vicinity include the Elsinore-Julian Fault and the Rose Canyon Fault. Local Geologv The project site is located within a developed area with documented fill. Based upon available geologic map (Tan and Kennedy, 1996, Oceanside, San Luis Rey and San Marcos 7.5' Quadrangles), the underlying natural soil at the site consists of the Pleistocene-aged Terrace deposits. The Terrace deposits are composed of reddish-brown, poorly bedded, poorly- to moderately-indurated sandstone, siltstone and conglomerate. This unit was encountered in all borings below the fiU at approximate depth of between 8 and 18 feet below existing site grades. Site Geologic Conditions A brief discussion of the earth materials encountered in the borings is presented in the following sections. Refer to the borings logs in the Appendix B for a more detailed description of these materials. Fill Documented fill material was encountered in all borings ranging in thickness between 7 and 18 feet from the surface. The encountered fill generally consists of brown to orange-brown silty sand, which was generally moist and medium dense to very dense at the time of our exploration. The documented fill in its current condition would be suitable for stmctural support for the proposed development. However, for uniform soil bearing support and to eliminate cut/fill transition conditions within building pad it is recommended that existing soil should be excavated and recompacted to a depth of at least 2 feet below bottom of footings. Lab test results indicate a very low expansion potential for the existing on-site fill soils. Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 Terrace Deposits Underlying the fill is Terrace deposits, which extend at least to the maximum explored depth of 50 feet below existing site grade. This encountered deposits generally consists of orange-brown silty sand. At the time of exploration the deposits were moist and dense to very dense. Expansion potential for this Terrace deposits is very low. Groundwater Groundwater was not encountered within the maximum explored depth of 50 feet below existing grade. Geotechnical reports by Leighton and Associates, Inc. reported localized perched groundwater encountered during their investigation and the subsequent mass grading at elevation between the terrace deposits and the underlying Santiago Formation. During our investigation the underlying Santiago Formation was not encountered. The perched groundwater would have no impact on the proposed development. However, it is possible that transient oversaturated ground conditions at shallower depths could develop at a later time due to periods of heavy precipitation, landscape watering, leaking water lines, or other unforeseen causes. DISCUSSION OF GEOLOGIC AND SEISMIC HAZARDS Faulting and Seismicity Faults are one of the most widespread geologic hazards to development in Califomia. Faults of most concem are those designated as active (less than about 11,000 years since last movement and potentially active (11,000 to about 750,000 years). According to Hart and Bryant, (2007) the site is not within a designated earthquake fault zone. In the event of an earthquake, the closest active fault likely to generate the highest ground accelerations at the site is the Rose Canyon Fault, which mns parallel to and just offshore of the coast from north of Carlsbad to south of Lindbergh Field. The Rose Canyon Fault with a maximum earthquake magnitude (Mw) of 7.2 is located approximately 8.5 km southwest of the project site. A number of other significant faults also occur in the San Diego metropolitan area suggesting that the regional faulting pattern is very complex. Faults such as those offshore are known to be active and any could cause a damaging earthquake. The San Diego metropolitan area has experienced some major earthquakes in the past, and will likely experience future major earthquakes. 5 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad, CA Log No. 11-1409 Other active faults which could cause ground shaking at the site include the offshore Newport- Inglewood Fault, located approximately 11.6 km to the northwest and the offshore Coronado Bank Fault, located approximately 21.1 km to the southwest. Liquefaction Potential Liquefaction involves the substantial loss of shear strength in saturated soil, when subjected to impact by seismic or dynamic loading. This usually occurs within a uniform fine-grained soil, with loose relative density, and low confining pressures. Liquefaction potential has been found to be greatest when the groundwater level is within 50 feet from the surface and loose fine sands or silts occur within that depth. Liquefaction potential decreases with increasing grain size, and clay and gravel content, but increases as the ground acceleration and duration of shaking increase. The on-site documented fill is underlain by terrace deposits, in tum, underlain by Santiago Formation. Due to the medium dense to very dense nature of the documented fill and the underlying formation unit, liquefaction potential at the site is neghgible. Landslide, Mudflow and Flooding Landslide, mudflow and flooding are not considered a significant hazard at the site due to the absence of ascending slopes, valleys and rivers in the vicinity area. A review of the available Landslide Hazard Maps (DMG Open-File Report 95-04) indicates no mapped landslide within the project site. Ground Rupture No known active or potentially active faults, with known surface traces, cross the site. Therefore, the potential for ground mpture due to faulting is considered to be negligible. Seismic Settlement Saturated and non-saturated granular soils are subject to densification under strong shaldng. The lower the density of the soils, the higher the intensity and duration of shaking, results in greater degree of densification. The project site is underiain by very dense formational unit that is Sales, Activity & Fitness Buildings MarBrisa Resort. Carlsbad. CA Project No. 1916-A08 Log No. 11-1409 considered not subject to setdement. Based on the anticipated earthquake effect and the stratigraphy of the site, seismically induced settlement is considered negligible. Lateral Spreading Lateral spreading may occur where liquefaction occurs at depth and there is either a nearby free face or there is a general slope of the terrain. The overiying non-liquefiable soils tend to break into blocks, which then may tilt and move laterally over the liquefiable soils. Given die stated low risk potential for liquefaction, we consider the potential for lateral spreading to be negligible. Tsunamis and Seiches Given that the site is located a sufficient distance inland from the coast and due to its elevated location, inundation by tsunamis is considered to be nonexistent. Due to the lack of surface water impoundment in the inunediate site vicinity, the seiche potential is also considered to be very low to nonexistent. Earthquake Accelerations / CBC Seismic Parameters The computer program Earthquake Ground Morion Parameters Version 5.1.0 was used to calculate the CBC site specific design parameters as required by the 2010 Califomia Building Code (CBC). Based upon boring data and SPT values, the site can be classified as Site Class D. The spectral acceleration values for 0.2 second and 1 second periods obtained from the computer program and in accordance with Section 1613.5 of the 2(X)7 Califomia Building Code are tabulated below. Ground Motion Parameter Value 2007 CBC Reference Ss 1.252g Section 1613.5.1 Sl 0.473g Section 1613.5.1 Site Class D Table 1613.5.2 Fa 1.0 Table 1613.5.3(1) Fv 1.527 Table 1613.5.3(2) SMS 1.252g Section 1613.5.3 SMI 0.722g Section 1613.5.3 SDS 0.835g Section 1613.5.4 SDI 0.48 lg Section 1613.5.4 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 SUMMARY AND CONCLUSIONS General Considerations Given the findings of the investigation, the proposed project appears to be feasible from a geologic and geotechnical standpoint, provided the recommendations presented in this report are fully incorporated into the design and constmction of the project. Specific conclusions pertaining to geologic conditions are summarized below: Excavation Characteristics The site is mantled by documented fill, underlain by terrace deposit. Excavation on these materials can be accomplished with the use of conventional constmction equipment. Expansion Potential Generally, the engineered fill and terrace deposits possess a very low expansion potential. As a result, the on-site soils are considered suitable for use as compacted fill within the project site. Cut/Fill Transition Conditions With the varying thickness of documented fill of between 2 and 18 feet, it is anticipated tiiat proposed buildings and other stmctures to have cut/fill transition conditions. In order to minimize the potential for differential settiement in areas of cut/fill transitions, it is recommended that all proposed buildings and settlement sensitive stmctures to be entirely supported by properly compacted fill. A minimum 2 feet of compacted fill is recommended below bottom of footings. This minimum 2 feet compacted fill requirement should extend across the entire building pad and at least 5 feet beyond building footprint. Corrosivity Corrosion series tests consisting of pH, soluble sulfates, and minimum resistivity were performed on selected sample of the on-site soils. Soluble sulfate levels for the on-site soil indicate a negligible sulfate exposure for concrete stmcture. As such, no special considerations are required for concrete placed in contact with die on-site soils. However, it is recommended that Type n cement to be used for all concrete. 8 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort, Carlsbad. CA Log No. 11-1409 The corrosion potential of the on-site soil is moderate to high and considered to impact underground ferrous metals. The actual corrosive potential is determined by many factors in addition to those presented herein. MTGL, Inc. does not practice corrosion engineering. Underground metal conduits in contact with the soil need to be protected. We recommend that a corrosion engineer be consulted. RECOMMEMDATIONS General The recommendations presented herein are considered minimum and may be superseded by more conservative requirements of the architect, stmctural engineer, building code, or goveming agencies. The foundation recommendations are based on the load-deformation characteristics and shear strength of the onsite soils. In addition to the recomtmendations in this section, additional general earthwork and grading specifications are included in Appendix E. Site Grading Recommendations Site Preparation Current improvements within proposed development include tennis court, plants and underground utilities. Prior to the start of any grading, all of Uiese existing improvements should be removed and utilities be relocated. Temporarv Excavation We anticipate temporary excavation for the basement level would not exceed 15 feet below existing grade. Temporary vertical excavations of up to 4 feet deep for the on-site fill and terrace deposits would be generally stable. Excavation beyond 4 feet deep should be benched or sloped back not steeper than 1:1 (horizontal:vertical) up to a maximum height of 15. Beyond 15 feet high temporary slopes should have an inclination of between 1:5:1 and 2:1. The on-site terrace deposits material and fill soil should be classified as Type C soil. Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 Site Grading Sales Building - Grading of the pad includes cutting approximately 12 feet of the existing soil and the constmction of new fill slopes. The materials anticipated to be used in new fill slope grading consist of the onsite soil derived from the cutting of the site. It is anticipated that the finish fill slope for the building pad to be approximately 10 to 25 feet high. For slope stability purposes, the finished fill slope should have an inclination not steeper than 2:1. Constmction of the new fill slope should include the excavation of key at the toe with a width of at least 8 feet and minimum depth of 2 feet below lowest adjacent grade into firm soil. Benching into the existing slope should be performed simultaneously during die fill slope constmction at a vertical interval of 2 to 4 feet. Additional grading recommendations within proposed building pad is to excavate and recompact the existing soil to a depth of at least 2 feet below bottom of footings for uniform soil bearing support and eliminate cut/fill transition condition. Activity and Fitness Buildings - A cut/fill transition condition could be anticipated within building pads. For uniform soil bearing support and to eliminate cut/fill transition condition, it is recommended that grading for the building to include removal and recompaction of the existing soil to a depth of at least 2 feet below bottom of footing elevation. Future Swimming Pools and Villas - Likewise with the above proposed stmctures, entire foundations are recommended to be supported by properly compacted fill. Existing soil should be removed and recompacted to a depth of at least 2 feet below bottom of footing elevation for uniform soil bearing and eliminate cut/fill transition condition. If highly expansive clay is encountered within building pads, it should be removed and replaced with available onsite soil with low expansion potential. The depth of removal and replacement of highly expansive clay should be at least 3 feet below bottom of footing for buildings and at least 5 feet below bottom of slab for swimming pool. The removal and replacement should extend at least 5 feet beyond stmcture footprint. The lateral limit of grading for all stmctures should extend at least 5 feet beyond building footprint. Prior to recompaction process, the bottom of excavation to receive fill should be scarified to a depth of 6 inches, moisture conditioned and recompacted. 10 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 General Compaction Standard All fills should be compacted to a minimum of 90 percent relative compaction. All fill materials should be placed in thin lifts not more than 8 inches and compacted. Material should be moisture- conditioned and processed as necessary to achieve a uniform moisture content at near optimum moisture to achieve adequate bonding between lifts and compaction. Fill surfaces and finished subgrades should not be allowed to dry and should be maintained in a moist condition or scarified prior to placing additional fill. Fill soils outside stmcture and under vehicular pavement should be compacted to at least 90 percent relative compaction. However, the top 12 inches of subgrade under all vehicular pavement should be compacted to at least 95 percent relative compaction. Backfill of utilities should be compacted to a minimum of 90 percent relative compaction. All compaction shall be based on Test Method ASTM D1557. Moisture content of all fill and backfill soil should be at least 2 percent above optimum moisture content. Import Fill Material If required, import fill should consist of non-expansive granular soils, and have a maximum particle size of 1 inch. Import material should have an expansion index (EI) of 20 or less. Where import soils will be in contact with concrete or buried metal pipes a standard corrosion series test should be performed. Foundation The recommendations and design criteria are "minimum", in keeping with the current standard-of- practice. They do not preclude more restrictive criteria by the goveming agency or stmctural considerations. The project stmctursd engineer should evaluate the foundation configurations and reinforcement requirements for actual stmctural loadings. Proposed stmctures are anticipated to be supported by properiy compacted fill. Conventional continuous or isolated footings are considered suitable for stmctural support founded on engineered fill. Allowable soil bearing capacity for continuous or isolated footing with a minimum width of 2 feet are the following: 11 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 Embedment Below Lowest Adiacent Grade Allowable Soil Bearing Values 2 feet 5,000 psf 3 feet 6,500 psf 4 feet 8,000 psf (maximum) The above allowable bearing values may be increased by one-third where wind or seismic loads are considered in combination with dead and/or live loads. Minimum horizontal setback distance from the face of slopes for all building footings should be H/2, where H is the slope height, witii a maximum of 15 feet along 2:1 slopes. This distance is measured from the outside edge of the footing, horizontally to the face of slope. Lateral Resistance Lateral forces may be resisted by friction on the base of foundations, and passive earth pressure on the sides of the portions of foundations or shear keys bearing against competent native formation or compacted engineered fill. The allowable base friction may be calculated using a coefficient of 0.33. The allowable passive pressure may be calculated as equivalent to tiiat of a fluid weighing 350 pounds per cubic foot (pcf) for foundations bearing against compacted engineered fill. Settlement For design consideration, a maximum settiement of at least 1-inch with a differential settlement of 1/2-inch in a span of 40 feet should be incorporated. Interior Slab-On-Grade Interior slab-on-grade should be designed for the actual applied loading conditions expected. The stmctural engineer should size and reinforce slabs to support the expected loads utilizing accepted methods of pavement design, such as those provided by the Portland Cement Association or the American Concrete Institute. A modulus of subgrade reaction of 200 pounds per cubic inch (pci) could be utilized in design. Based on geotechnical consideration, interior slab should be a minimum of 5 inches. Appropriate slab reinforcement should be designed by the project stmctural engineer based upon low expansion potential. 12 Sales, Acti vity & Fi tness B uildings Project No. 1916-AOS MarBrisa Resort. Carlsbad. CA Log No. 11-1409 Floor slabs should be underlain by a capillary break material consisting of at least 4 inches thick clean sand. In moisture sensitive flooring areas, such as carpeted or linoleum covered areas, a 10- mil visqueen moisture barrier or equivalent should be installed midheight witiiin the capillary break material. Alternatively, a Stego Wrap moisture barrier or equivalent may be installed following manufacturers recommendations. The sand should be moistened just prior to the placing of concrete. Concrete is a rigid brittle material that can withstand very little strain before cracking. Concrete, particularly exterior hardscape is subject to dimensional changes due to variations in moisture of the concrete, variations in temperature and applied loads. It is not possible to eliminate the potential for cracking in concrete; however, cracking can be controlled by use of joints and reinforcing. Joints provide a pre-selected location for concrete to crack along and release strain and reinforcement provides for closely spaced numerous cracks in lieu of few larger visible cracks. Exterior Concrete Slab/Flatwork Exterior slabs should be supported by at least 12 inches of properly compacted fill. Compacted fill should have at least 90 percent relative density based on Test Method ASTM D1557. Exterior concrete slab/flatworks should have a nominal thickness of 4 inches. Reinforcement may be provided for stability purposes. Controlled joints should be provided to eliminate potential for cracking. Retaining Wall Embedded stmctural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under tiie applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls as basement and swimming pools should be designed for the "at rest" conditions. If a stmcture moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water table and backfilled with on-site soils (expansion index less than 20) is provided below. Retaining wall backfill should be compacted to at least 90 percent relative 13 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 compaction (based on ASTM Test Method D1557). Recommended pressures are tabulated below. Eauivalent Fluid Weight (ocf) Condition Level 2:1 (H:V) Slooe Active 33 60 At-Rest 55 80 Passive 350 (Maximum of 3 ksf) 150 (Sloping Down) Soil resistance developed against lateral stmctural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, a friction coefficient of 0.33 may be used at the concrete and soil interface. The passive pressure and the friction of resistance could be combined without reduction. In addition, the lateral passive resistance is taken into account only if it is ensured that the soil against embedded stmctures will remain intact with time. Drainage of backfill behind walls may be provided by a vertical layer of Miradrain 6200 with Mirafi 140 Geofabric, or equivalent, placed at the back of tiie wall; or by a minimum 12-inch width of 3/4 inch open-graded cmshed gravel enveloped in Mirafi 140 Geofabric. Subdrains should consist of 4-inch diaraeter Schedule 40, PVC pipe or equivalent, embedded in approximately 1 ftVlinear foot of 3/4-inch down open-graded gravel, enveloped in Mirafi 140 Geofabric Filter or equivalent, with the pipe being 3+ inches above the trench bottom; a gradient of at least 1% being provided to the pipe and trench bottom; discharging into suitably protected outiets. Altematively low-retaining walls (less than 5 feet retained) may use weep holes. Preliminarv Pavement The preliminary pavement sections presented below are based on the R-value of the upper on-site soil (R-value of 25), assumed Traffic Index, and minimum pavement section based on the City of Carlsbad Supplemental Standard GS-17. Final pavement designs should be evaluated based on R- value tests of the actual subgrade material after completion of grading. Where the pavement is subject to repeated tuming stress (i.e. Trash Enclosures Aprons) the pavement should be Portland cement concrete. 14 Sales, Activity & Fitness Buildings MarBrisa Resort. Carlsbad. CA Project No. 1916-AOS Log No. 11-1409 Pavement Loading Condition Traffic Index AC Thickness Class n Base Thickness Auto Parking Areas 4.5 4.0 inches 4.0 inches Auto Driveways 5.0 4.0 inches 4.0 inches Light Duty Tmck Driveways 6.0 4.0 inches 9.0 inches Moderate Duty Tmck Driveways 7.0 4.0 inches 11.0 inches All fill under pavement should be compacted to at least 90 percent relative compaction with exception of the upper 12 inches. Prior to tiie placement of base material, the upper 12 inches of pavement subgrade should be scarified; moisture conditioned and compacted to a minimum 95 percent relative compaction based on Test Method ASTM D1557. Aggregate base material should confonn to Caltrans Standard Specifications Section 26 (Class 2) or tiie Standard Specification for Public Works Constmction (Cmshed Aggregate Base or Cmshed Miscellaneous Base) and should be compacted to a minimum 95 percent relative compaction based on Test Method ASTM D1557 prior to placement of the asphaltic concrete. Portland cement concrete pavement sections may incorporate steel reinforcement -and to be provided with crack control joints as designed by tiie project stmctural engineer. Recommended concrete mix should be at least 3,500 psi. It is recommended tiiat Portland cement concrete swales to be designed and constmcted within asphalt pavement areas for drainage of surface water. Fill soils under curb and gutter should be compacted to a minimum 90 percent relative compaction based on Test Method ASTM D1557. Constmction Considerations Moisture Sensitive Soils/Weather Related Concems The soils encountered at the site may be sensitive to disturbances caused by constmction equipment and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils that become wet may be slow to dry and thus significantiy retard the progress of grading and 15 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 compaction activities. It will, therefore, be advantageous to perform earthwork and foundation constmction activities during dry weather. Much of the on-site soils may be susceptible to erosion during periods of inclement weather. As a result, the project Civil Engineer/Architect and Grading Contractor should take appropriate precautions to reduce the potential for erosion during and after constmction. Drainage and Groundwater Considerations No groundwater was encountered within the maximum explored depth of 50 feet below existing grade. It should be noted, however, that variations in the ground water table may result from fluctuation in the ground surface topography, subsurface stratification, precipitation, irrigation, and other factors that may not have been evident at the time of our exploration. Seepage sometimes occurs where relatively impermeable and/or cemented formational materials are overlain by fill soils. We should be consulted to evaluate areas of seepage during constmction. Positive site drainage should be designed to reduce infiltration of surface water around and underneath the building. Finish grades should be sloped away from the building. Excavations It is mandated by federal regulation that excavations, like utility trenches, basement excavation or foundation excavations, be constmcted in accordance with the new OSHA guidelines. It is our understanding that OSHA regulations are being strictiy enforced and if not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constmcting stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case, should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. 16 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 Utilitv Trenches Except where extending perpendicular under proposed foundations, utility trenches should be constmcted outside a 1:1 projection from the base-of-foundations. Trenches for utility lines under stmctures should be properly backfilled and compacted. Utilities should be bedded and backfilled with approved sand or granular material to a depth of at least 1-foot over the pipe. Sand bedding material should be moisture conditioned and properly compacted. Compaction by jetting is not allowed. The remainder of the backfill may be typical on- site soil or imported soil which should be placed in lifts not exceeding 8 inches in thickness, watered or aerated close to optimum moisture content, and mechanically compacted to at least 95 percent (under stmcture and pavement) and 90 percent (not under stmcture and pavement) of maximum dry density (based on ASTM D1557). Site Drainage Drainage should be designed to collect and direct surface waters away from stmctures to approved drainage facilities. Downspouts, berms, area drains and other drainage controls should be included in constmction considerations to minimize discharging or ponding of water near the foundation line. For earth areas, a minimum gradient of 1 percent should be maintained and drainage should be directed toward approved swales or drainage facilities. Positive drainage with a minimum gradient of 2 percent away from all stmctures should be provided and maintained within at least 5 feet from stmcture lo reduce any mnoff from infiltrating the soil beneatii stmctural foundation. Plan Review The geotechnical and geological consultants should be retained to review grading and foundation plans and specifications to ascertain conformance with site conditions and recommendations presented herein. Geotechnical Observation/Testing The geotechnical and geological consultants should be retained to perform on-site constmction observations and testing to ascertain that conditions correspond to the findings and conclusions presented herein and that constmction conform generally to the recommendations presented herein. 17 Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBrisa Resort. Carlsbad. CA Log No. 11-1409 The geotechnical and geological consultants should be called upon for testing and observations as indicated in tiiis report and at least for the following: • During site grading and overexcavation. • During foundation excavations and placement. • During excavation and backfilling of all utility trenches • Upon completion of any foundation and retaining wall footing excavation prior to placing concrete • During processing and compaction of the subgrade for the access and parking areas and prior to constmction of pavement sections. It is the responsibility of the contractor to coordinate all inspections and testing required by this firm or by otiier regulatory agencies. LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as tiiey existed at the time of our investigation and further assume tiie explorations to be representative of the subsurface conditions tiiroughout the site. If different subsurface conditions are observed during constmction, we should be promptly notified for review and reconsideration of our recommendations. This report was prepared for tiie exclusive use and benefit of the owner, architect, and engineer for evaluating the design of the facilities as it relates to geotechnical aspects. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions included in this report. Our investigation was performed using tiie standard of care and level of skill ordinarily exercised under similar circumstances by reputable soil engineers and geologists currently practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. 18 SITE LOCATION MAP SALES, ACTIVITY & FITNESS BUILDINGS Project No. 1916-A08 Date: NOV. 2011 FIGURE 1 MTGL, INC. Legend: B-6 Approximate Location of Boring BORING LOCATION PLAN SALES, ACTmTY & FITNESS BUILDINGS Project No. 1916-A08 Date: NOV. 2011 FIGURE 2 MTGL, INC. APPENDIX A REFERENCES Blake, Thomas F., 2000, "EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration From Digitized Califomia Faults CDMG, California Division of Mines and Geology, 2000, DMG CD 2000-003, Digital Images of Official Maps of Alquist-Priolo Zones. Bryant, W.A. and Hart, E.W.,2007, Fault Rupture Hazard Zones in Califomia, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, Califomia Department of Conservation, Califomia Geological Survey, Special Publication 42. Jennings, C.W., 1994, Fault Activity Map of Califomia and Adjacent Areas, Califomia Division of Mines and Geology. Scale 1:750,000. Califomia Department of Conservation, Division of Mines and Geology, Geologic Map of the Northwestern Part of San Diego County, Califomia, DMG Open-File Report 96-02. Scale 1:24,000. Califomia Department of Conservation, Division of Mines and Geology, Recent Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California by F. Harold Weber, Jr, 1982, DMG Open-File Report 82-12, Scale 1:24,000. U.S. Geological Survey, Topographic Map of tiie San Luis Rey Quadrangle, Califomia-San Diego County, 7.5-Minute Series (Topographic), 1997, Scale 1:24,000. Califomia Department of Conservation, Division of Mines and Geology, 1995, Landslide Hazards in tile Northem Part of the San Diego Metropolitan Area, San Diego County, CA, DMG Open-File Report 95-04, Landslide Hazard Identification Map No. 35. Califomia Department of Conservation, Division of Mines and Geology, The Rose Canyon Fault Zone , Southem Califomia, 1993, DMG Open-File Report 93-02. Califomia Building Standards Commission, 2007 Califomia Building Code, Califomia Code of Regulations, Title 24, Part 2, Volume 2 of 2. Department of the Navy, Naval Facilities Engineering Command, 1982, Foundations and Earth Stmctures, NAVFAC DM-7.2. Department of the Navy, Naval Facilities Engineering Command, 1982, Soil Mechanics NAVFAC DM-7.1. Leighton and Associates, Inc., 2005, Geotechnical Investigation, Proposed 53-Acre Resort Development - Phase 1, Carlsbad Ranch, Planning Area No. 5, Carlsbad, CA, Project No. 040575-003, April 11, 2005. Leighton and Associates, Inc., 2006, As-Graded Geotechnical Report of Rough and Fine Grading, Hotel One, Resort and Conference Facilites, Sales Building, and Villas No. 53 tiirough 56, Lots 10, 11 and A Portion of Lot 1, Grand Pacific Carlsbad, Carlsbad, CA, Project No. 040575-005, August 2, 2006. APPENDIX B FIELD EXPLORATION PROGRAM On October 6, 2010, six exploratory borings were drilled utilizing 6-inch diameter hollow stem auger drilled to a depth of between 20 and 50 feet below existing site grade. Samples were obtained witii the Standard Penetration Test (SPT) sampler, CAL Sampler and a bulk sample, as appropriate. The approximate location of the borings are shown on the Boring Location Plan, Figure 2, attached. The field exploration was performed under the supervision of our Geologist/Engineer who maintained a continuous log of the subsurface soils encountered and obtained samples for laboratory testing. The soUs encountered were classified in general accordance with the Unified Soil Classification System (see Key to Logs, Figure B-0). Subsurface conditions are summarized on the Boring Logs, Figures B-1 and B-5. The soils were classified based on field observations and laboratory tests. DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE CLEAN GRAVELS . u_ GW Well 0rad«d gravels, gravel-ssnd mixtures, llttis or no fines. -ISO — lU o O t-f* GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE (LESS THAN S% FINES) •'. GP Poorly oraded gravels or gravel-sand mixturts, littie or no fines. CO ^ • so O t- Z IU GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVEL GM Silty gravels. gravet-sand-sNt mixtures, non-plsstio fines. OARSE QRAINE RE THAN HALF Ol IS LARGER THAN SIEVE SIZ GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE WiTH FINES m QC Clayey gravels, gravel-sand-ciay mixtures, plastic fines. OARSE QRAINE RE THAN HALF Ol IS LARGER THAN SIEVE SIZ SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANDS SW Well graded sands, gravelly sands, IKtle or no fines. OARSE QRAINE RE THAN HALF Ol IS LARGER THAN SIEVE SIZ SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE (LESS THAN 5% FINES) Tl • • • • SP Poorty graded sands or gravelly sands, little or no fines. OARSE QRAINE RE THAN HALF Ol IS LARGER THAN SIEVE SIZ SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS SM Silty sands, sand-silt mixtwes, non-plastle fines. OO SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE WiTH FINES 1 SC Clayey sandq, sand-ciay mixturea. plastic finss. RAINED SOILS THAN HALF OF AL IS SMALLER 3.200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 60% ML inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey slits with sllglit plasticity. RAINED SOILS THAN HALF OF AL IS SMALLER 3.200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 60% CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays. RAINED SOILS THAN HALF OF AL IS SMALLER 3.200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 60% 1 OL Organic silts and organic silty clays of low plasticity. RAINED SOILS THAN HALF OF AL IS SMALLER 3.200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS MH Inorganic silts, micaceous or diatomaceous fine sandy or slity soils, elastic slits. FINE Q MORE MATERI THAN Nl SILTS AND CLAYS LIQUID LIMIT IS / CH Inorganic clays of higli plasticity, fat clays. FINE Q MORE MATERI THAN Nl ; OH Organic clays of medium to h'Sh plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. HIGHLY ORGANIC SOILS Peat and other highly organic soils. GRAIN SIZES SILTS AND CLAYS SAND FINE MEDIUM COARSE GRAVEL FINE COARSE COBBLES BOULDERS 200 40 10 U.S. STANDARD SERIES SIEVE 3/4" 3» 12' CLEAR SOUARE SIEVE OPENINGS %• GROUND WATER LEVEL OR GROUND WATER SEEPAGE. LOCATION OF SAMPLE TAKEN USING A STANDARD SPLIT TUBE SAMPLER, 2- iNCH O.O.. 1-3/8-INCH i.D. DRIVEN WITH A 140 POUND HAMMER FALLING 30-INCHES. LOCATION OF SAMPLE TAKEN USING A MODIFIED CALIFORNIA SAMPLER. 3- 1/8-INCH O.D., WiTH 2-1/2-INCH l.D. LINER RINGS, DRIVEN USING THE WEIGHT OF KELLY BAR (LARGE DIAMETER BORINGS) OR USING A 140 POUND HAMMER FALLING 30-iNCHE8 (SMALL DIAMETER BORiNG).' LOCATION OF SAMPLE TAKEN USING A 3-INCH O.D. THIN-WALLED TUBE SAMPLER (SHELBY TUBE) HYDRAULICALLY PUSHED. LOCATION OF BULK SAMPLE TAKEN FROM AUGER CUTTINGS. KEY TO LOGS - UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) JOB NO. 1916A08 DATE: NOV. 2011 FIGURE: B-0 DATE OBSERVED: Oct. 6, 2011 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BYT ECD GROUND ELEVATION: ±188' LOCATION: See Figure 2 a m 8 Et. \ OJ 3 O CQ Cd > a 3g " Q BORING NO. B-1 DESCRIPTION SOIL TEST 10 15 20 25 30 35 40 SB-1 SB-2 SB-3 SS-1 SS-2 SS-3 SS-4 36 52 76 54 56 49 55 13.5 12.5 9.3 11.8 10.4 13.4 10.4 122.9 120.4 124.1 FILL: Silty Sand (SM), orange-brown, moist, medium dense, trace clay. Grades to dense. Corrosivity R-value Gradation Direct Shear Consolidation TERRACE DEPOSITS: Silty Sand (SM), orange-brown, moist, very dense, mix yellow-brown color, trace clay. Grades with mix grey color. Grades with dark brown color. Grades to dense Grades to very dense. Boring Terminated at 30 Feet. No Groundwater Encountered. Borehole Backfilled on 10/6/2011. Project No.: 1916A08 LOG OF BORING Figure B-1 DATE OBSERVED: LOGGED BY: ECD Oct. 6,2011 METHOD OF DRILLING: 8" Hollow Stem Auger GROUND ELEVATION: ±190 LOCATION: See Figure 2 Bi m m a. Ui s 01 > Oi a Oi a i. ^ " O BORING NO. B-2 DESCRIPTION SOIL TEST 10 IS 20 25 30 35 40 SB-1 SB-2 SB-3 SS-1 SS-2 38 48 65 24 37 12.1 13.5 13.2 10.2 8.2 124.8 126.2 123,8 FILL: Silty Sand (SM), orange-brown, moist, medium dense to dense, trace clay. Grades to mix orange-brown Silty Sand. TERRACE DEPOSITS: Silty Sand (SM), orange-brown, moist, dense, mix with red-brown color. Max. Density Expansion Index Corrosivity Direct Shear Consolidation Grades to medium dense Grades to dense. Boring Terminated at 20 Feet. No Groundwater Encountered. Borehole Bacldilled on 10/6/2011. Project No. 1916A08 LOG OF BORING Figure B-2 DATE OBSERVED: Oct. 6, 2011 METHOD OF DRILLING: 8" HoHow Stem Augcr LOGGED BY: ECD GROUND ELEVATION: ±215' LOCATION: See Figure 2 PS 04 8 CO m fil cu Q 8 BORING NO. B-3 DESCRIPTION SOIL TEST SB-1 SB-2 39 105 10 SB-3 36 16 SB-4 80 20 SS-1 48 25 SS-2 45 30 SS-3 25 35 40 14.3 8.1 123 132.8 FILL: Silty Sand (SM), orange-brown, moist, medium dense, trace clay. Mix with dartc brown color, very dense. R-value 11.7 125.8 Grades to medium dense. TERRACE DEPOSITS: Silty Sand (SM), orange-brown, 9.4 131.9 moist, very dense, trace clay. 10.1 Grades to dense. 9.7 9.3 Grades to medium dense. Boring Terminated at 30 Feet. No Groundwater Encountered. Borehole Backfilled on 10/6/2011. Project No.: 1916A08 LOG OF BORING Figure B-3 DATE OBSERVED: OcL 6,2011 LOGGED BY: ECD METHOD OF DRILLING: 8" Hollow Stem Auger GROUND ELEVATION: ±215' LOCATION: See Figure 2 ai a ta sa 8 OJ s o •J m 01 a OK > H Oi a is 03 S w 0< BORiNG NO. B-4 DESCRIPTION SOIL TEST SS-1 15 10 SS-2 22 15 SS-3 50/5' 20 SS-4 72 25 SS-5 37 30 SS-6 47 35 SS-7 47 40 SS-8 45 10.3 11.2 7.4 8.5 8.7 10.2 8.5 9.5 FILL: Silty Sand (SM), brown, moist, medium dense, trace clay. Grades to mix yellow-brown and orange-brown color. Max. Density Expansion Index Corrosivity Grades to very dense. TERRACE DEPOSITS; Silty Sand (SM), moist, orange- brown, very dense, trace clay. Grades to dense. continuation Figure B-4A Project No. : 1916A08 LOG OP BORING Figure B-4 DATE OBSERVED: Oct. 6, 2011 METHOD OF DRILLING: 8° Hollow Stem Auger LOGGED BY: ECD GROUND ELEVATION: ±215* LOCATION: See Figure 2 ai 01 § to Ul u > [I] 9 S BORING NO. B-4 DESCRIPTION SOIL TEST 40 SS-8 45 45 SS-9 57 SO SS-10 50/3" 55 60 65 70 75 80 9.5 9.8 5.7 TERRACE DEPOSITS: Silty Sand (SM), orange-brown. moist, dense, trace clay. Grades to gravel inclusions, very dense. Boring Tenninated at 50 Feet. No Groundwater Encountered. Borehole Backfilled on 10/6/2100. Project No.: 1916A08 LOG OF BORING Figure B-4A DATE OBSERVED: LOGGED BY: ECD Oct. 6,2011 METHOD OF DRILLING: 8" Hollow Stem Auger GROUND ELEVATION: ±215' LOCATION: See Figure 2 01 a ta § ffi Ol u >J cu > Oi a BORING NO. B-5 DESCRIPTION SOIL TEST 10 15 20 25 30 35 40 SB-1 SB-2 SB-3 SB-4 SB-5 SS-1 SS-2 SS-3 SS-4 41 47 39 37 50/4" 34 57 60 70 8.2 13.2 13.8 11.6 10.4 10.1 10.4 9.9 7.9 123.5 123.4 123.4 124.6 122.9 FILL: Silty Sand (SM), orange-brown, moist, medium dense, trace clay. Gradation Grades to mix dark brown color. Gradation Direct Shear Consolidation TERRACE DEPOSITS: Silty Sand (SM), moist, orange- brown, very dense, trace clay. Grades to dense. Grades to very dense. Boring Terminated at 40 Feet. No Grounwater Encountered. Borehole Backfilled on 10/6/2011. Project No.: 1916A08 LOG OF BORING Ficfure B-5 DATE OBSERVED: LOGGED BY: ECD Oct 6, 2011 METHOD OF DRILLING: 8" Hollow Stem Auger GROUND ELEVATION: ±215' LOCATION: See Figure 2 tti a m a Ch 8 IK o ffi > Oi • Oi "^8 3s si BORING NO. B-6 DESCRIPTION SOIL TEST SB-1 53 10 SB-2 43 15 SB-3 35 20 SB-4 90 25 SS-1 37 30 SS-2 55 35 40 11.2 12.9 10.8 9.2 9.8 8.6 128.3 FILL: Silty Sand (SM), orange-brown, moist, medium dense to dense, trace clay. Mix with dark brown color. Max. Density Expansion Index Corrosivity Gradation 122.1 121.4 Direct Shear Consolidation TERRACE DEPOSITS: Silty Sand (SM), orange-brown, moist, very dense, trace clay. 125.4 Grades to dense. Grades to very dense. Boring Terminated at 30 Feet. No Groundwater Encountered. Borehole Backfilled on 10/6/2011. Project No.: 1918A08 LOG OF BORING Figure B-6 APPENDIX C LABORATORY TESTING PROCEDURES GENERAL The results of laboratory testing are discussed and presented in this appendix. MOISTURE/DENSITY Determinations of in situ moisture content and dry density were performed on selected undisturbed samples. Soil moisture content determinations were performed according to the ASTM D 2216. The dry density of soil was determined on CAL samples in general accordance with ASTM D2937. Results of these tests are presented on the boring logs. Figures B-1 through B-2, in Appendix B. CLASSfflCATION The Unified Soil Classification System was utilized for visual (ASTM D2488) and laboratory (ASTM D2487) classifications of soils encountered. GRADATION The sieve analysis of selected soil samples was performed in accordance with ASTM D422 and results are presented in Figures C-1 to C-5 MAXIMUM DENSITY A maximum density test was performed on a representative bag sample of the near surface soils in accordance with ASTM D1557. The test results are shown beiow. Location Maximum Dry Density (pcf) Optimum Moisture Content (%) B-2 @ 8'- 12' 130.5 8.3 B-4 @ 8' -12' 134.2 8.5 B-6 @ 5' -9' 131.3 9.7 1 DIRECT SHEAR Direct shear tests were performed in general accordance with ASTM D3080-98. Direct shear tests were performed on undisturbed soil samples. Test results are as follows. Location Cohesion Angle of Intemal (PSF) Friction (Deg.) B-1 @ 5' 435 38 B-2 @ 10' 1003 40 B-5 @ 15' 1004 35 B-6 @ 15' 66 44 EXPANSION D^EX Expansion Index testing was completed in accordance with ASTM D4829. Test results are presented in the following table. Boring Depth Expansion Index .UBC 'No. (feet) (EI) Potential Expansion B-2 8'-12' 0 Very Low B-4 8' -12' 0 Very Low 1 ^'^ 5'-9' 5 Very Low coRRosivrrY Corrosivity Testing in compliance with Caltrans Test Method 417, 422, & 643. Test results are presented beiow. Sample Location PH Soluble Sulfates (%) Min. Resistivity (ohm-cm) B-1 @ l'-5' 6.8 0.032 1,460 B-2 @ 8'- 12' 6.7 0.021 1,694 B-4 @ 8'-12' 6.6 0.011 1,781 B-6 @ 5' -9' 6.7 0.010 2,080 CONSOLIDATION Consolidation test was performed on representative, relatively undisturbed sample of the underlying soil to determine compressibility characteristics in accordance with ASTM D2435. Test result is presented on Figure C-6 to C-9. R-VALUE R-value testing was performed on existing upper on-site soil within proposed pavement areas. Califomia Department of Transportation (Caltrans) Test Method 301 was used to determine exudation and expansion values. Location R- Value B-l@ l'-5' 25 B-3 @ l'-5' 48 Particle Size Distribution Report 0.01 GRAIN SIZE - mm. 0.001 % +3" % Gravel Coarse Fine % Sand Coarse Medium Fine % Fines Silt Clay 0.0 0.0 0.6 0.9 35.7 46.4 16.4 SIEVE PERCENT SPEC* PASS? SIZE FINER PERCENT (X=NO} .375 100.0 #4 99.4 #10 98.5 #20 94.9 #40 62.8 #60 37.2 #100 24.2 #200 16.4 IVlaterial Description PL= Atterberq Limits LL= Pl= •90= 0.7318 •50= 0.3338 DlO= Coefficients •85= 0.6501 •30= 0.1986 •eQ= 0.4038 D15= USCS= Classification AASHTO= Remarks (no specification provided) Sample Number: B-1 Depth: 5' Date: 10/24/11 MTGL, Inc. Anaheim, CA Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Project No: 1916-AOS Figure C-1 Tested By: JH. Checked By: ED_ Particle Size Distribution Report . S . ^ ^ .E CM CT 'J- (D 100 90 80 70 60 50 40 30 20 10 0 100 10 1 GRAIN SIZE • mm. 0.1 0.01 0.001 % +3" % Gravel Coarse Fine % Sand Coarse Medium Fine % Fines Silt Clay 0.0 0.0 6.1 3.4 27.1 29.4 34.0 SIEVE PERCENT SPEC* PASS? SIZE FINER PERCENT (X=NO) .375 100.0 #4 93.9 #10 90.5 #20 86.6 #40 63.4 #60 46.8 #100 39.2 #200 34.0 Material Description PL= Atterberq Limits Pl= •90= 1.7910 •50= 0.2834 Dl0= Coefficients •85= 0.7921 °30= •60= 0.3874 gl5= Oc- USCS= Classification AASHTO= Remarks (no specification provided) Sample Number: B-2 Depth: 10' Date: 10/24/11 MTGL, Inc. Anaheim, CA Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Proiect No: 1916-A08 Figure C-2 Tested By: _JH_ Checked By: ED. Particle Size Distribution Report GRAIN SIZE - mm. 0.001 % +3" % Gravel Coarse Fine % Sand Coarse Medium Fine % Fines Silt Clay 0.0 0.0 0.0 0.0 16.6 49.0 34.4 SIEVE PERCENT SPEC* PASS? SIZE FINER PERCENT (X=NO) #4 100.0 #10 100.0 #20 98.9 #40 83.4 #60 59.2 #100 42.8 #200 34.4 Material Description PL= Atterberq Limits LL= Pl= •90= 0.5158 •50= 0.1958 Dl0= Coefficients •85= 0.4427 •30= Ou- •60= 0.2545 D15= Oc- USCS= Classiflcation /W\SHTO= Remarks {no specification provided) Sample Number: B-4 Depth: 10' Date: 10/24/1 MTGL, Inc. Anaheim, CA Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Project No: 1916-A08 Figure C-3 Tested By: JH. Checked By: ED_ Particle Size Distribution Report .E -E Si -E S ooo 100 90 80 70 60 50 40 30 20 10 0 i ! X \ 100 10 1 GRAIN SIZE - mm. 0.1 0.01 0.001 % +3" % Gravel Coarse Fine % Sand Coarse Medium Fine % Fines SiK Clay 0.0 0.0 0.0 0.5 17.7 48.2 33.6 SIEVE PERCENT SPEC* PASS? SIZE FINER PERCENT {X=NO) #4 100.0 #10 99.5 #20 98.4 #40 81.8 #60 59.3 #100 43.4 #200 33.6 (no specification provided) Sample Number: B-5 Depth: 15' Material Description PL= Atterberq Limits LL= Pl= •90= 0.5460 •50= 0.1925 DlO= Coefficients •85= 0.4645 P30= Oy- •60= 0.2546 gl5= Oc- USCS= Classification AASHTO=: Remarks Date: 10/24/11 MTGL, Inc. Anaheim, CA Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Project No: 1916-AOS Figure C-4 Tested By: JH_ Checked By: ED_ Particle Size Distribution Report 0.01 0.001 GRAIN SIZE - mm. % +3" % Gravel Coarse Fine % Sand Coarse Medium Fine % Fines Silt Clay 0.0 0.0 0.0 0.4 22.1 52.3 25.2 SIEVE PERCENT SPEC* PASS? SIZE FINER PERCENT (X=NO) #4 100.0 #10 99.6 #20 98.0 #40 77.5 #60 52.5 #100 35.0 #200 25.2 Material Description PL= Atterberq Limits LL= Pl= •90= 0.5952 •50= 0.2359 DlO= Coefficients •85= 0.5127 •30= 0.1156 Cu= •60= 0.2941 gl5= USCS= Classification AASHTO= Remarks (no specification provided) Sample Number: B-6 Depth: 15' Date: 10/24/1: MTGL, Inc. Anaheim, CA Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Project No: 1916-A08 Figure C-5 Tested By: JH_ Checked By: ED_ -0.4 100 CONSOLIDATION TEST REPORT 200 500 1000 2000 Applied Pressure - psf 5000 Natural Sat. Moist. •ry Dens, (pcf) LL PI Sp. Gr. Overburden (psf) (psf) Swell Press, (psf) CIpse. 4163 0.1 MATERIAL DESCRIPTION USCS AASHTO Project No. 1916-A08 Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Source: Sample No.: B-1 Elev^Depth: 5' MTGL, Inc. Anaheim, CA Remarks: Figure C-6 100 CONSOLIDATION TEST REPORT 200 500 1000 2000 Applied Pressure - psf 5000 Natural Sat. Moist. Dry Dens, (pcf) LL PI Sp. Gr. Overburden (psf) (psf) Cr Swell Press, (psf) CIpse. 1249 0.2 MATERIAL DESCRIPTION USCS AASHTO Project No. 1916-A08 Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Source: Sample No.: B-2 ElevTDepth: 10' MTGL, Inc. Anaheim, CA Remarks: Figure C-7 4.0 100 CONSOLIDATION TEST REPORT 200 500 1000 2000 Applied Pressure - psf 5000 Natural Sat. Moist. Dry Dens, (pcf) LL PI Sp. Gr. Overburden (psf) (psf) Swell Press, (psf) Swell % 2693 1108 0.1 MATERIAL DESCRIPTION USCS AASHTO Project No. 1916-A08 Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Source: Sample No.: B-5 Elev7Depth: 15' MTGL, Inc. Anaheim, CA Remarks: Figure C-8 -0.5 100 CONSOLIDATION TEST REPORT 200 500 1000 2000 Applied Pressure - psf 5000 Natural Sat. Moist. Dry Dens, (pcf) LL PI Sp. Gr. Overburden (psf) (psf) Swell Press, (psf) CIpse. eo 2559 MATERIAL DESCRIPTION USCS AASHTO Project No. 1916-A08 Client: Project: SALES / HTNESS BUILDING - MARBRISA PHASE 2 Source: Sample No.: B-6 Elev7Depth: 15' MTGL, Inc. Anaheim, CA Remarks: Figure C-9 APPENDIX D ENGINEERING and SEISMIC ANALYSIS General The details of the engineering analyses performed as part of this investigation are discussed in this section. Seismicity Seismic design values were computed based on site coordinates of N33.13199 and Wl 17.31241. The nearest active fault computed by the Thomas Blake EQFAULT program is the Rose Canyon Fault, located approximately 8.5 km southwest of the site. The deterministic analyses are attached. The ground motion values derived from the 2010 Califomia Building Code (CBC), Title 24 were obtained from the Java Ground Motion Parameter Calculator, Version 5.1.0 and is attached. Based upon the results ofthe exploratory borings, the project site is assigned to Site Class D. CALIFORNIA FAULT MAP Test Run 1100 1000 900 BOO -- 700 -- 600 -- 500 -- 400 300 200 -- 100 -100 I I,, I I I ,1, I ,1, I ,,J I ,1, I I I II I I I II I' I I I I I I I -400 -300 -200 -100 0 100 200 300 400 500 600 TEST.OUT *********************** * * * EQFAULT * * * * Version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS 30B NUMBER: 1916-A08 DATE: 10-21-2011 JOB NAME: Sales, Activity & Fitness Buildings CALCULATION NAME: Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1320 SITE LONGITUDE: 117.3124 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 17) Campbell & Bozorgnia (1994/1997) - Alluvium UNCERTAINTY CM=Median, s=sigma): M Number of sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 TEST.OUT EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 APPROXIMATE ABBREVIATED DISTANCE MAXIMUM PEAK EST. SITE FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY MAG.(Mw) ACCEL, g MOD.MERC. ROSE CANYON 5. 3( 8.5) 7.2 0.435 X NEWPORT-INGLEWOOD (Offshore) 7. 2( 11.6) 7.1 0.373 IX CORONADO BANK 21.1( 33.9) 7.6 0.218 VIII ELSINORE-TEMECULA 24. 3( 39.1) 6.8 0.101 VII ELSIN0RE-3ULIAN 24.3( 39.1) 7.1 0.129 VIII ELSINORE-GLEN IVY 35. 4( 57.0) 6.8 0.063 VI PALOS VERDES 37. 8( 60.8) 7.1 0.075 VII EARTHQUAKE VALLEY 42. 4( 68.3) 6.5 0.038 V SAN 3ACINT0-ANZA 47. 0( 75.6) 7.2 0.062 VI SAN JACINTO-SAN DACINTO VALLEY 47. 8( 77.0) 6.9 0.047 VI NEWPORT-INGLEWOOD (L.A.Basin) 48. 3( 77.7) 7.1 0.055 VI CHINO-CENTRAL AVE. (Elsinore) 49. 8( 80.2) 6.7 0.037 V SAN JACINTO-COYOTE CREEK 51. 7( 83.2) 6.8 0.039 V WHITTIER 53. 3( 85.8) 6.8 0.037 V ELSINORE-COYOTE MOUNTAIN 56. 2( 90.5) 6.8 0.035 V COMPTON THRUST 58. 0( 93.3) 6.8 0.032 V ELYSIAN PARK THRUST 60. 9( 98.0) 6.7 0.028 V SAN 3ACINT0-SAN BERNARDINO 61.3( 98.6) 6.7 0.028 V SAN JACINTO - BORREGO 64. 9( 104.5) 6.6 0.024 V SAN ANDREAS - San Bernardino 65. 7( 105.7) 7.5 0.053 VI SAN ANDREAS - Southern 65. 7( 105.7) 7.4 0.048 VI SAN JOSE 70. 6( 113.7) 6.5 0.019 IV PINTO MOUNTAIN 72. 5( 116.7) 7.0 0.030 V SAN ANDREAS - Coachella 73. 3( 117.9) 7.2 0.035 V SIERRA MADRE 74. 3( 119.6) 7.0 0.027 V CUCAMONGA 74. 6( 120.1) 7.0 0.026 V NORTH FRONTAL FAULT ZONE (West) 77. 2( 124.2) 7.0 0.025 V BURNT MTN. 78. 0( 125.6) 6.4 0.016 IV CLEGHORN 79. 0( 127.2) 6.5 0.017 IV EUREKA PEAK 80. 8( 130.1) 6.4 0.015 IV SUPERSTITION MTN. (San Jacinto) 81. 0( 130.4) 6.6 0.018 IV NORTH FRONTAL FAULT ZONE (East) 81. 2( 130.6) 6.7 0.018 IV SAN ANDREAS - 1857 Rupture 82. 4( 132.6) 7.8 0.051 VI SAN ANDREAS - Mojave 82. 4( 132.6) 7.4 0.036 V RAYMOND 82. 5( 132.8) 6.5 0.015 IV CLAMSHELL-SAWPIT 84. 2( 135.5) 6.5 0.015 IV ELMORE RANCH 84. 7( 136.3) 6.6 0.017 IV VERDUGO 85. 2( 137.1) 6.7 0.017 IV SUPERSTITION HILLS (San Jacinto) 85. 7( 138.0) 6.6 0.017 IV HOLLYWOOD 87. 1( 140.1) 6.4 0.013 III ESTIMATED MAX. EARTHQUAKE EVENT Page 2 TEST.OUT DETERMINISTIC SITE PARAMETERS Page 2 ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE MAXIMUM PEAK EST. SITE FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY MAG.(Mw) ACCEL, g MOD.MERC. LAGUNA SALADA 87.4( 140.7) 7.0 0.023 IV LANDERS 88.1( 141.8) 7.3 0.030 V HELENDALE - S. LOCKHARDT 89.4( 143.8) 7.1 0.025 V SANTA MONICA 91.8( 147.7) 6.6 0.014 IV LENWOOD-LOCKHART-OLD WOMAN SPRGS 93.1( 149.8) 7.3 0.028 V BRAWLEY SEISMIC ZONE 94.1( 151.4) 6.4 0.012 III MALIBU COAST 94.3( 151.8) 6.7 0.015 IV JOHNSON VALLEY (Northern) 96.1( 154.6) 6.7 0.016 IV EMERSON SO, - COPPER MTN. 96.2( 154.8) 6.9 0.019 IV NORTHRIDGE (E. Oak Ridge) 98.5( 158.5) 6.9 0.016 IV SIERRA MADRE (San Fernando) 99.0( 159.3) 6.7 0.014 IV SAN GABRIEL 99.2( 159.7) 7.0 0.020 IV ******************************************************************************* -END OF SEARCH- 52 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.3 MILES (8.5 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4353 g Page 3 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.13199 Longitude = -117.31241 Spectral Response Accelerations Ss and S1 Ss and SI = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.252 (Ss, Site Class B) 1.0 0.473 (SI, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.13199 Longitude = -117.31241 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x SI Site Class D - Fa = 1.0 ,Fv = 1.527 Period Sa (sec) (g) 0.2 1.252 (SMs, Site Class D) 1.0 0.722 (SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.13199 Longitude = -117.31241 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SMI Site Class D - Fa = 1.0 ,Fv = 1.527 Period Sa (sec) (g) 0.2 0.835 (SDs, Site Class D) 1.0 0.481 (SDI, Site Class D) APPENDIX E GENERAL EARTHWORK AND GRADING SPECIFICATIONS APPENDIX E GENERAL EARTHV^ORK AND GRADING SPECieCATIONS 1. GENERAL These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to tw filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the attached geotechnical repiort are a part of the earthwork and grading specificatiorvs and shall supersede the provisions contained herein in the case of conflict Evaluations performed by the Consultant during the course of grading may result in new recommendations, which could supersede Aese specifications, or the recommendations of the geotechnical rejwrt. 2. EARTHWORK OBSERVATION AND TESTING Prior to the start of grading, a qualified Geotechnical Consultant (Geotechnical Engineer and Engineering Geologist) shall be employed for the purpose of observing earthwork procedures and testing the fiDs for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the Consultant provide adequate testing and olwervation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that he may schedule his . personnel accordingly. It shall be the sole responsibility of Uie Contractor to pwovide adequate equipmeni and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these spedfications and the approved grading plans. Maximum dry density tests used to determine the degree of compaction will be performed in accordance wiflj the American Society for Testing and Materials Test Method (ASTM) D1557-91 or later revision. 3. PREPARATION OF AREAS TO BE FILLED aearinp and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. Processing: Tlie existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground, which is not satisfactory, shall be overexcavated as specified in the following sechon. Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the Consultant. Moisture conditioning: Overexcavated and processed soils shall be watered, dried-back, blended, and mixed as required to have a relatively uniform moisture content near the optimum moisture content as determined by ASTM D1557. Recompaction: Overexcavated and processed soils, which have been mixed, and moisture conditioned uniformly shall be recompacted to a minimum relative compaction of 90 percent of ASTM D1557. Benching: Where soils are placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground shall be stepped or benched. Benches shall be excavated in firm material for a minimum width of 4 feet. 4. HLL MATERIAL General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the Consultant. Oversize: Oversized material defined as rock, or other irreducible material witli a maximum dimension greater than 12 inches, shall not be buried or placed in fill, unless Uie location, material, and disposal methods are specifically approved by the Consultant. Oversize disposal operations shall be such that nesting of oversized material does not occur, and such that the oversize materia! is completely surrounded by compacted or densified fill. Oversize material shall not be placed vi'ithin 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the Consultant. Import If importing of fill material is required for grading, the import material shall meet the general requirements. 5. nLL PLACEMENT AND COMPACTION FUI Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The Consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain UTuformity of material and moisture in each layer. FiU Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture conditioning and mixing of fill layers shall continue until the fill material is at uniform moisture content at or near optimum. Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mbced, it shall be uniformly compacted to not less that 90 percent of maximum dry density in accordance with ASTM 01557. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. Fil] Slopes: Compacting on slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet as the fill is placed, or by other methods producing saHsfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent in accordance with ASTM D1557. Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, these tests will be take at an interval not exceeding 2 feet in vertical rise, and/or 1,000 cubic yards of fill placed. In addition, on slope faces, at least one test shall be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 6. SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to tlie approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the Consultant. The Consultant, however, may recommend and, upon approval, direct changes in subdrain line, grade or materiais. All subdrains should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of fill over the subdrain. 7. EXCAVATION Excavations and cut slopes will be examined during grading. If directed by the Consultant, further excavation or overexcavation and refilling of cut areas, and/or remedial grading of cut slopes shall be performed. Where fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shaU be made and approved by the Consultant prior to placement of materials for construcbon of the fill portion of the slope. CERTIFICATE OF COMPUANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calcuiation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis CFIR.PRF-01 Page 1 of 13 HE CI" ? Vpftput File Name: 32villa65rev2.xml GENERAL INFORMATION QfJ g q ^fll/! 01 Project Name Villa 65 02 Calculation Description Title 24Analysis ' ^ .KL:;;6AD 03 Project Location 1573 Marbrisa Circle '"' '' - ^ ^ ; 3 ^ 0 N 04 A City Carlsbad 05 Standards Version Compliance 2014 06 Zip code 92008 07 Comptiance Manager Version BEMCmpMgr 2013-3 (651) 08 Climate Zone CZ7 09 Software Version EnergyPro 6.3 10 Building Type Multifamily 11 Front Orientation (deg/Cardinal) 258 12 Project Scope Newly Constructed 13 Number of Dwelling Units 22 14 Total Cond. Floor Area (FT^) 13501.400000000001 15 Number of Zones 3 16 Slab Area (FT^) 4770.4 17 Number of Stories 3 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Stab Area (FT^) N/A 21 Glazing Percentage (%) 16.1% COMPUANCE RESULTS 01 Buiiding Complies with Computer Performance 02 This building incorporates features ttiat require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. This buiiding incorporates one or more Special Features shown below ENERGY USE SUMMARY ^^J^ 04 05 06 07 08 |k ^ Energy Use Standard Proposed Compliance Percent y^r (kTDv/ft) Design Design Margin Improvement ^ Space Heating 0.06 1.00 -0.94 -1566.7% ^^^^ Space Cooling 11.78 11.85 -0.07 -0.6% ~ lAQ Ventilation 2.54 2.54 0.00 0.0% Water Heating 28.10 23.81 4.29 15.3% Photovoltaic Offset — 0.00 0.00 — "^k Compliance Energy Total 42.48 39.20 3.28 7.7% tRa|Slration Number: 214-NO12292IA-000000000-0000 CA BuMIng Energy Efficiency Standards - 2013 Residential Compliana HERS Provider: CalCERTS Inc. Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 32villa65rev2.xml CF1R-PRF-01 Page 2 of 13 REQUIRED SPECIAL FEATURES The following are features that must be Installed as condition for meeting tlie modeled energy performance for this computer analysis. • Window overhangs and/or fins • Exposed slab floor in conditioned zone HERS FEATURE SUMMARY The foilowing Is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail Is provided in the building components tables below. Building-level Verifications: • lAQ mechanical ventilation Cooiing System Verifications: • - None ~ HVAC Distribution System Verifications: • ~ None ~ Domestlc Hot Water System Verifications: • " None ~ ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included In the perfbrmance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption fbr lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use Energy Design Rating Margin Percent improvement Total Energy (kTDV/f2)* 133.24 129.96 3.28 2.5% ' includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUlLDiNG • FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (sft) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Villa 65 13501.4 22 12 3 0 22 Registration Number: 214-NO122921A-000000000-0000 l^egistratlon Date/Time: 2014-10-2211:39:26 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFlR-10172014-651 HERS Provider; CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 32villa65rev2.xnnl CF1R-PRF-01 Page 3 of 13 DWELLING UNIT INFORMATION 01 02 03 04 05 06 07 Dwelling Unit Name Zone CFA (sft) Number of Bedrooms HVAC System DHW System lAQ Vent Fan Studios 11A-14A 1/1 Oeqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A2/10eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A3/10eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 De^ult Studios 11A-14A4/10 eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A 5/10 eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A 6/10 eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A 7/10 eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A 8/10 eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A 9/10 eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Studios 11A-14A 10/10 eqp 1/1 Studios 395.9 0 Studios HVACSys DHW Sys 1 Default Suites 11-14 1/8 eqp 1/1 1st & 2nd Floor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Default Suites 11-14 2/8 eqp 1/1 1st&2nd Floor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Default Suites 11-14 3/8 eqp 1/1 1st & 2nd Fioor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Default Suites 11-14 4/8 eqp 1/1 1st & 2nd Floor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Default Suites 11-14 5/8 eqp 1/1 1st & 2nd Floor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Defeult Suites 11-14 6/8 eqp 1/1 1st & 2nd Floor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Default Suites 11-14 7/8 eqp 1/1 1st & 2nd Floor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Default Suites 11-14 8/8 eqp 1/1 1st & 2nd Floor Suites 795.2 1 1st & 2nd Floor Suites HVACSys DHW Sys 1 Defeult Suites 31-34 1/4 eqp 1/1 3rd Fioor Suites 795.2 1 3rd Floor Suites HVACSys DHW Sys 1 Defeult Suites 31-34 2/4 eqp 1/1 3rd Floor Suites 795.2 1 3rd Floor Suites HVACSys DHW Sys 1 Default Suites 31-34 3/4 eqp 1/1 3rd Floor Suites 795.2 1 3rd Floor Suites HVACSys DHW Sys 1 Default Suites 31-34 4/4 eqp 1/1 3rd Floor Suites 795.2 1 3rd Floor Suites HVACSys DHW Sys 1 Default Registration Number; 214-NO122921A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2014-10-22 11:39:26 Report Version - CFlR-10172014-651 HERS Provider: CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22,2014 Calculation Description: Title 24 Analysis Input File Name: 32villa65rev2.xml CF1R-PRF-01 Page 4 of 13 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft^) Window Area (ft^) Tilt(deg) NWall Studios R-19 Wail 258 Front 1331.8 0 90 WWall Studios R-19 Wall 168 Right 944.3 8 90 SWall Studios R-19 Wall 78 Back 1321.8 624.99 90 EWall Studios R-19 Wall 348 Left 944.3 8 90 Roof Studios R-30 Roof Attic 1589.8 N Wall 2 1st & 2nd Floor Suites R-19 Wall 258 Front 2110 80 90 W Wall 2 1st & 2nd Floor Suites R-19 Wall 168 Right 733.2 84 90 S Wail 2 1st & 2nd Floor Suites R-19 Wail 78 Back 2110 751.992 90 E Wail 2 1st & 2nd Floor Suites R-19 Wail 348 Left 733.2 84 90 N Wall 3 3rd Floor Suites R-19 Wall 258 Front 265 40 90 WWall 3 3rd Floor Suites R-19 Wall 168 Right 641.6 60 90 S Wall 3 3rd Floor Suites R-19 Wall 78 Bacl< 1055 375.996 90 E Wall 3 3rd Floor Suites R-19 Wall 348 Left 641.6 60 90 Roof 2 3rd Floor Suites R-30 Roof Attic 3180.8 ATTIC 01 02 03 04 05 06 07 Name Construction Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Attic Roof Cons 0 0.1 0.85 No No Registration Number: 214-N0122921A-000000000-0000 Registration DateAime: 2014-10-22 ii:39;26 CA Buiiding Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFlR-10172014-651 HERS Provider: CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 32villa65rev2.xml CF1R-PRF-01 Page 5 of 13 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width(ft) Height (ft) Multiplier Area (ft^ U-factor SHGC Exterior Shading Window Window WWall (Right-168) 2.0 2.0 1 4.0 0.65 0.40 Insect Screen (default) Window 2 Window WWall (Right-168) 2.0 2.0 1 4.0 0.65 0.40 Insect Screen (default) Door Window S Wall (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 2 Window S Wall (Bacl<-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 3 Window S Wall (Bacl(-78) 8.3 7.5 1.004 62,5 0.65 0.40 Insect Screen (default) Door 4 Window S Wall (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 5 Window S Wall (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 insect Screen (default) Door 6 Window S Wall (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 7 Window S Wall (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 8 Window S Wail (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 9 Window S Wall (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 10 Window S Wall (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 3 Window E Waii (Left-348) 2.0 2.0 1 4.0 0.65 0.40 Insect Screen (default) Window 4 Window E Wall (Left-348) 2.0 2.0 1 4.0 0.65 0.40 insect Screen (default) Window 5 Window N Wall 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Window 6 Window N Wail 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Window 7 Window N Wall 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Window 8 Window N Wall 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Window 9 Window N Wail 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 insect Screen (default) Window 10 Window N Wail 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Window 11 Window N Wall 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Window 12 Window N Wail 2 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 insect Screen (default) Door 11 Window WWall 2 (Right-168) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Door 12 Window W Wall 2 (Right-168) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Door 13 Window WWall 2 (Right-168) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Door 14 Window WWall 2 (Right-168) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Window 13 Window S Wall 2 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 15 Window S Wall 2 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 14 Window S Wail 2 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Registration Number: 214-NO122921A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compiiance Registration Date/Time: 2014-10-2211:39,26 Report Version - CFlR-10172014-651 HERS Provider; CalCERTS Inc, Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLiANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input Flie Name: 32villa65rev2.xml CF1R-PRF-01 Page 6 of 13 Door 16 Window S Wail 2 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 15 Window S Wall 2 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 17 Window S Wall 2 (Back-78) 8.3 7.5 1.004 62,5 0.65 0.40 Insect Screen (default) Window 16 Window S Wall 2 (Back-78) 7.0 4.5 1 31,5 0.65 0.40 Insect Screen (default) Door 18 Window S Wall 2 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 17 Window S Wall 2 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 19 Window S Wall 2 {Back-78) 8.3 7.5 1.004 62,5 0.65 0.40 Insect Screen (default) Window 18 Window S Wall 2 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 20 Window S Wall 2 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 19 Window S Wail 2 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 21 Window S Wall 2 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 20 Window SWall 2 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 22 Window S Wall 2 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 23 Window EWall 2 (Left-348) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Door 24 Window E Wall 2 (Left-348) 3.0 7.0 1 21,0 0.65 0.40 Insect Screen (default) Door 25 Window EWall 2 (Left-348) 3.0 7.0 1 21.0 0.65 0.40 insect Screen (default) Door 26 Window EWall 2 (Left-348) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Window 21 Window N Wall 3 {Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Window 22 Window N Wall 3 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 insect Screen (default) Window 23 Window N Wall 3 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 insect Screen (default) Window 24 Window N Wall 3 (Front-258) 2.5 4.0 1 10.0 0.65 0.40 Insect Screen (default) Door 27 Window W Wall 3 {Right-168) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Door 28 Window WWall 3 (Right-168) 3.0 7.0 1 21.0 0.65 0.40 insect Screen (default) Window 25 Window W Wall 3 (Right-168) 4.0 4.5 1 18.0 0.65 0.40 Insect Screen (default) Window 26 Window 8 Wall 3 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 29 Window S Wall 3 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 27 Window S Wall 3 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 30 Window S Wall 3 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Window 28 Window S Wall 3 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 31 Window S Wall 3 {Back-78) 8.3 7.5 1.004 62,5 0.65 0.40 insect Screen (default) Window 29 Window S Wall 3 (Back-78) 7.0 4.5 1 31.5 0.65 0.40 Insect Screen (default) Door 32 Window S Wall 3 (Back-78) 8.3 7.5 1.004 62.5 0.65 0.40 Insect Screen (default) Door 33 Window E Wall 3 {Left-348) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Registration Number: 214-N0122921A-000000000-0000 Registration Date/Time: 2014-10-2211:39:26 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFlR-10172014-651 HERS Provider; CalCERTS Inc, Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calcuiation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 32viila65rev2.xml CF1R-PRF-01 Page 7 of 13 Door 34 Window EWall 3 (Left-348) 3.0 7.0 1 21.0 0.65 0.40 Insect Screen (default) Window 30 Window EWall 3 {Left-348) 4.0 4.5 1 18.0 0.65 0.40 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft^) U-factor Door 35 N Wail 210.0 1.00 Door 36 N Wall 2 168.0 1.00 Door 37 N Wall 3 84.0 1.00 Registration Number: 214-N012292IA-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2014-10-22 11:39:26 Report Version - CFlR-10172014-651 HERS Provider; CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input Fiie Name: 32villa65rev2.xml CF1R-PRF-01 Page 8 of 13 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 I 12 13 I 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Oepth Top Up DistL Bot Up Depth Top Up DistR Bot Up Window 0.3 0.5 0,5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Window 2 0.3 0.5 0,5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 4 1 4 4 0 4.5 0 2.3 0 4.5 0 2.3 0 Door 2 4.5 1 2 2 0 5.3 0 2.3 0 4.5 0 0.1 0 Door 3 4 1 4 4 0 4.5 0 2.3 0 4.5 0 2.3 0 Door 4 4.5 1 2 2 0 4.5 0 0.1 0 5.3 0 2.3 0 Door 5 4.5 1 2 2 0 4.5 0 0.1 0 5.3 0 2,3 0 Door 6 4 1 4 4 0 4.5 0 2.3 0 4.5 0 2,3 0 Door 7 4.5 1 2 2 0 5.3 0 2.3 0 4.5 0 0.1 0 Door 8 4 1 4 4 0 4.5 0 2.3 0 4.5 0 2.3 0 Door 9 4 1 4 4 0 4.5 0 2.3 0 4.5 0 2.3 0 Door 10 4 1 4 4 0 4.5 0 2.3 0 4.5 0 2.3 0 Window 3 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0,5 0 Window 4 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Window 5 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Window 6 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Window 7 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Window 8 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Window 9 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Window 10 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Window 11 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Window 12 12.5 1 4 4 0 0 0 0 0 0 0 0 0 Door 11 12.5 1 4 4 0 0 0 0 0 12.5 0 0.5 0 Door 12 12.5 1 4 4 0 12.5 0 0.5 0 0 0 0 0 Door 13 12.5 1 4 4 0 0 0 0 0 12.5 0 0.5 0 Door 14 12.5 1 4 4 0 12.5 0 0.5 0 0 0 0 0 Window 13 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 15 4.5 1 2 2 0 5.8 0 0.1 0 0 0 0 0 Registration Number: 214-N0122921A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time; Report Version - CFlR-10172014-651 2014-10-22 11:39:26 HERS Provider; CalCERTS Inc. Report Generated at: 2014-10-22 10:50:40 CERTIFiCATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 32villa65rev2.xml CF1R-PRF-01 Page 9 of 13 Window 14 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 16 6 1 2 2 0 5.8 0 0.1 0 0 0 0 0 Window 15 0.3 0.5 0,5 0.5 0 0,3 0 0.5 0 0.3 0 0,5 0 Door 17 6 1 2 2 0 0 0 0 0 6 0 1 0 Window 16 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 18 4.5 1 2 2 0 6.6 0 1.4 0 5.8 0 0.1 0 Window 17 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 19 4.5 1 2 2 0 5.8 0 0.1 0 0 0 0 0 Window 18 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0,5 0 Door 20 6 1 2 2 0 5.8 0 0.1 0 0 0 0 0 Window 19 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0,5 0 Door 21 6 1 2 2 0 0 0 0 0 6 0 1 0 Window 20 0.3 0.5 0.5 0.5 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 22 4.5 1 2 2 0 6.6 0 1.4 0 5.8 0 0.1 0 Door 23 12.5 1 4 4 0 0 0 0 0 12.5 0 0.5 0 Door 24 12.5 1 4 4 0 0 0 0 0 12.5 0 0.5 0 Door 25 12.5 1 4 4 0 0 0 0 0 12.5 0 0,5 0 Door 26 12.5 1 4 4 0 0 0 0 0 12.5 0 0.5 0 Window 21 2 2.5 2 2 0 0 0 0 0 0 0 0 0 Window 22 2 2.5 2 2 0 0 0 0 0 0 0 0 0 Window 23 2 2.5 2 2 0 0 0 0 0 0 0 0 0 Window 24 2 2.5 2 2 0 0 0 0 0 0 0 0 0 Door 27 2 2.5 2 2 0 0 0 0 0 12.5 0 0.5 0 Door 28 2 2.5 2 2 0 12.5 0 0.5 0 0 0 0 0 Window 25 2 2.5 2 2 0 0.3 0 0.5 0 0.3 0 0.5 0 Window 26 2 2.5 2 2 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 29 2 2.5 2 2 0 5.8 0 0.1 0 0 0 0 0 Window 27 2 2.5 2 2 0 0.3 0 0.5 0 0.3 0 0.5 0 Door 30 2 2.5 2 2 0 5.8 0 0.1 0 0 0 0 0 Window 28 2 2.5 2 2 0 0.3 0 0.5 0 0.3 0 0,5 0 Door 31 2 2.5 2 2 0 0 0 0 0 6 0 1 0 Window 29 2 2.5 2 2 0 0.3 0 0.5 0 0.3 0 0,5 0 Door 32 2 25 2 2 0 6.6 0 1.4 0 5.8 0 0,1 0 Registration Number: 2i4-NOi2292iA-ooooooooo-oooo CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time; Report Version - CFlR-10172014-651 2014-10-22 11:39:26 HERS Provider: CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10.48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 32villa65rev2.xml CF1R-PRF-01 Page 10 of 13 Door 33 12.5 1 4 4 0 0 0 0 0 12.5 0 0.5 0 Door 34 2 2.5 2 2 0 0 0 0 0 12.5 0 0.5 0 Window 30 2 2.5 2 2 0 0.3 0 0.5 0 0.3 0 0.5 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 Construction Name Surface iype Construction Type Framing Total Cavity R-value Assembly Layers Attic Roof Cons Attic Roofs Wood Framed Ceiling 2x4 Top Chord of Roof Truss @ 24 in. O.C. none • Cavity / Frame: no insul. / 2x4 Top Chrd • RoofDecl<: Wood Siding/sheathing/decking • Roofing: Ught Roof (Asptialt Shingle) R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 • Inside Finish: Gypsum Board • Cavity / Firame: R-19 / 2x6 • Exterior Finish: Wood Siding/sheathing/decking R-30 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. R22 • Inside Finish: Gypsum Board • Cavity / Frame: R-9.1 / 2x4 • Over Floor Joists: R-12.9 insul. SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft^) Perimeter (ft) Edge Insul. R-vaiue& Depth Carpeted Fraction Heated Carpeted Slab Studios 1068.8 60.1 None 1 No Tiled Slab Studios 520.8 0.1 None 0 No Carpeted Slab 2 1st & 2nd Floor Suites 2072.4 67.9 None 1 No Tiled Slab 2 1st & 2nd Floor Suites 1108.4 0.1 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality installation of Spray Foam Insulation Building Envelope Air Leakage ACH @ 50 Pa Not Required Not Required Not Required ~ WATER HEATING SYSTEMS 01 02 03 04 05 06 07 Name System Type Number of Systems in Building Multi-Family Distribution Type Water Heater Number of Water Heaters/System Solar Fraction (%) DHW Sys 1 Pipe Insulation, All Lines 22 No Control DHW Heater 1 1 Annual Registration Number: 214-N0122921A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2014-10-22 11:39:26 Report Version - CFlR-10172014-651 HERS Provider: CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTIFiCATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPUANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 32villa65rev2.xml CF1R-PRF-01 Page 11 of 13 WATER HEATERS 01 02 03 04 05 06 07 OS Name Heater Element Type Tank Type Tank Volume (gai) Energy Factor or Efficiency input l^ating Tank Exterior Insulation R-value standby Loss (Fraction) DHW Heater 1 Natural Gas Large Instantaneous 1.4 0.84 500000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point-of Use Recirculation Control Central DHW Distribution DHW Sys 1 N/A N/A N/A N/A N/A N/A HVAC SYSTEMS 01 02 03 04 05 06 07 Name System Type Heating System Name Ducted Cooling System Name Ducted Distribution System Fan System Floor Area Served Studios HVACSys Heat Pump Heating and Cooling System Heat Pump System 1 No Heat Pump System 1 No None ~ 3959 1st & 2nd Floor Suites HVACSys Heat Pump Heating and Cooling System Heat Pump System 2 No Heat Pump System 2 No None -6361.6 3rd Floor Suites HVACSys Heat Pump Heating and Cooling System Heat Pump System 3 No Heat Pump System 3 No None ~ 3180.8 HVAC • HEATING SYSTEMS: Heat Pumps 01 02 03 04 05 06 07 08 09 10 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooiing SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 RoomHeatPump 8.16 10700 8200 12 10.7 No No Heat Pump System 1-hers-cool Heat Pump System 2 RoomHeatPump 9.12 8200 6800 12 10.5 No No Heat Pump System 1-hers-cool Heat Pump System 3 RoomHeatPump 8.16 10700 8200 12 10.7 No No Heat Pump System 1 -hers-cool Registration Number; 214-NO122921A-000000000-0000 CA Buiiding Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2014-10-2211:39:26 Report Version - CFlR-10172014-651 HERS Provider: CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Villa 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Catoulation Description: Title 24 Analysis Input File Name: 32villa65rev2.xml CF1R-PRF-01 Page 12 of 13 HVAC HEAT PUMP COOLING - HERS VERIFICATION 01 02 03 04 05 Name Verified Airflow Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1-hers-cool Not Required Not Required Not Required Not Required Heat Pump System 2-hers-cool Not Required Not Required Not Required Not Required Heat Pump System 3-hers-cool Not Required Not Required Not Required Not Required lAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Name lAQ CFM lAQWatts/CFM lAQ Fan Type lAQ Recovery Effectivene5s(%) HERS Verification Studios11A-14A 26.877 0.25 Default 0 Required Suftes11-14 38.856 0.25 Default 0 Required Suites31-34 38.856 0.25 Default 0 Required Registration Number: 2i4-NOl2292iA-ooooooooo-oooo CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2014-10-2211:39:26 Report Version - CFlR-10172014-651 HERS Provider: CalCERTS inc. Report Generated at: 2014-10-22 10:50:40 CERTiFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPUANCE METHOD Project Name: Vitla 65 Calculation Date/Time: 10:48, Wed, Oct 22, 2014 Calcuiation Description: Title 24 Analysis ~ input File Name: 32vllla65rev2.xml CF1R-PRF-01 Page 13 of 13 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. i certify that this Certificate of Compiiance documentation is accurate and complete. Documentation Author Name: Craig Moya Document^^^^^^^^ure: Company: Engineered Systems Signature Date: t// 2014-10-22 11:39:26 Address: PO 80x2186 CEA/HERS Certification Identificatfon (If applicable): City/State/Zip: Spring Valley, CA 91979 Phone: 619-825-7516 RESPONSIBLE PERSON'S OECLARATION STATEMENT i certify the following under penalty of perjury, under the iaws of the State of California: 1. i am eligible under Division 3 of the Business and Professions Code to accept responsibiiity for the buiiding design identified on this Certificate of Compiiance. 2. 1 certify that the energy features and performance specifications identified on thts Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulatfons. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calcuiations, plans and specifications submitted to the enforcement agency for approval with this buiiding permit application. Responsible Designer Name: Responsible Designer Signature: Company: Date Signed: Address: License: City/State/Zip: Phone: Digitally signed by CalCERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 2i4-NOl2292iA-ooooooooo-oooo CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2014-10-2211:39:26 Report Version - CFlR-10172014-651 HERS Provider: CalCERTS Inc. Report Generated at: 2014-10-2210:50:40 CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building pennit. The City will not issue any building permit without a completed school fee forni. Project Name: Building Permit Plan Check Number: CBI42415 GRAND PACIFIC RESORTS Proiect ID: CT/MS: CT 03-02 Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: 1573 MARBRISA CR 211-131-13-OQ GRAND PACIFIC RESORTS NEW 12 UNIT TIMESHARE COMMERCIAL NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial: 13,432 Net Square Feet New Area City Certification of Applicant Information.- <;FI?FM^ <:A-kAhAnrn natfi- 11/fi/14 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carisbad Unified School District 6225 Ei Camino Real Carlsbad CA 92009 (760-331-5000) Q Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) Q San Marcos Unified School District 255 Pico Ave Ste. 100 San iWarcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) |~| San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner') certifies under penalty of perjury that (1) the information provided above is con-ect and true to the best of the Owner's knowledge, and that the Owner wiil file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial detennination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf ofthe Owner, Signature: B-34 Date: ii-ll-l '-f— Page 1 of 2 Rev, 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL ^ TITLE ^ NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL DATE CARLSBAD, CA 92009 PHONENUMBER ^ , ^ B-34 Page 2 of 2 Rev. 03/09 COMMUNITY Development Services Building Division FACILITIES Development Services Building Division ^ CITY OF DISTRICT NO. 1 1635 Faraday Avenue CARLSBAD NON-RESIDENTIAL B-32 760-602-2719 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE. Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. GRAND PACIFIC CARLSBAD LP 619-297-8066 Name of Owner 5900 PASTEUR CT, #200 Telephone 1573 MARBRISA CR Address CARLSBAD CA 92008 Project Address CARLSBAD CA 92008 City, State 211-131-13-00 Zip City, State Zip Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB142415 Building Permit Number(s) As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No, 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT T/0( ONE TIME or (2) assume the ANNUAL SPECIAL Jf\X - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $ 12,113.92 Owner s initials , )( OPTION (2); I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $ 1,672.93 Owner's initials — , I DO HEREBY CERTIFY UNDER PENAtTTOF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT>«KDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Signature of Vfoperty Title Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as fo the accuracy or completeness of this information. Land Use: HOTEL Imp.Area II FY 14/15 Factor: .8672 X Square Ft.: 13,969 Annex date: 12/1993 B-32 Page 1 of 1 Rev, 07/09 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE / / Business Name (S^V/O rpf^ic^ Ri^r'U'j Business Contact Telephone # ^ Project Acidress Cjjy TSity State Zip Code APN# Mailing Address ' , _ City state Zip Code Plan File# Project Contact Telephone # The following questions represent the facility's activities, NOT the specific project description. PART i: FiRE DEPARTMENT - HAZARDOUS WIATERIALS DIVISiON: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Flre Protection Agency with jurisdiction prior to plan submittal. Facility's Square Footage (including proposed project): Occupancy Rating: 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13, Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART ii: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONIMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMDl: If the answer to anv ofthe questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overiand Ave,, Suite 110, San Diego, CA 92123, Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED, Project Completion Date: / / Expected Date of Occupancy: / / • CalARP Exempt I Date Initials • CalARP Required / Date Initials • CalARP Complete / Date Initials YES NO (for new construction or remodeling projects) 1, • 0^ Is your business listed on the reverse side of this fonn? (check all that apply), 2, • Will your business dispose of Hazardous Substances or Medical Waste In any amount? 3, • M Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 4, • [5r,Will your business use an existing or install an underground storage tank? 5, • Q*^ Will your business store or handle Regulated Substances (CalARP)? 6, • Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 7, • Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act), PART Ili: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential stmctures of four units or less. Contact the APCD for more information. YES NO 1. • 0^ Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www,sdapcd.orq/info/facts/permlts,pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). 2. • 0^ (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the Califomia School Directory at http://www.cde,ca.aov/re/sd/ for public and private schools or contact the appropriate school district). 3. • Has a survey been performed to determine the presence of Asbestos Containing Materials? 4. • \2' Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. • \3^ Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Briefly describe proposed project: declare under penalty_of perjury that to the best of my know/ledge and beliefjh^^^onse^^^^^^^gej^e and correct. Natfie of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY: FOR OFFICIAL USE ONLY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box onlv exempts businesses from completing or updating a Hazardous Materials Business Plan, Other pennitting requirements may still apply, HM-9171 (02/11) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date Business Nanne_ Street Address_ Email Address PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) |^ Check all below that are present at your facility: Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biofuel Manufacturing Biotech Laboratory Bulk Chemical Storage Car Wash Chemical Manufacturing Chemical Purification Dry Cleaning Electrical Component Manufacturing Fertilizer Manufacturing Film / X-ray Processing Food Processing Glass Manufacturing Industrial Laundry Ink Manufacturing Laboratory Machining / Milling Manufacturing Membrane Manufacturing (i.e. water filter membranes) Metal Casting / Forming Metal Fabrication Metal Finishing Electroplating Electroless plating Anodizing Coating (i.e. phosphating) Chemical Etching / Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement/ Vitamin Manufacturing Painting / Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing / Packaging Pharmaceutical Manufacturing (including precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap / Detergent Manufacturing Waste Treatment / Storage SIC Code(s) (if known): Brief description of business activities (Production / Manufacturing Operations):. Description of operations generating wastewater (discharged to sewer, hauled or evaporated): rtion ol Estimated volume of industrial wastewater to be discharged (gal/day): List hazardous wastes generated (type/volume): /U//o. Date operation began/or will begin at this location: Ay/p Have you applied for a Wastewater Discharge Pennit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact Signature_ ENCINA WAS Title ^Ofl-^KyiA/nSf^Ofi'tiy .Phone No. ^yf- ^"^y-toi^^ ?ATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760)438-3941 FAX: (760)476-9852 ^ CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 FaradayAvenue 760-602-2719 www.carlsbadca.gov Project Address: Permit No.: 2 Lj Information pixx/kfed below refers to worb being done on the above mentioned permit only. This form must be completed und returned to the Bwildlng Pivlsloii before Ihe permit <nn be issued. Building Dept. Fax: (760) 602-855a Number of new or relocated fixtures, traps, or floor drains New building sewer line? Ves X No Number of new roof drains?.., LacC^..dt..i^Q^l. Install/after water line? 'Y Number of new water heaters? / Number of new, rebcated or replaced gas outlets? Number of new hose bibs?„ » v3 Residential Permits: New/expanded service: Number of new amps: Minor Remodel only: Yes No Commerdal/Industricri: Tenant Improuement: Number of existing amps invohedin this project: Number of new omps involved in tbis proiect: ^00 /)fi)fi> New Construction: Amps per Panel: Single Phase Number of new amperes Three Phase Number of new amperes Three Phase 480 Number of new amperes Number of new furnaces, A/C, or heat pumps? ^ New or relocated duct worb? ...........Ves X No Number of new fireplaces? ^ Number of new exhaust fans? -^^* Relocate/install vent? ^ Number of new exhaust hoods? o Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev. 03/09 ^ CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 FaradayAvenue 760-602-2719 vyww.carlsbadca.gov Prpled Address: Permit Na: ^^/Lj^^^ [J ^ Information prov/ided below refers to wotk being done on the above menttoned permit only. This form must he completed and returned to the Building Division before fhe permit can be Issued. Building Dept. Fox: (760) 602-85S8 Number of new or relocated fixtures, traps, or floor drains New building sewer line? Ves X No Number of new roof drains? Um..dmb^..). Install/alter water line? Number of new water heaters? I Number of new, relocated or replaced gas outlets? _m Number of new hose bibs? 3 Residential Permits: New/expanded service: Number of new amps: Minor Remodel only: Yes No Commercial/Industrial: Tenant Improuement: Number of existing amps involved in tfiis project: Number of new amps involved in tfiis project: New Construction: Amps per Panel: Single Phase Number of new amperes Three Phase Number of new amperes Three Phase 480 Number of new amperes Nunnber of new furnaces, A/C, or heat pumps? ^ New or relocated duct worl?? — Ve5_ X No Number of new fireplaces? ^ Number of new exhaust fans? ^ Relocate/install vent? Number of new exhaust hoods? o Number of new boilers or compressors? Number of l-iP B-18 Page 1 of 1 Rev. 03/09 CB142415 1573 MARBRISA CR GRAND PACIFIC VILLA 65 - BUILD NEW 12 UNIT TIMESHARE BLD 13,969 SF WITH 3,670 SF f^^, iTn^>-<-^ a^cs Final Inspection required by: • Plan • CM&I • Fire • Approved BUILDING PLANNING •cv. ENGINEERING FIRE Expedite? DIGrrAL FILES Required? Y N |)C*^ Dpte Jd By £-1 J2JE HazMat APCD Health Forms/Fees Sent Encina Fire HazHealthAPCD PE&M School C/Pr Sewer Stormwater Special Inspection CFD: Y LandUse: N isity: Imp/ Reed Due? By ul 31 Density: pArea: FY: Annex: Factor: PFF: N Comments Date Building Planning Engineering Fire /-7 3//y Date Date Date Need? • Done 02-19-2015 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR15010 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 1573 MARBRISA CR CBAD PCR 2111311200 Lot#: $0.00 Construction Type: CB142415 GRAND PACIFIC RESORTS: DEFERRED TRUSS 5B Status Applied: Entered By Plan Approved Issued Inspect Area ISSUED 02/05/2015 JMA 02/19/2015 02/19/2015 Applicant: TIM TAYLOR Owner: GRAND PACIFIC CARLSBAD L P 619-458-4488 5900 PASTEUR CT #200 CARLSBADCA 92008 Plan Clieck Revision Fee Fire Expedited Plan Review Additional Fees $125.00 $0.00 $0.00 Total Fees: $125.00 Total Payments To Date: $125.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions," You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3,32,030, Failure to timely foiiow that procedure wiil 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 vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired, \Jllitr (nS' City of Calsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. P<^K. 15 ^ 1^ Original Plan Check No. CB142415 Project Adciress 1573 Marbrisa Circle, Carlsbad, CA 92008 Date 2/5/2015 Contact Tim Taylor Ph 619-458-4488 Fax 619-445-9340 Email tt@accelfra.eom Contact Address 2733 Alpine Blvd. Suite 100 City Alpine Zip 91901 General Scope of Work Deferred Truss Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: • Plans [•] Calculations • Soils | | Energy | [Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets Deferred Truss 5 • Does this revision, in any way, alter the exterior of the project? • Yes 6. Does this revision add ANY new floor area(s)? DYes f^l No 7. Does this revision affect any fire related issues? • Yes El No 8. Is this a complete set? • Yes [•] No .^Signature 13 No 1635 FaradayAvenue, Carlsbad, CA 92008 Eh: 760-602-2719 Egjj: 760-602-8558 EmaiLbuilding@carlsbadca.gov www.carlsbadca.gov EsGll Corporation In PartnersHip witfi government for (BuUding Safety DATE: 2/11/2015 • APPLICANT • JURIS. JURISDICTION: CityofCarlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 14-2415 rev(PCR 15-10) SET; I PROJECT ADDRESS: 1573 Marbrisa Circle PROJECT NAME: Marbrisa Resort Villa 65 Truss Package XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enciorfed for th© jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXI EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person n REMARKS: By: David Yao Enclosures: approved plan EsGil Corporation • GA • EJ • MB • PC 2/9 9320 Chesapeake Drive, Suite 208 • San Diego, Cali*"omia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 14-2415 rev(PCR15-10) 2/11/2015 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 14-2415 JURISDICTION: CityofCarlsbad rev(PCR15-10) PREPARED BY: David Yao BUILDING ADDRESS: 1573 Marbrisa Circle BUILDING OCCUPANCY: DATE: 2/11/2015 BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) truss package Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance • j Type of Review: • Complete Review $125.00 • Structural Only [Zl Repetitive Fee Repeats * Based on hourly rate Comments: • Other 12] Uourl^ EsGil Fee $100.00 Hr. $100.00 Sheet 1 of 1 macvalue.doc + RECEIVED FEB 0 5 2015 CITYOF CARLSBAD BUILDING DIVISION Empire Truss, Inc ROOF TROSS CALCULATIONS Project Name: Project Number: Jobsite Location: E.O.R.: Design Engineer: Date: "MARBRISA VILLAS - 65/66" R1549 Carlsbad, California Burkett & Wong Engineers Ed Salazar January 22, 2015 The bound truss drawings having an electronic seal and signature printed on each page have been reviewed and approved by the truss designer (truss design engineer) as indicated by the engineer's wet seal and signature on the inside cover page. This review and approval applies solelv to the attached truss design drawing pages that are bound together. City of Carlsbad Building Division FEB 19 2015 JU APPROVED BY: ISSUED BY: OBUPKETT&WONG "54 ENGINEERS No Exceptions Taken • Fun .ish as noted • Revise and resubmit • Rejected This review Is only for general compliance witn tne design concept of the project and general compliance with the informaiion given In the conlract documents. Comments made on these drawings do not relieve the contractor from compliance with the requirements of the plans and specifications Contractor 's responsibility shall cover, but shall not be limited to: elevations, dimensions, quantities, information pertaining to fabrication processes, means and methods of construction, and coordination of wodt with all other tradt BY: ir trades. DATE. 1850 Atlanta Avenue • Riverside, California 92507 • (951) 300-1758 • Fax: (951) 300-1769 Empire Truss 1850 Atlanta Ave. Riverside. CA 92507 Phone; (951) 300-1758 Fax: (951) 300-1768 RE: California requirements for wet and electronically applied seals and signatures: To whom it may concern: The Board of Professional Engineers and Land Surveyors in the State of California has discussed the usage of electronic transfers of legal documents bearing the seal and signature of a duly registered engineer. The current applicable rule is: Title 16, Division 5 Section 411 (e) The seal shall be capable of leaving a permanent init representation, an opaque and permanent impression, or an electronically-generated representation on the documents. The signature may be applied to the documents electronically. Basically what this means is that it is acceptable for a registered engineer in California to use electronically produced seals and signatures to approve engineering drawings, such as truss drawings. There is no requirement for "Wet Seals" from the State. Further, it is also acceptable to use packages of drawings, bound together and signed only on the coversheet. This practice is described in the Business and Professions Code, section 6735. Sincerely, Gaiek, PE ++ The bound truss design drawing having an electronic seal and signature printed on each page have been reviewed and approved by the truss designer (truss design engineer) as indicated by engineer's wet signatures on this cover page. This review and approval applies solely to the attached truss design drawings pages that are bound together. Table of Content • Certificate of Quality • ANSI/TPI Standard responsibilities • ICCES ESRI 118 Evaluation report on ITW Connector Plates • Inland Empire Truss Inc. General Truss Details • BCSl - BCSl Bl Summary Sheet Bracing Recommendations • Truss Placement Plan • Truss Drawings Table of Content.doc 2/15/2012 CE:jRTIF.ICATE OF QUALITY N.^,r\OnAL liHSPECTfON A.&SOCI.ATfOW., INC QUALITY fe¥«TE»t*S MA.NACSEMENT , iNC. .4H .ACCREDJTED AGEWCV P.O. Box 3426 GiLt-ETTE, WY 82717-3426 (.3G7> 685-633 1 OPFtCE iiljfiSlUJiTaiiaiH.^^^^ WE ARE AN AUPITINO / INSPECTJON A«eNCV RECOGNIZED BY THE INTERNATIONAL CODE CONFERENCE AND THE INTeRNATtONAL ACCREDITATION SK INC. THAT AUDITS / INSPECTS THE FABRIGATION OF METAU Pt..AtE CONNECT ED WOOD TRUSS FAFIRICATORS, UNDER L.A.S, REPORT NUMBER AJK-BB3. THIS IS TO VERIFV THAT : WLAND EMPfrtE TRUSS, INC. RWEHBIOW / STOCrCm, GALIFORNJA IS UNDER OUR AUDITED QUAUTY CONTROL. PROGRAM AND HAVE BEEN SINCE: Pl. [TA&r- BEE LAit^ivr cowFi.,.n:T£D it-^sfacnoN ran COWT!WUKD CLfr/ iPfCATsoN! WE AUDIT THE FABRICATION ACCORDING TO NIA AC 01, UNDER THE FOLLOWING: U.B.C, l.B.C, I.R.C. CODES. AND ANSI NATIONAL STANDARDS L,A T f-r, s •>•• R e vt s) o N s NATIONAL. INSPECTION ASSOCIATION, INC. FINC)S THROUGH OBSERVANCE, THAT THE ABOVE MENTIONED FACILITY IS IN ACCORDANCE WITH QR EXCEED.? AL.U MINIMUM CONFORMANCE TO THE STANDARDS. iNUAND EMPIRE TRUSB, INC. FABRIGATOR KEITH H. A'NDERSOIVI PRINCIPAL w NIA u BOARO OF BUILDING AND SAFETY COMMISSIONERS HELENA JUBANY PRESIDENT VAN AMBATIELOS VICE-PRESIDENT E. FELICIA BRANNON VICTOR H. CUEVAS GEORGE HOVAGUIMIAN CITY OF LOS ANGELES CALIFORNIA ERIC GARCETTI MAYOR DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FIGUEROA STREET LOS ANGELES, CA 90012 RAYMOND S. CHAN, C.E., S.E. GENERAL MANAGER ITW Building Components Group, Inc. 2400 Lake Orange Dr, Suite 150 Orlando, FL 32837 Attn: Stuart L. Lewis (800) 755-6001 RESEARCH REPORT: RR 24201 (CSI 06 17 53) BASED UPON ICC EVALUATION SERVICE REPORT NO. ESR-1118 REEVALUATION DUE DATE: June 1,2016 Issued Date: June 1, 2014 Code: 2014 LABC GENERAL APPROVAL -Reevaluation/Clerical Modification - Alpine Wood Truss Connector Plates. DETAILS The above assemblies and/or products axe approved when in compliance with the use, description, design, installation, conditions of approval, and identification of Report No.ESR- 1118, reissued November 1, 2012, Revised Febraary 2014, of the ICC Evaluation Service, Incorporated. The report, in its entirety, is attached and made part of this general approval. The approval is subject to the following conditions: 1. Trasses utilizing these connector plates shall be fabricated in the shop of a licensed fabricator, approved by the Department. 2. All member ends to be connected shall be accurately cut and tightly fitted. 3. The plates shall be installed in pairs on opposite faces of members connected. 4. Each connector plate shall be identified as required by TPI 1 on Section 7 ofReport No. ESR-1118. RR 24201 Page 1 of 3 LADBS G-5 (R6V.04/30/2014) AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER ITW Building Components Group, Inc RE: Alpine Wood Trass Connector Plates 5. Trasses and connectors shall be designed in accordance with recognized engineering principles by a civil or stractural engineer or architect licensed by the State of California. Plans and calculations shall be submitted to Stractural Plan Checic for their approval. 6. Connector size and location with respect to the edges and ends of wood members connected at each joint shall be completely detailed on the approved plans for each job. 7. Allowable lateral resistance values for the metal connector plates installed at the heel joint of a trass must be reduced in accordance with Sections 2303.4.6 and 2306.1 of the 2014 Los Angeles City Building Code. Heel joint applications shall be limited to trasses up to a maximum 35 foot span and a maximum trass spacing of 24 inches on center. 8. For use of the connectors on trasses with clear spans exceeding 38 feet, the allowable load of the connectors shall be two-thirds (Vi) of the values indicated in Table No. I of Evaluation Report No. ESR-1118. The connectors shall not be installed in members of trasses with clear spans exceeding 50 feet. 9. Stresses on the net steel section of the steel material of the plate shall not exceed the allowable stress in tension or shear, as permitted in Chapter 22 of the 2014 Los Angeles City Building Code. 10. The allowable coimector loads for directions of load at angles between (f to 9(f, with respect to the length of the plate, may be established by linear interpolation between the values for (f and 9Cf. DISCUSSION The Clerical Modification is to update the address and phone number of the report holder. The report is in compliance with 2014 Los Angeles Building Code. This report is based on tests and analyses in accordance with the National Design Standard for Metal Plate Connected Wood Trass Constraction, ANSI/TPI 1 and the ICC-ES Acceptance Criteria for Metal Hinge Plate Connectors for Wood Trasses (AC283), dated Febraary 2008. This general approval will remain effective provided the Evaluation Report is maintained valid and unrevised with the issuing organization. Any revisions to the report must be submitted to this Department, with appropriate fee, for review in order to continue the approval of the revised report. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with anv attachments indicated, to architects, engineers and builders using items approved herein in design or constraction which must be approved by Department of Building and^^gfe^^Engineers and Inspectors. g-^-:-- : RR 24201 Page 2 of 3 LADB^^^.04rao/20i4) AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER ITW Building Components Group, Inc RE: Alpine Wood Trass Connector Plates This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this Approval have been met in the project in which it is to be used. ALLEN PEERY, Chief Engineering Research Section 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phone-213-202-9812 Fax-213-202-9943 vc RK2420l/MSWord2010 R05/04/14 5D/2303/2304.4.2/2306.1 Attachment: ICC ES Report No. ESR-1118 (7 Pages) RR 24201 Page 3 of 3 LADBS G-5(Rev.o4rao«oi4) - AN EQQAgSWSOYIjEHTC^PQRTUNITY • AFFIRMATIVE ACTION EMPLOYER TPI 1-2007 REQUIREMENTS OF THE TRUSS DESIGNER AND MANUFACTURER 23.5 Requirements of the truss design engineer. 2.3.5.1 Preparation of truss design drawings Th^ Truss Design Ertgineer shaH supervise the preparation of tl^e truss de^n drawings l»sed on the truss design criteria and requirements set forth in the construction documents or as otherwise set forth In writing by the registered design professional for the buiiding as supplied to the truss design engineer by tlie contractor through the truss manufacturer. 2.3.5.2 Single truss component design The Truss Oesign Engineer shall be responsible for the single truss component design depicted on the truss design dravtring 2.3.5.3 Truss design drawing seal and signature Each individual truss design drawing shall bear the seal and signature of the Truss Design Engineer. Exception: when cover/truss index sheet is used, it is the only document required to be singed and sealed by the Truss Oesign Engineer. 2.3.5.4 Truss placement diagram Whfen the Truss Placement Diagram serves only as a guide for truss installation, it does not require the seal ofthe truss design engineer. 2.3.5.5 Infbrmation on truss design drawings Truss design drawings shall include, a minimum, the infonnation specified below: 1. Building code used for design, unless specified on cover/truss index sheet 2. Slope or depth, span and spacing. 3. Location of all joints and support locations 4. Number of plies if greater than one 5. Required bearing widths 6. Design loads as applicable, including: a. top chord live load (for roof trusses, this shall be the controlling case of live load or snow load); b. top chord dead load c. bottom chord Ih^e load d. bottom chord dead load e. additional loads and locations f environmental load design criteria (wind speed, snow seismic and all applicable factors as required to calculate the truss loads); g. other lateral loads, including drag strut loads 7. Adjustments to wood member and metal connector plate design values for condb'ons of use. 8. (Maximum reaction force and direction, including maximum uplift reaction forces where applicable 9. Metal connector plate type, manufacturer, size and thickness or gauge and the dimen^oned location of each metal connector plate except where symmetrically located relative to the joint interface 10. Size, spedes and grade for each wood member 11. Truss to truss connection and taruss fieid assembly requirements 12. Calculated span to defiection ratio and/or maximum vertical and horizontal deflecb'on for live and total load and Ken as applicable 13. Maximum axial tension and compression forces in the truss members 14. Fabrication tolerance per TPI-1 Sedion 6.4.10 15. Required permanent individual truss member restraint location and the method of restraint/bracing to be used per TPI-1 Section 2.3.3 2.3.5.6 Responsibaity exemptions The Truss Design Engineer is responsible for items Isted in TPI-1 Section 2.3.5 and is not responsible for the requirements of other parties specified outside of TPI-1 Section 2.3.5 2.3.6 Requirentents ofthe truss manul^ciurer 2.3.6.1 Truss design criteria and requirements The Trass Manui^cturer ^alt obtain the truss design criteria and requirements form the constuction documents 2.3.6.2 Communication to Truss [>esign Engineer The Truss Manufecturer shall communicate the truss design criteria and requirements to the Truss Design Engineer 2.3.6.3 Altemate truss designs If an alternative or partial set of truss design{s) shall be sent to and reviewed by the Registered Design Professional for the building prior to nenu^cturing. These altemative set of design(s) do not require the seal of the Truss Design Engineer until accepted by the Registered Design Professional for the buiiding, whereupon these altemative truss design drawings shall be sealed by the Truss Oesign Engineer. 2.3.6.4 Truss placement diagram Where required by the construction documents or contract, the Truss Manufecturer shall prepare the Truss Placement Diagram that identifies the assumed location for each individually designated truss and references Uie corresponding Truss Design Drawing. The Truss Placement Diagram shall be permitted to include ideni^ng marics for other products including structural elements, so that they may be more easBy Identified by the contractor during field erection. When the placement diagram serves only as a guide for truss initiation and requires tvo engineering input, it does not require the seal of any Truss Design Engineer or Registered Design Professional. 2.3.6.5 Required documents The Truss Manufocturer shall supply to the contractor the truss submittal package, including the Truss Design Drawings sealed by a Truss Design Engineer, a Truss Placement Diagram, if required by the contiact documents or contract, and the required jjermanent individual truss member restraint and the method to be used per TPI-1 Section 2.3.3 2.3.6.6 Special appllcatton conditions The Truss Manufacturer shall be allowed to provide detail drawings to the contractor to document special application conditions. 2.3.6.7 Truss submittal packages Where required by the construction documents or contract, legal requirements or the Building Official, the Truss Manufacturer shall provide the appropriate truss submittal package to one or more of the foltowing: BuRding Official; Registered Design Professional for the building and/or Contractor for review and/or approval per TPI-1 SecBon 2.3.4.2 2.3.6.8 Reliance on construction documents The Truss Manufacturer shaB be permitted to rely on the accuracy and completeness of information ftjmished in the Construction Documents or otherwise fumished in writing by the Registered Design Profesaonal for the building and/or contractor 2.3.5.9 Fabricatton tolerance The Truss Manufocturer shall determine the value for the fobncation tolerance to be used in the design of the trusses 2.3.6.10 Manufocturer quaBty crHsria The Truss Manufocturer shaV manufocture tiie trusses in accordance with the final Truss Oesign Drawings, using the quality criteria is provided by the ovimer in writing or through the construction documents. 2.3.6.11 in-plant truss inspecfions Truss inspections, as required by the jurisdiction, shall be performed at the manufecturer's facility using the manufacturer's in-plant quality assurance program monitored by an inspection agency approved by the jurisdiction, and shall satisfy any quality control/qualit/ assurance requirements for the trusses, and shall satisfy any designated in-plant special Inspection requirements for fte trusses. 2.3.6.12 responsibility exemptions The Truss Manufocturer is responsiUe for items listed in TPM Section 2.3.6 SERVICE ICC-ES Evaluation Report ESR-1118 Reissued January 2015 This report is subject to renewal January 2017. ord j (800) 423-6587 j .(562) 699-0543 A Sutisidiary the Intemational Code Council* PLASTICS AND =abrteatsd Mtaod Trasses t COMPONENTS GROUP INC. : ORANGE DRIVE, SUfTE 150 a, FLORIDA 32837 4102 ».coni UATKM SUBJECT: CG WAVE, H, S, TRULOX. AND HINGE PLATE I CONNECTOR PLATES FOR WOOO TRUSSES <r ALUATION SCOPE iliance with ttw fbllowing codes: ji2012 and 2009 IntemalionalBuHding Code*(IBC) I 2^2 aixl 2009 Memational Residential Code' (IRC) r evaluated: ' 'i ;BC6 Truss Plate Connectors are used as joint oomponents qf ligtit wood fiame trusses. iPksCRIPTION nw BCG Wave Plate™ Tniss Plate Connector Wave Ptate™ metal truss connector plates are red from No. 20 gage [minimum 0.0356 inch U9^ mm) total thicitness] steel complying with ASTM SS Grade 40, with a G60 galvanization coating (0.013 mm) thickness on each side], and a base-metal thickness of 0.0346 inch (0.879 mm). Wave Plats is also available wiai 690 |0.0008-inch .0^6 mm) thickness on each side] and G185 10.0016- |0.040 mm) thickness on each side] galvanizirtg levels k> the same minimum base-metal tlvckness steel ilied fbr the G60 galvanized Wave Plate. Pairs of are punched foming sk>ts whk^t are 0.12 inch \j|»|mm) wkle and 0.50 inch (12.7 mm) long, are aligned paalel to the plate length, and are spaced 0.25 inch (•:3i i mm) on center across the wkllh of the plate and 10 lich (25.4 mm) on center ^ong the length oflhe plate. MjN<»nt teeth are staggered along the length of the pm 0.06 inch (1.S2 mm) from eech other in a double altemating pattem, resulting m three sk)t posHnns: centered in the row; -^COe inch (1.52 mm) from the center of the row; and. .0.06 inch (1.52 mm) from die center of tlte row, resulting in an undulating or \iiave' pattem wUliin each RW of slots. The Wav» Plate'" is avaSaUe in l-inch (25.4 mm) increments of both wklth and length. See Figure 1 fbr details. 3J ITW BCG Hands Connector Plates: rrw BCG H and S connector plates are manufactured in two forms known as H (High Strength) and S (Super High Strength) from No. 20 gage [minimum 0.0356-inch (0.904 mm) total ttiickness] and No. 18 gage [minimum 0.0466-inch (1.18 mm) total tiikdmess], respectively, steel complying with ASTM A653 HSLAS Grade 60. with a GSO galvanizalkin cbating [p.00075-inch (0.019 mm) thnkness on each side], and minimum base-metal thnknesses of 0.0341 mch (0.866 mm) and 0.0451 incti (1.146 mm), respectively. The H and S plates are also available with 660 [O.OOOS-mch (0.013 mm) ltik;kness on each skle] galvanizing level applied to the same minimum tase-metal thickness steel as specified for the 690 galvanized H and S plates. Pairs of 0.115-by^.327-jnch (2.92 by 8.31 mm) teeth are punched perpendtoular to the plane of the plate, each pair leaving a 0.115-t)y-0.49-inch (2.92 by 12.45 mm) stot in the plate. The stots are sfoced 0.875 inch (22.23 mm) apart on center lengthwise. Stots are grouped in sets of four, with each set consisting of four skits spaced 0.3125 inch (7.94 mm) apart on center wklltiwise. Adjacent sk^ across the wklth are staggered 0.4375 inch (11.11 mm) lengtliwise. Sets of slots are spaced 1.3125 inches (33.34 mm) apart on center wklthwise. There are 6.97 teeth per square mch (1.08 teeth/cm') of plate. Teeth are pokiled on the end and V-shaped in cross sectkxi. See l^lgure 2 Ibr details. 3.3 ITW BCG Trulox Connector Plate: Tnjfox nail plates are made from No. 20 gage [minimum 0.0356rinch (0.904mm) total Mdtness] steel complying with ASTM A653 SS Grade 40, wRh a G60 gahranizatfon coating (0.0005-inch (0.013 mm) thickness on each skle], and a minimuin liase-metal thKkness of 0.0346 kich (0.879 mm). The Trukix Connector Plate is a flat nailing plate without kitegral teeth, with 0.131-inch-dianieter (3.33 mm) nailing holes spaced 1 kich (25.4 mm) on center lengthwise and 0.667 Inch (16.94 mm) on center wklthwise. Adjacent holes afong the length are staggered 0.333 kKh (8.38 mm) wklthwise. Tiiere are 1.5 holes per square inch (645.16 mm') of plate. I>lates are connected to wood with separately applied nails, such as 1.375-inch- kxig (34.93 mm), No. 11 gage diameter [0.1205 kich (3.06 mm)], spkal shank truss nails, or simiar. The Trukix nai plate is klenlified by its hote pattem and the lack of any integral teeth. See Figwe 3 fbr details. -L. I j/CSnP£wpftwrtB»i import* <i^wo<»*raflMff^ . ^, 4P1^ b^WicNf <)^lW jvJ^Wtf <y1^ f^vi or 0 iVBMMWMbfidii for io Tbcpvit " jeMtjlbdSivtirodw^aKm * " " «O2014 na/jped/kxiUy odttKSttd. nor art Aty » be eatutmed wanxmiy by ICC Evohatkm Svria. LLC aprta or implM. mt 3.4 ITW BCG Hinge Plate: rrw BCG 2-by-8 Hinge Plates are made of No. 18 gage [minimum 0.0466-kKh (1.18 mm) totel thickness] steel complying with ASTM A6S3 SS 6rade 37, with a G60 galvanizatkin coating [0.0005 inch (0.013 mm) thwkness on each side], and a nunimum tiase-metet ttiickness of 0.0456 inch (1.16 mm). The Hinge Plate connector consists of two 2-by4.5-inch (51 by 114 mm) metal plates, overlapped by 1 inch (25.4 mm) and grommetted together with a brass grommet through a punched hole in each plate. For each side of the hkige plate, three rows of eight pairs of teeth per row are pundiad perpendk:ular to the plane of itie piate, each pak leaving a 0.10-l>y-0.60-inch (2.5 by 15.2 mm) stot in the plate. The skits are spaced 1 inch (25 mm) apart on center IsngthHise and 0.25 Inch (4.2 mm) apart on center wklthwise, leavng 48 teeth on each sMe of ths hinge, i.e., a total of 96 teeth per plate. Each stot is ofM atong its length 0.12 inch (3.0 mm) from the adjacent stots. Teeth are pointed on the end and V-shapiad In cross sectkin. See Figure 4 for details. 4.0 INSTALLATION 4.1 General: ITW BC6 Wave. H. S and IHmge Truss Plates are pressed into the wood for the full depth of thek teeth by hydraulk: presses, pneumatic presses, or roller presses or try passing ttie unit through a statkmary roller press. Design vetoes shown for hydrauio-platen embedment are valkl for hydraulto, pneumatk: presses, multipte roller presses that use partial embedment fblkiwed by full- embedment roUeis, or comtikiatkins of partial embedment roller presses and hydraulk>platen presses that feed tnjsses into a statkmary finish roller press. Design values shown for single pass roller presses are valkl for rollers 18 inches (457.2 mm) or larger to diameter. Trusses must be assemtiled wHhki tlie tolerances provkled by TPI's Quality Criteria for Metal Plate Connected Wood Trusses, as shown in Sectton 3 of ANSI/TPI 1-2007, Nattonal Design Standard fbr Metel Plate Connected Wood Truss Constructkxi. 4.2 Alkiwabto Design Values: 42.1 fTW BCG Wave, H and S Truss Plates: Aitowable design vakies fbr ITW BCG Wave, H and S, Truss Plate Connectors used to ttw design of metal plate connecled wood roof and fkior trusses are shown to Tables 1 and 2. Aitowable design values are applKabte when the connedton is made vrilh identkal plates on opposite skies of the joint. The design, manufactore, and mstallatton of trusses empkiyhig the truss plates must comply with IBC Sectton 2303.4 or IRC Sections RS02.11 and R802.10. as 4.2.2 rrw BCG Trukix Trass Plate Connector This connector is a nail plate using separately applied nails. Effective steel tanston strength rattos must be determined based on accepted design principles fbr steel. Aitowable steel shear design vakies are shown to TaWe Z Lateral resistance values must be determkied to accordance wHh the design vakies for nais to the AF&PA Nattonal De^ Spedftoatton fbr Wood Constnidtoa Altowabte design values are appHcable when the connectton is made klenttoal plates and nalng patterns on opposite skies of thejokiL 42.3 ITW BCG Hinge Plate: The altowabte design values of ITW BCG Hinge Tmss Plate Connectors to shear, tenskxi and compresston are shown to Table 3. Imposed foiT»s at the joint and withto the truss containing ttie joint must be determined ustog a structural model witti a oto at the hkioe kikit tocatton. Alkiwatile deston vetoes are applkable when the connectton Is mads with a 1-inch (25.4 mm), or smaller, gap between the two wood members at ttie connection. The design load due to combined sliear and axial loads must not exceed the altowabte load using ttie Hankinson formula as follows: .F»<P. wtiere: Fa = Imposed combined shear and axi^ toad, lb = (F.' + F,»)" i Pg = AHowable combined shear and axial toad, lb = (P.x P,y((P. x (sto e ft + (P, X (cos 6 f)). Fa Imposed adal force, lb. F, = knposed shear force. Ib. Pa = Alowable axial force, b. (In compresston or tension oorresponiKng to imposed axial force). P. = altowaUe shear toad. lb. 6(lheta) = angto between Fe and ttie lengtti of ttw plate. 5.0 CONOmONS OF USE The ITW BCG metal connector plates descifbed to ttiis report comply with, or are suitable aNematives to what is specified to, those codes listed to Sectkin 1.0 of this report, sutiject to the foltowing coixlittons: i 5.1 This evakjalton report and the tostallatkxi tostnicttons, when requked by flie code offkjal, must be submkted at the ttme of permit appltoatton. In ttie event of a confTtct between the manufacturer's published tostatatton tosttucttons and ttiis report, this report governs. 5.2 Each appltoatton for a buldtog permit using ttiese truss plate connectors must be accompanied by catoulattons, details and ottier documentation stiowtog that the design, manufacture, and proposed tostallaSon conforms with the requirements of ttie apptcabto code. The catoulattons must be prepared by a registered design professkxial wliere required by the statutes of ttw juiisdtotton to WhKh ttie pniject is lo be constructed. 5.3 This report establishes plate design vetoes only. For items not covered by this report such as truss design, fabricatton, quality assurance and nspectton, refer to ANSI/TP11, engmeering drawtogs and ttie appltoabte code. 5.4 The design vatoes (lateral resistance vetoes, effective tenston strength ratkis, and effiecfive shear resistence ratkis) used to ttie design of tnisses using ITW BCG Wave. H and S metal tmss conneclor plates must not exceed those listed to Tallies 1 and 2. The shear resistance rattos used to ttie design of tnjsses ustog rrw BCG Tmtox Truss Plate Connectors must not exceed ttiose Hsted to Tabte 2. The shear, tenston and compresston loads used to ttie design of busses ustog rrw BCG Hkige Tmss Ptate Connector must not exceed ttiose listed to Tabte 3. Load combtoatton reductions must be n accordance with ttie applicable code. 5.5 All lumber used to the fabrtoatton of tmsses using ITW BCG Tmss Plate Connectors must be graded in compliance with ttie applkable buiklkig code and must liave a moisture content not to exceed 19 percent at ttie ttoie of assembly. Wet senrice tactors from ANSI/TPI 1-2007 Sectton 6.4.6 (ANSI/TPI 1-2002 Sectton 6.4.5) must be appKsd to Uw table values when the lumber moisture content exceeds ESR-1118 I Most Widely Accepted and Trusted Page 3 of 7 19 percent. Aikiwabte loads shown in ttie tables of ttiis report are not applkable to metal connector plates embedded in either fke-retaidant-tteated kjmtier or preservative-treated hjmtier. 5.6 Metal truss connector plates and htoge plates must be tostaUed to paks on opposite faces of tmss members. 5.7 Galvanized 660 and 690 metal truss plate connectors sutiject to oorrosnre envtoximents must be protected to accordance with Sectton 6.5 of ANSUTPII. Mote: CondKtons S.8 through S.13 apply to nw BCG Hinge Plate tnetat connectors only: 5.8 Altowabte toad vakies for ttw rrw BCG Htoge Plates are appScabto to hinge plate paks tostaled on apposite faces and posittoned to ttw ISCVdegree (unbent) posifian to ttw linal tostallatton of ttw tmss. SS The attovobte comprasston toad given to Tabte 3 Is valkl fbr appicattons wtwre sheattikig is attached to ttw tnjss chord members contatoing Uw metal htoge plates, and lateral translatkin across the jokit is kilAted by ttw sheeMikig betog tostaled continuously across the jokit as prescribed by code or by ottier means acc^itatate to the code offkaal. Hinge plate corvwctois must not be used to transfer any toads to a diractkm perpendtoular to tfw plane of ttw truss, such as for design of toad ttansfer at jotots of unbtocked diaphragms. 5.10 Due to ttw ratetton provkled at ttw joint of ttw rrw BCG Htoge Platss, ttw truss design must be modeled with a pin at ttw htoge joint tocatton. In the fkiai tostalted conditton, shear loads must be applied wittito the plane of the tAige plate, at a 30-degree angte to the kxig axis: 5.11 Design of diaphragms witti tnisses manufactured witti ttw ITW BCG Hk^ Plate is outskle the scope of ttiis report 5.12Alk)wabte design values given to Table 3 for ITW BCG Htoge Plate connectors are appltoabte when the connectton is made with a 1-inch (25.4 mm), or smaller, gap between ttw two wood members at ttie connectton. No adjustments fbr load duratton are pemnitted. 5.13 Use of ttw ITW BCG Hinge Plate is limited to prebbrkated tnisses. FieM instalteHon is prohibited. Compliance witti IBC Sectkxi 2303.4 or IRC Secttons 1^502.11 and 1^802.10, as appltoabte, is reqursd. 6.0 EVIDENCE SUBMITTED 6.1 Date to accordance vwtti ttw Nattonal Design Standard for Metal Plate Connected Wood Truss Constmctton. ANSI/TP11 for Alpkw (now ITW BCG) Wave, H, S and Tmtox metal truss plate connectors. 6Jt Engtoeering summary of plate properties, tabte of de^gn vatoes, prepared by Alpine Engineered Products, Inc., (now fTW Buidng Components Group, toe.) signed, sealed and dated September 17, 1999. 63 Manufacturer's desaipttve literature. 6.4 Date to accordance witti ttw ICC-ES Acceptance Criterte for Metal Htoge Plate Connectors for Wood Tmsses (AC283). dated Febmary 2008 (edttoilally revised September 2011) fbr Alptoe Nnge plate metal cennectors. 7.0 IDENTIFICATION See Figures 1 ttirough 4 Ibr ktenttlytog pattems. Wave Plates™ are ktenttHed by ttw uraque double-of^ slot pattern. H and S plates ara klenttfied by ttw embossed symbol "Alptoe' and elttwr •H2Br or Sir for the H and S plates, respectively. Htoge plates are Menlified by the gromrnetted hinge and the symbols 'Alpine' or 'HF>288.*. Each shipping contatoer of FTW BCG Truss Plate Connectors is marked witti ttw ITW Buikltog Componente Group. Inc. name and/br ttademart(. and ttw evaluation report number (ESR-1118). ESR-lllg I Most Widely Accepted and Trusted Page 4 of 7 TABLE 1—nw BCG VKAVE PLATE™, t< and S PUWtS ALLOWABlf LATERAL RESISTANCE VALUES (Hrin'lPLATE)' rrw BCG PLATE TPI AREA BASIS LUMBER' HYDRAUUC-PLATEN EMBEDMENT VALUES' SINGLE4>ASS ROLLER EMBEOMEtrr VALUES' rrw BCG PLATE TPI AREA BASIS LUMBER' AA EA AE EE AA EA AE EE WAVE GROSS AREA (O-endiO- edge distances) S.Pine 206 158 163 170 179 143 142 153 WAVE GROSS AREA (O-endiO- edge distances) Ooug. Fir-Larch 206 1S6 145 153 179 141 126 138 WAVE GROSS AREA (O-endiO- edge distances) Hem-Fir 164 109 106 124 134 96.7 86.5 110 WAVE GROSS AREA (O-endiO- edge distances) SPF 1S9 109 108 118 130 967 86.S 105 WAVE NET AREA (V:'end SO"edge distances) S. Pkie 275 195 163 170 239 177 142 153 WAVE NET AREA (V:'end SO"edge distances) Doug. Rr4jrdl 275 195 145 153 239 177 126 138 WAVE NET AREA (V:'end SO"edge distances) Hem-Fir 208 134 106 124 170 119 86.5 110 WAVE NET AREA (V:'end SO"edge distances) SPF 208 130 106 118 170 115 86.5 105 H* NET AREA (Vor%-end&0' edge distances) S.Pkw 197 128 122 123 147 116 91 112 H* NET AREA (Vor%-end&0' edge distances) Doug. Fk4.arch 197 128 120 115 147 116 89 104 H* NET AREA (Vor%-end&0' edge distances) Ham-Fk 143 84.7 82.5 92.7 117 81.2 67.1 86.9 H* NET AREA (Vor%-end&0' edge distances) SPF 141 84.1 81.6 92.7 114 80.7 66.4 88.9 NET AREA ('/M'or%'end4(r edge distances) S.Ptoe 236 173 156 136 182 133 120 105 NET AREA ('/M'or%'end4(r edge distances) Doug. Fr-Larch 236 173 156 136 182 133 120 105 NET AREA ('/M'or%'end4(r edge distances) Hem-Fk 161 127 117 112 126 99 91 87 NET AREA ('/M'or%'end4(r edge distances) SPF 161 127 117 112 126 99 91 87 ForSI:1psi = 6.9l<Pa. Values given in Talile 1 are aOowalile lateral resistances of the rnelal conneckr plate taelh, eKpressed in pouiids per S9 a skigle plate (double for plates on botti faces %i4ien apclying to area on only one face). To achievs vakies, plales must be instaled on opposite sides of joint 'vakjes given m Table 1 are tiased on ttie folkwnig assigned specific gravities for the lumber species combkiations listed: S. Pine G » 0.55. Doug fir-larch 6 = 0.50. hem-fk G = 0,43. SPF G < 0.42. 'Plate odentalion designatlans: AA = Plate skits parallel to kiad. wood grain parallel to toad. EA = Plate skits perpendicular to kiad. wood gram parallel to toad. AE = Plate skits paiaUel to kiad, vtood ^ato perpeiidka;lar to toad. EE » Plato skits perpendicular to kad, wood grato perpendkiular to load. 'ITW BCG H and S plates: an end distance of'/» »ich applies kx the AA alienation, and an end dislance of "la nch applies kx the EA TABLE 2—mw BCG WAVE PLATE™, H, S AND TRULOX PLATES BTEtrnVE TENSION AND SHEAR RESISTANCE ALLOWABLE OESIGN VALUES PROPERTY 8 FORCE DIRECTION rm BCG WAVE PIATE™ mWBCtSHPLATE mWBCGSPLATE ITW BCG TRULOX PLATE PROPERTY 8 FORCE DIRECTION Elflc-y Ratto pH/palror Plates EfftoV Ratto pWpakof Plates EfHcV Ratto pWpakof Plates EfflcV Ratto PHIiakof Plales Tension @0* 0.512 895 0.710 1784 0.735 2444 -- Tenston @ 30° ----0.411 1367 -- Tenskin@60° ----0.289 961 -- Tension e90> 0.486 849 0.300 754 0.269 894 -- Shea-go* 0.563 656 0435 656 0.568 1133 0.711 829 Shear@30° 0.739 861 0.720 1086 0.752 1500 0.632 737 Shear@60° 0.832 969 0.810 1223 0.941 1877 0.708 825 Shear@90> 0.487 567 0.517 780 0.642 1281 0.665 775 Shear e 120* 0.454 529 0.330 498 0.515 1027 0227 265 Shear @ ISO* 0.477 556 0.412 622 0.418 834 0.147 171 For SI: 1 Mnch ^ 0.175 NAnm. 1 kKh = 25.4 mn. (118 I fe/y Ai Page 5 TfUSi 6 Of TABLE 3—rrw BCG HINGE PLATE ALLOWABLE DESIGN VALUES'-* PROPERTY 1 AIXOWABI.E DESIGN VALUE 1 («>) Shear | 566 Teoskxi 1 810 Ccmpression 1 810 For SI: 1 lb = 4,t48N. 'Design vatues determined using SPF lumber. tabulated design vatues must not be increased by any load duration fatitor. ii ii 0.375 in <95 (Mn) tooth length ( ) < ) i ) ( > I ) i > ( > ( ) i ) CUD CZZD ( ) I > ( > I > i ) ( > / > CUD < ) T L r <t».35 rN^> oic. between slots L r 0.0& k\ (1.58 nn) offset Between odjacent stots OS n <\2.7 w) slot lertgth ll in (SSL* nn) o. between slots us in <3XI5 r«<) slot »ic«n 1 T W875 in' ' f7.94 oo>V 0.875 ;n (ZS.;? ATA OC t4?75 m Olil nn> L — I ^—^ ^ ^ 0327 < ) r (USD »i M>> r^ h- ITK ITW BCG H OTd S plates are avaiaUe in wkNh increments of 1% inch (33.3 mm) and leng^ incremer^ of 1% inches (44.4 mm) This drawing shows size H0203 or S0203 (2^/t x 3 /2 inches) (67 x 89 mm} FIGURE 2-HTW BCG H AND£ PLATES -Ov0356 in rtX904 nn) pin, thickness 0.131 in (3.33 Uft)dioB. PLArC AVAILASLC IN tHCRCICNrS OT 1 IN <2S.4 nni. PLATE SHOVN ASOVE IS A ?X3 <S IN X 3 IN SaS nn X 7b2 nni. FIGURE 1—rrw BCG WAVE PLA-rE 0.D356 in (0.904 M} ^in. thickness r rl'^ ia (4.23 am) o.c. *— edge distance r 2.'3 in (16.9 am) o.c. 1/3 in (8.47 am) o.c. offset- LO.S in (12.7 am) o.c. edge distance 1 in (2S.4 Wl) o.c. O.S in (12.7 nn) betveen boles end dist. (typ.) PUTE MAILABLE IM IMCSEMENTS OF 1 HI (2S.4 UK). PUTE saomi aanK is A 2X4 (2 IH. x 4 m . si » x 101 »). FIGURE 3-ITW BCG TRULOX PLATE OJ' SLQT^ WIDTH TYP. OA' SLOT LENGTH 1—1 TYP. GRDHNET <BRASS, I.D. = 0.39l'> THROUGH /aS' DIAH. HOLES IM PLATES 0J2- OFFSET BETVEEM AOJACCNT SLOTS TfP. 1 i.ij. IJ.I.IJ. IJJ :a.S5' TYP, ttC, r l-OieS' TTP. B£. TO EDGE r 0.5-3 8 1' 2 e 0.5-3 8 1' 05' OISTANCE ALOMG PLATE BETVEEN SLOT mv CENTERLINES t PLATE ENDS FIGURE 4—rrw BCG HINGE PLATE MAX««,'M OVERHAW LENGTH FOR OOTIOOfCERS GRADE SIZE OESIGN LOADS (PSF.) HF#2 2X4 36 40 44 48 HF#2 2X4 !'-6" ••-6" r-3" HF#2 2X6 r-9" r-9" 1'-9" r-6" om 2X4 r-a° 1'-6" 1'-6" r-3" om 2X6 2'-0" 1-11" r-10" r-9" OESIGN MEETS: ANSI/AF&PA MDS-2QQ5 FIRST COMMON TRUSS- SEE STRUCTURAL •DRAWIN<^ FOR END NAILING OUTLQOKER DETAll DETAIL A-A NOTCHES FOR OUTLOOKERS MAX. 1 1/2" DEEP 2X3 OR 2X4 STUDS FER TRUSS DRAWING 1. SE AROHITBCTURAL OR STTiUCTtJRAL PLANS FOR PRC>!=ER MATERIAL ANC NAJLINS PATT3eN FOR ROOF SHEATHINS. 2. THIS OETAIL IS NOT tHTBeXD TO SUPERSEDE ARCHITECTURAL OR STRUCTURAL C«TAILS ANO DRAWINSS 3. •• REPS* TO SEALED TRUSS EJRAWINS OR DETAIL RSF ASCET-05-SAB100I5 (fc*« NO AIOOI5CSOIO«0 OR BS= ASCer-OS-^ABIOCSO fOt»t& NO. AI0030050IO<t; ALLOi^WSLE ©ABLE OJTLOOKER LcNfi-THS MAY22013 \1 I;MAXIMLIM UNSUPPORTED (5ASl£ VERTICAL LENl&TH OP 41" liJMAXIMUM TOTAL ©ABLE ^^RTiCAL LENGTH IS i2 PET m;^oMPH ASCE --05 \=\o EXPOSURE lv;30' NEAN ROOP leiStfT v;&ASLE VERTICALS AT 16" 0&. Tmee-ropCHeR?' 2X3 CIR 3X4 l«B5 CKOKD 19IAS<M>1. BRACE SPACING 4e- L ^ -BRA^E MAT EltlHl? UP TO ROOF PlAWHRAHA&a^g^ORPO'W ..2X9 0R.3X* •OA. SPP STUD SBAOE OR e -23W. R!P©fi SLDCICIN© ITANDATO TBU9& SECTION A-A BAC<IN& CeTAIL^optional) ATTACH BACKINS I IJ ILI.IL TO VBCTeAL >gB WITH Otl Al.l3fr*cnA X 3Z>"J NAIL» 7M«60»« V^WTICAL m Om aACKIN& AT 4' 0£. Notes, 1. TMS DETAIL IS NOT lt*TcNDED TO SUPERKDE ARHCITECTORAL OR STRUCTURAL I^AILS AND DRAMINSS 2. ALL BRAOINiS V&TSEfSi TO BE DF-L »2 OR tifcllcKUXO. 3. PRCVIDE COWeCTION OF DIASONAL BRACE TO LATStAL LOAD RESISTING SYSTcK POR 3609 •4. DIASONAL BRACg MAY EXTStD OOMN TO)»tARD T>E OEILIN© DIAPHRAM 5. ATTACH TT?USS TO l«WALER WITH O) lOd BOX to.l2B"# X S.O"; NAILS THROU&H FRONT FACE OF TRUSS INTO WHALSl. IN LIEU OP PACE NAILIM© USE (3) lOd SOX TOE-NAILS OUT OF PLANE BRAOINS Or S-ABL-E ENP VERTICAL WEBS IXE TO WINP PRESSURE FIRST COMMON TRUSS STEP UP HIP TRUSS- SINGLE OR DOUBLE HIP TRUSS GIRDER TOP PLATE PER PLAN RIDGE- 2X4 RAFTERS FLYERS 2X4 CORNER RAFTER CONTINUOUS UP TO VERTEX. VERTEX TRUSS CHORD LATERAL BRACING PROGRESSIVE BLOCKING OR HANGERS sereACK PER /7 TRUSS LAYOUT ^ ^ -DETAIL® SHAPED CROSS BLOCK RIDOC BLOCK SHAPEO BLOCK -DETAIL(3)AT BC CORNER RAFTER •- DETAIL 0 -FIRST COMMON TRUSS SKTIQH C-C FRAMINO WHERE HIP RAFTERS DO NOT MEET AT COMMON TRUSS. —2" X 6" HIP (3)16d NAILS JACK TOP CHORD mQEIAlL WjACK TO HIP CONNECTION JACK TOP CHORD 2" X 6" HIP JACK TOP CHORD 2" X 6" HIP DETAIL© FIRST COMMON TRUSS BLOCK \ TRUSS DETAIL (D) JACK TOP CHORD 2" X 6" HIP JACK BOTTOM \ , . CjHQRD \ \^ (J) 16d TOC-NAILS- (1) FRONT SIDE AND (2) BACK SIDE FIRST COMMON TRUSS DETAIL (D (^DETAIL ALTERNATE HIP CONNECTIONS OETAIL (D Notes: 1. THIS DETAIL IS NOT INTENDEP TO SUPERSEPE ARHC^ITECTURAL OR STRUCTURAL PETAIL5 AND PRANIN&S. 2. USE THIS PETAIL AS AN ALTERNATE TO THE OLB REPORTEP ON THE SEALEP TRUSS PRAHINfi.. 3. ALTERNATE BRA<SIN(& TO BE PF-L SAME (SRADE AS BRAOEP MEB. 4. CENTER BRACE ON HEB. 5. WHERE TViO BRACES ARE SPECIFIED APPLY ONE BRACE TO EACH OPPOSITE PACE HIP CONNECTION Bmpln Tnum, Inc. ti»C ?l £VM:ta>^ Av-.-orvo \tibO AtlonUi A«a>-b« MAY 2,2013 PETAIL Co <(.7S£^ / V LEDGER: NAIL TO STUDS W/2-16d O EA. STUD OMrr PRESSURE BLOCK PRESSURE BLOCK BETWEEN JACKS. OMrr IF JACK HAS VERTTCAL WEB PRESSURE BLOCK BETWEEN JACKS ENO JACK PER PLAN, TYP. 2X4 DF-L STD. OR BTS. CONTINUOUS LEDGER. NAIL LEDGER TO STRUCTURAL SUPPORT BY OTHERS i 2-16d TOENAILS PER SIDE AND 2-16d IN EACH PRESSURE BLOCK -BEAM OR RIM JOIST 4-16<i PER BLOCK. (BLOCK EACH BAY) -EACH TRUSS IS NAILED TO BEAM TEMPORARILY W/2-16d TOENAILS. THEN PRESSURE BLOCKS ARE ADDED SECTION A-A SECTION B-B Notca-. 1. SEE ARCHITECTURAL OR STRUCTURAL PLAI« POR PROPER MATERIAL AND NAILINe PATTERN FOR ROOF SHEATHINS. 2. THIS DETAIL IS NOT INTENDED TO SUPERSEDE ARHCITECTURAL OR STRUCTURAL DETAILS AND DRAWINSS 3.16d NAILS TO BE MIN. 0.148" DIA. X 35" bON© 4. MAXIMUM LOADINS: TCLL: 20p9f TCDLs 2&psf SCDL. lOpSf TOTAL LOAD: SSpSf PRESSUf^ BLOCK DETAILS ecr,». 2011 mm E 3-3 3^ 3-3 3-3 PLATFORH FOR F.A.U \6a NAILS • 12" OJC. PLATFORM FOR F.A.U. (ALTERNATE; • NOTE 4 S 5 PLATFORM FOR F..A.U. NAILS • 12" ox;. V ^ . _ — NOTE 4 « 5 PLATFORM FOR F.A.U. fALTERNATE; Hates: '• f^J^f^'"^""^*^ °^ STROCTIKAL PLANS FOR PROPS? MATERIAL AND NAILIN® PATTBW POR ROOF 3HEr"iTHlN&, 2- ISil?^ INimSED TO SU=ERSEDE ARHCITECTURAL OR STRUCTURAL DETAILS AND DRAJNINSS 3. TRUSS BOTTOM CHORD MUST BE LOADED POR THE COR^CT F.AU LOAD 4. 2X ADD-ON TO BE PROPERLY BLOCKED TO PREVENT ROTATION 5. 5U3CKIN& TO BE MIN. 1X4 SRACCD LU-BER tNITW MIK (2) I6D SINtSoER NAILED THRC«»H THE iX4 INTO THE END ©RAIN OP THE ADD-ON. FA.U. PLATFORM DETAILS SFCTON Ar* i LADDER FRAMING: 2X4 aEraCEN TRUSSES e TOP ANO BOnOU CHORDS. nm. Uf 2-16d EA. END (r<P) to GE SUPPUED BY OTHERS. - Notaa, 1. SSE ARCHITECTURAL OR STRUCTURAL PLANS POR PROPER MATERIAL AND NAILINS PATTS?N FOR ROOF SfCATWNS. 2. THIS DETAIL iS NOT INTENDED TO SUPERSECC AWCnECTURAL OR STRUCTURAL DETAILS AND DIWilNiSS. 3. SINCE THE SOFFIT IS OESISNED TO CARRT CEILIN& LOAD ONLY IT IS CONSIDERED NON-STRUCTURAL. 4. NON-STRUCTURAL H£MtgRS MAY BE FIBJ? ALIiiKgU AS REOUIRED AND WILL NOT EFFECT STRUCT1JRAL imESRlTY OP THE BASIC TRUSS. 5. SOFFIT LUMBS* SHCUJ? BE ©RAISED LUMBER, POR 2X4 H.F. »2 MAX SPAR 6. SPACIN© OP SOFFIT VERTICALS ARE 48" O.C. MAX. AND AT BOTTOM CHORD JOINTS. T. (••; ATTACH VERTICALS TO BOTH TRUSS AND SOPFIT THRU VB5T1CAL INTO CHORD AND SOFFIT WITH (5) \00 SOX <Oi3&» X 3.0'; NAILS e. MIN PLATE SIZE FOR CHORD TO FILL AND FILL TO FILL IS 15X3. 1. &) \&a SI^8<ERS MAY BE \JSEO IN LIEU OF PRESSED PLATES. FIELD APPLIH? FRAMINS IS THE FSSPONSIBILITY OF OTHERS. SOFFIT 4 LADDER FRAMINS DETAILS BiBplM AlMI^ Inc. CAP TRUSS £5) IM 6fl*as« - TSeXAIL ecMTMioe arpoRT BWtcne. ATTACH TO TOP CHORSS fflSP Sloe) OP SUPPORT TTO» MTH tS) )6d SMCERS. CAP TRUSS SEE NOTE 3 SUPPORT TRUSS PETAIL "A' ' MAXIVWM Dt«A© LOAD: 3«»0 plf -CAP TRJSS ad • 2- OJC. (TYPJ STASSERED 4 ALTERNATE SKSS EACH snjesETVCSi LATSSAL BRACJNS CAP TRUSS * LAT9«AL BRACINS PS* DETAIL •BASETWSS SECTION A-A SM=PORT TRUSS- .AP TRUSS t3i lea - TOENAILED NON-I7RA& CONfCCTION •CAP TRUSS -SxA £ONTn«ISU» SUPPORT SRAeiH& ATTACH TO TOP CHORDS (TOP SlOB) OF SIFPORJ TRB5 IVm C2) IM SMOSa. DETAIL 'B" CO IM SMKEftS - TOENAIL .2x4 CONTMJOIS SUPPORT SRACINS.. ATTACH TO TOP CHOBOS flOP SOB OF supraRT -naoe rtm ai IM 9«KEH&. PETAi "B" Notas= 1. SeZ ARCHITECTWRAL OR 5TRUCTl«AL PLANS FOR PROf=ER MATBeiAL ANP NAILIN© PATTSW POR ROOP sreATHN©. 2. THIS DETAIL IS NOT INTENMD TO SUPERSEDE ARHCITECTmAL OR STRUCTURAL I^AILS AND DRAWIN©S. 3. ROOF &CATHINS MUST OVERLAP CAP TRUSS TO BASE TRUSS JLINCTION. 4. BASE TRUSS MUST BE APBOUATB-Y BRACED BT StCATHIN© OR PURLINS. BUILDIN© DESISNER SHALL PROVIDE DIASCWAL BI^ACINfi OR ANY OTHER SUITABLE ANCHORASE TO reRMANENTLY REATRAIN PURLINS, MS? LATERAL BR&NS FOR Ot/T OF PLA!« LOAOS OVER ©ABLE ENDS. 5. SCAB IS 4'-0" LON© DF-L «I OR SEI IfcK. ATTACH SCAB TO OKE FACE WITH lOd NAILS AT 4" oji. STA©SEI^D. careR SCAB ON CAP TO BAS TRUSS JUNCTION. NAILS TO SE MIN.= ltd SINKERS O.I4&" DIA. X 35" &d OJI3' DIA. X 25' CAP TRUSS TO BASE TRUSS kNITH E?RAS LOAD CONNECTION JUNS1*.Bni 4 HOOF TRUSSES BELOW ROOF TTajSSES SELOW WIND SF^ED. «IO MPH TCLL. 20 psr TCDL: 16 psF 1. SS ARCHITECTURAL OR STRUCTURAL PLANS FOR PROPS? MATERIAL AND NAILIN© PATTERN FOR ROOF SHEATHINS. 2. THIS DETAIL IS NOT INTENE^ TO Sl»=SRSEDE ARHCITECTURAL OR STRUCTURAL DETAILS AND DRAWINSS RAJ=TERS TO BE MIN. 2x4 DF-L *2 OR BEI IbK. 3. RID©E BEAM TO BE MIN.3xfo DPHL <»2 CR tftin IfcK. 4. VALLEY PAD TO BE 2x6 SRADED DF-L. ATTACH PAD THRCUSH ROOF SHEATHINS TO ROOF T1?USSES 3. ^.X*^ WITH &) I6d fOJ46' DIA. X 3,0'; NAILS PER TRUSS. 6. RID©E PAD TO BE 4'-3" LON© 0X4 ©RADED DF-L SEVFI FP. SET KVELED PAD ONTO ROOP StEATHN© WITH BEVaS? B?« D<»tN. CENTH* RIDSE PAD ON CRIPPLE FRCJM RID<aS BEAM. TOE-NAIL RID<^ PAD THRCtJSH (?OOF SHEATHINS TO TRUeSES BB./3W WITH » Ifed TOE-NAILS EACH TRUSS T. CONNECT EACH ORlPI=LE TO RID©E KAM OR R/«=TER ABOVE WTTH (S) I6d PACE NAILS 8. COWECT EACH CRIPPLE AhO RAFTER TO PAD WTH &) I6d TOE-NAILS TO PAD «?. DETAIL DSietCD PER <»C-20I0 AND AS0e7-O5 r CALIF(9RNIA VALLEY FILL FRAMING O0T.W.2ini "\ QgTAII. > BRACE MAT BE APITJED TO ETTHER NAHSOW FACE. WEB Mam Mm. <f • L- Sft T- 1 SIZE BOWS OF CLSfS) BRACmO 1 2M OR 2X4 1 ROW 2X4 1 2X3 OR IX* 2 ROWS 2X6 1 2X6 1 mj* 2X< • 2X6 2 ROWS 2X6 1 2XS 1 ROW 2X4 1 2XS 2 ROWS 2X6 L- OR T-B>*CE T-BRACE OR L-BRACE 3RACE BE APPUED TO EITHER WIDE FACE hUlKI! OF -ROWS OF CLBrSl SCAS SRtCKC 2x5 OB 2X4 1 RO* (1) 2X4 2X1 OR 2X4 2 RWS (2) 2X4 2X6 1 ROW (') 2X6 2X6 2 ROWS (2) 2X4 2XS I ROW (1) 2XB 2X8 2 ROWS (2) 2X6 SCAB BRACF NotaS: ^•IS^^'^IH^J'^^T^J?.^'^'^^ ARHCITEOTVRAL OR STRUCTURAL DETAILS AND DRAWINSS. 2. USE THIS DETAIL AS AN ALTERNATE TO THE CLS REPORTED ON TVE SEALED TRUSS DRAWING 3. BRACIN© MEMBER TO BE DF-L SAME SRADE AS BRACED 4. CENTER BI^ACE ON Wffi. 5. SRMX. LENSTH TO BE A MININUM OF eo» OF THE BRACED WEB fe. WERE TWO BRACES A^ SPECIFIED APPLY ONE BRACE TO EACH OFTOSITE FACE GLB l^EB BRACE SUBSTiTUTION W A D fJ T M (C I BCSI-Bl SUMMARY SHEET - GUIDE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF TRU^^^^^^ W%.i^ A m \3 » Spans over 60'rnay require complex permanent bracing. Please always consult a Professional Engi^ GENBUL NOTES NOTAS GENERALS deiAVlR nDd» que HANDLING — MANEIO A* ^ Mnvng! OontMrtoedftc crane. iMierteacW iNBfobrKwguebfnia! HewtsetancXngMMlDRabwidie. OftnotMt«9KMia(MMdHiaybwiMbundto5. MnQ toe SMMOS empaquB pm tewibr un paoieie. H0 tenMle un grupo de paqu ^ WarrtngtOo not otcr toad upportinf P^l A 4r<gie Mt POM manr hp uttd for NKSCS fm> pcMt nar be uKd tor btimScs nfth trusses tip 10 W. Use X teas) 3 ifl pMs For bun«cs wKh tiuee^ 'jreater than 60". mcdC v«ar un sOto kqar dc KMAtW fMA paque(« lic tnnse^ tusta -ts pn. pBQuettB tmsoi fo (MS. pof to Mcnoc tres pm w de tMyitw pon paouetot miis de «0 pk*. INSTAUATKM OF SOIGU ntUSSES vr HAND DISrMJOdM DE TIttlSSES XHOZVZDUAUS <AA«rtcndW Mo nbtecwguc b csirudwa aeovwb con d paMte de frvsei. shHti20p)et HQISnNC OF SnteUTIOfiSK ' ICVANTAMIPrro DC TIUI5SE5 Xl^^ 0HaU «tdi truss in pstitWn «Mtfi (he orectfen vtMpme* unM kip Wawd tmnpnr^ inu<iiW iriAT^nt r; HSUM and the ln« b t(su>icti tc tw MiMng pnt^ SosUnqn cMblnjEKcn pmicioii cnn eqiipn dp gnin fuQt.t que *•> r«$trirtidn fottfal (Cfvoral b 4ocnor est^ mUbAa y »truw csul atcQiirarto m IDS nopprto. yX WWMt9> tJWng a siri^ pick-point K the peak i**<nmda! Btaotfgun «te lugar en "T ploo pan tCMmsr ptMsfr baccr <Mo al truts. | S PMtA UEVANTM TRUSSB j n trMMs a« U be ABm) halMvCatv, e'K'! suck fll tiubcs at r la 10* on nnfio. Kr tmsKi aorotf fey moae itian one week. CMr b(vdi5 P> prrwcnt HMisbK gM But af Metj«.f>toie.Conr»(M.yibQCl KnoMS"'' kir mew iWaM WbiaMtiM pertainimi to Ivnifliiit and jBtaltP sMnge of inoKK SI m CniMl i!Sl<r QuMtadm (MMann- MTMiiMii, poiQa bhxiuHMto de aRun sunocnic (kftis de U de km mnn 4 8 hnialDpincneieeatnx aumntodelxifiicdarlperopcfNala wM*- knd&v Vea 4 Meta «C5I Guia de.6wnftf>rdafc«. Rao.ci. ^^ncA>4B«cl)p. jbntriQcioit r 4r.- ma>afjiit.mat"' mm woniBian mat dctalida Mibre d marRfo y atonomadB dc !9t I TRDSsoiMsnMnes I STEPS TO SETTING TRUSSB LAS MEOmAS DE LA INSTALAOON DE LOS TRUSSES 0 I)lnsta>gnxmlbr3eln9. SJSetfrAtruffianpaaadiscordytDi^^ JlSctmsdl tiwes *«h $l«yt fnento teniporary iflteni rePM tirdC^ Mm). S} Insal ttvb Bicnfbcr ptar« diaqo^ (we betow). S> hqiaR bouom etoci tenvwyy tMetai rntnM and rkaqe^ 7) i»cpw pfwess pn roups of Ibu tnmes M truwcs wc s<!t. OVtstsielAsyrttsbKdctierra 7} litsalpciprinmmmraMK^irgviioitrfMMrKMw terra. 3} ^tmlcf ltf rD^oMntos <l utMcs oon rwtiiccitin laicral lenwat de merrtiro c«no <w» atnjD]. 4} Install e<ani(>$MdiagoMfde la ajetf>»jpator(vuab^). 5) WvUto wranttf *wnni los plancps <h bs miemhrts seawhite ^ (wco abajo). 6} imttte la rrtsbiaijiin Ittmii temporal y airiodrt diagonsJ pma la o«if& vfrrxir («o f*^>. 7> teptta wte pmccdimienio ofupos de atafto tiwiscs hasia que »*Klos uuwes REsnunrr a BtAOfiGRM 3x21110 4x2 PARAUELCwno TRUSSES KESTRXCQAN Y ARRSOmC PAIU TmiSSES DE CUSU>«S PIAAIBJ^ i\ Reter to KSbffi. W-W" I BtpealWa^Brx. prey 15 trttSE jpMCS (3^1 l/MMOSnte PARA tDOOS PUmOS oe TRUSSES E$tc mAodo de rcsttiorite y aenqstrr es par» todD mcfM 1) IMSMJcItawd To9CbordT«»qmranrUtai««ltaStnMacnJt)S»adn0 rill 11 llllll II Illll aBiAHioiiaeTLiiiHiiiiilJBiafiiw<iyiw.iiMi U>to3ff ns»30Bles lO'af.tnat. lOpicsariiAv) aOa«flls roc (MM. «a«)pies PocinaM. 6 DKs ffitdtno ortettr aoanpies- 4* ex. max. •towiRaftefegfanalEngiBeglbrtnBagtOHBcnhanW. *GansUle a tai Ingeniero Piofcsional pan trusaes oris de CO Iks. 0 SccKSW/" for Tout opHtfB. *a ct KStW " pars IK occuoes (te TCTtR. y^^^'^icnibct^' EM Rame reitriWyiiQelng^ I eaifiyccnicnt iflfarrnrton* para Armatones HastMes veadfawncnBCSkBX TEMPORARY RESTRAINT & BRACING RESTRICaON Y ARRIOSTRE TEMPORAL 1 iDcacegrawdbraaetEvlHsttnAsdtnxfVI'i ' ane wfth aatOMsaf tap ehanHsmporary lat- <K« i«4rai« <see taVr at the neA column). Cela^io ks anfosGMs de fena para «(ptmei mns tfraoanenle CR ttte* eon (Odd WW de IM An dc nsHobion MeM tomponif (te la cMnla superior (uea la taUa en ta prdKima ® Do net Mak on unteaced Ground bradng not itw* tof darltv^ Repita los srrlMtres <Ga(tonalcs pnra cad» gnipo dc 2)WeBMBIiatPLAIC—nANODELOSnWBROSSeCUNOARMS ^trusses. LATERAL RESTRAINT & DIACONAL BRACING ARE VERY IMPORTANT iLA RESTRICaON LATERAL Y EL ARRIOSTRE DIAfiONAL SON MUY meORTANTES! 3) MfnOH OKMO—CUBtM Uftefat Resbilrte * isAAT or .5 vleacires««ncnBOlT . VtzJiKStdcponl A|sirM9onaiKQeeM tosrtEJtewai. »«iie«**s»l«tfoi fcgeiTwarwtiewW- nnAveranditljewing ABlsteratflestrasts SiffiesJteCucrt^ locatos. tKppedtf least bratnns. INSTALLING — INSTALAaON 1 .Outef Ptamb am DfltJ IM-r' i/r r 7 1- *• . S' e r r >fr COHffnUlCTION LOADING - OUtGA OE CONSTRUCOON y\ Do not pnxeed eonoruaion vei% at tatcr;ri fcstnint and tioang is woxvly and prc^Iy in place. in proceda con la construcclin Kista que iBdas las rcstric- uones latQaics y 109 atviostfcs esi^ colocados cn fbnto BPropttdayse^n. ®00 not exceed mannun stack AclgMs. Refer to SCSljHLSuft TWy S^fH - l cwftu*" for mwt nlbrmatlon. Noncvda )K alturas in&xiRiss de rnomorv. Ifca e( rcsumcn BCSTM.CawijJe.ConstrvDrtiT'"* para mw Wiwmaelin. I'm ®Do not overload smaB group!: or single tnnser. IW sobrccarque oeoucnos gruoos 0 trusses incSwdusles. Nunca anvntone WS mMerMes (e>u dc un pico. —' roHantr l» t!W)as sotjty twn', tnissM como pf^rtuc.. 0no5AnlomlSC<wr)ondt)i>«lngMt)h. T CQSOQW rsimA SObrr las paicdK ^nportrntf-s. ; / .L \ f / ALTaunOMS - ALTCRAdONES Refer to KSliBJUB>fflK!L5bKtjJ^ vwel nsumen BCSI*5 t5a8Dlj)(U5JisS2USO<aaci^ ®Oo not a< alter, or drSD any structural member of a truss triless spedtokf peNnKcd by ?«> Truss Oesgn OwfKig. [^-p: Mo arte, aiiere 0 perfbre ringun mien4i0 estrueturtf dc un truss, a menos que est* cspeoTieamente pcwiifido cn ei Olbt^ del Olseno del Thss. 'll'usses tf« hM been o>«rbBded Airtng corntfixtte prior apptqwi rw»f rgndw the Thig Want<acttiti^ Imitcd wairarty rndt and void. itviees que se han soOrceaniado dwamc la construccl^ 0 han sido iikeiadK previa dtf fttvicarte de TniBCK pueden taeer nuio y sin efbeio la gacantfa BR)^^ TRUSS PUTE IM&'fl IU lfi ZtS K. l«e St, SK. 3U * HnBTiAO, w. tnH 7taKB$>uiio • 1 L2'-5" I3'-I" A B2 A2 A2 B2 A B ROOF TRUSS PLACEMENT PLAN Based on construction documents <dat&d.mbao\A. HANSER CALLOUT PER 4ALF BLP& CARRIED hChDLH Bir'irSCi'n ri^pwu* HUS26 16 HUS2fe-2 .2 BLOC<S PER BLD&: SPACER .2X4K 22 T/16" .2K4K J22 T/16" VENT .2x4x .22 T/16" BB^L. 3/12 .2xlO"x .22 T/16" 34 C? (1)300 BEVEL: 9/12 .2x14 l/2"x .22 T/16" <|> 2& LOTS: THIS LAYOUT IS TO ASSIST WITH TRUSS PLACEMENT ONLY. IT IS NOT A STRUCTURAL FRAMING PLAN. PLEASE CHECK WITH E.O.R. FOR BRACING AND CONNECTION DETAILS. NOTES: • Recommsnded hanger sizes noted are to be "Simpson" type hangers, and are supplied by others. ** Indicates uplift reception. Refer to truss placement plan for all truss to truss connectlops. Refer to construction documents and E.O.R. for all truss to plate connections. <jtN Refers tb loose out rafter, hip, valley, California and Jack fill areas. PROJECT JOBSITE LOCATION CARLSBAP, CA. DATE: 30 OCTOBER 20\4 •RAVWBY: EP SALAZAR SCALE: PLATt HEGHT: lO'-l" ROOF PITCH: 3/a CBUNG PITCH. PLAT TRUSS HEEL HEIGHT: TYRCAL SPAONG: 24" O.C. TYPICAL OVERHANG: 4x8 TAILS (gr OTtigRS; ROOF MATERIAL TILE FA U. IN ATTIC NO < < O LU _l < o CQ CQ _i < < Empire Truss 1755 Brown Avenue Riverside, CA 92509 Phone: (951) 300-1758 0=ax: (951) 300-1769 > r VILLA ^ Job Name: Truss ID: 1A REQ'D 1.50" 1.50" 1.50" BRG X-LOC 1 0- 1-12 2 13- 1- 4 3 13- 1- 4 - BRG HANGER/CLIP 3 HUS26 Support Connection<s)/Hanger(s) are not designed £o£.horizontal loads. SEE SmpSON CAIAIOG FOR ADDITICaiAL :^TALLATI0N NOTES REACT SIZE 1^83 3.50" 21 1.50" 598 HGR NOTE TC 1-2 1- 2 2- 3 3- 4 4- 0 BC j5-6 6- 7 7- 0 HEB 2-6 i3-6 FORCE -413 -1000 -630 -37 -1 AXL END 0.00 0.17 0.01 0.17 0.00 0.20 0.00 0.19 0.00 0.00 CSI 0.17 0.18 0.20 0.19 0.00 FORCE AXL BND CSI 932 0.08 0.50 0.58 297 0.03 0.39 0.42 0 0.00 0.00 0.00 FORCE CSI -442 0.11 523 0.21 VEB FORCE CSI 3-7 -651 0.16 SLDRl -924 0.07 TC BC NEB SLIDER 2x4 2x4 2x4 2x6 DPL DFL DFL DFL #1 S Btr. #1 £ Btr. SIANDABD #2 Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Install interior support(s) before erection. FLASINO BASED OH OREEN LUMBER VALUES. 20 psf bottcBi chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. Designed per ANSI/TPI X-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESION IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Mark all interior bearing locations. Shim bearings (if needed) for req. support. Hanger nail points that protrude through the back face of the girder shall be clinched or covered for safety. 6-1-0 S-4-0 1-9-0 6-1-0 11-5-0 13-2-0 4-1-8 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION (S) : Support Main Hind Non-Wind 1 -29 lb 2 -5 lb -22 lb 3 -72 lb HORIZONTAL REACTION(S) : support 1 191 lb support 3 191 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = c Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 21.91 ft, aph = 110 Occupancy Category II, Dead Load — 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Cdoponents and Cladding Tributary Area = 26 sqft MAX DEFLECTION (span) : L/684 MEM S-6 (LIVE) LC 52 L= -0.23" D= -0.18" T= -0.41" =5== Joint Locations 1 0-0-0 5 0-0-0 2 6-1-0 6 8-11- 0 3 11- 5-0 7 13- 2- 0 4 13- 2- 0 B2 W:108 R:21 U:-22 4-1-8 13-2-0 B3 HUS26 W:108 R:S98 U:-72 8-11-0 4-3-0 All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 8-11-0 or Wave 20 ga., uniess preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded ga. from Truswai, positioned per Joint Detail Reports available from Truswal software, unless noted. 13-2-0 OVER 3 SUPPORTS Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TNs design is for an individual building component not truss system. It has been based on specitications provided by the component manufactiFer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assigned for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads UtiHzed on thjs design meet or exceed the loading imposed by the local building code and the parttciiar application. Ttie design assunes that the top chord is laterally braced by the roof or floor sheattitng and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause tlie moistia-e content ofthe wood to exceed 19% and'or cause connector plate corrosiori Fabricate, handle, install and brace this truss in accordance with the foliowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCA1' - Wood Truss Council of America Standard Desi9i Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312. Alexandria. VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Wishington, DC 20036. Engineering: Riverside Salesman: Designer: WO: R1S49_ES Date: 1/22/2015 INLAND IV/'>wy'~V^I Emoire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TNs design is for an individual building component not truss system. It has been based on specitications provided by the component manufactiFer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assigned for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads UtiHzed on thjs design meet or exceed the loading imposed by the local building code and the parttciiar application. Ttie design assunes that the top chord is laterally braced by the roof or floor sheattitng and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause tlie moistia-e content ofthe wood to exceed 19% and'or cause connector plate corrosiori Fabricate, handle, install and brace this truss in accordance with the foliowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCA1' - Wood Truss Council of America Standard Desi9i Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312. Alexandria. VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Wishington, DC 20036. TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf DurFacs L=1.25 P=1.2S RepiVlbrBnd 1.15 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104013 Job Name: Truss ID: 1AA Page 1 of 2 ;0 8-0-0 2-6-10 2-7-6 8-0-0 10-6-10 13-2-0 S-2-0 2-10-0 2-10-0 1.5X3 4-0-0 13-2-0 B2 HHUS26-2 W:308 R:1617 8-0-0 5-2-0 8-0-0 13-2-0 7 , 0-1^-55 H STUB All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWIVIX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. ^1<I>K INLAND rsv^/X^I Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read aii notes on this sheet and give a copy of it to the Erecting Contractor. This desi9i Is for an individual building component not truss system. It has been based on specifications provided by the component manufacttrer and dtme in accordance with the current versions of TPI and AFPA design standards. No responsSiility is assumed fbr dimensional accuracy. Dimensions are to be verified by the component menufaeturer and/or bujiding designer prior to fabrication. The buifding designer must ascertain that ttie loads utilized on this design meet or exceed the loading imposed by the locaj building code and the particiiar application. The desjgn assumes that the top chord ia laterally braced by ttie roof cr floor sheatiling and ttie bottom chord is laterally llraced tiy a rigid sheatliing material cf rectly attwiied unless othererise noted. Bracing ahown is for lateral st^ipoft of components menibers only to reduce buckling length. Ttiis component shall not be placed in any environment that wilt cause the moi sttre content ofthe wood to exceed 19% end/or cause connector plate corrosion. Fabricate, liantfle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' availalile as output from Truswal softvrare, 'ANSI/TP11', -wrCA 1' - Wood Truss Council of America Standard Desi^ Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPt The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312. Alexandria, VA 22314. The American Forastand Paper Association (AFPA) is located at 1111 igth Street, NW; Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.2S RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104014 Job Name: Truss ID: 1AA Page 2 of 2 BRG X-LOC REACT SIZE REQ'D 1 0- 1-12 1298 3.50" 1.50" 2 13- 0- 4 1617 HGR 1.50" BRG HAMGER/CLIP NOTE 2 HHUS26-2 Support Connectxc8l(s)/Haziger(s) are -not^^idesigiied for~horizontal loads. SEE SIMPSON CAIU^G FOR ADDITI0NAI."TN5TALLATI0N NOTES TC 1-2 1- 2 2- 3 3- 1 FOBCE -718 -2372 -2250 54 AXL BND CSI 0.00 0.31 0.31 0.01 0.31 0.32 0.01 0.10 0.12 0.00 0.09 0.09 I BC FORCE AXL END CSI 5-6 2237 0.14 0.49 0.63 «-7 1345 0.09 0.31 0.39 ' WB ,7-4 VEB ,2-6 3-6 ;3-7 FORCE -202 AXL BND CSI 0.00 0.06 0.07 FORCE CSI WEB FORCE CSI -409 0.03 4-7 -202 0.07 1270 0.26 SLDRL -1766 0.07 -1928 0.20 2x4 DFL #2 2x4 DFL #1 £ Btr. 2x4 DFL STANDARD 2x6 DFL #2 2x4 DFL STANDARD TC BC WEB SLIDER QBL BLK Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THB COMPOSITE RESULT OF MULTIPLE LOAD CASES. Gable studs are required OMLX in the truss ply that will have siding/sheathing attached and are used only for that attachement as non-structural menibers. Loaded for 200 lb non-concurrent moving BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSl and ANSI/TPI 1. 2-ELX! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** Cluster screws, if shown, are 3" long. Hanger nail points that protrude through the back face of the girder shall be clinched or covered for safety. HORIZONTAL REACTIQN(S) : support 1 1S8 lb support 2 188 lb 20 psf bottom chord live load NOT reguired on this truss, per IBC/IRC requirements for attics with lizoited storage. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8,0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Drainage must be provided to avoid ponding. PLAIINI3 BASED OH GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 21.42 ft, E^h = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 66 sqft Vertical members exposed to wind: 7-4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "IVIX" for TWMX 20 ga. or "H" fori 6 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others) . lOd = lOd NAILS, SDS » Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) e = Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + HAXL pattern shown is based on: lOd BOX = 0.128" dia. x 3.0" long nail lOd CObMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d cotMON = 0.162" dia. X 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) : Support Main wind Non-Wind 1 -44 lb 2 -55 lb LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc TC Vert 72.00 0- 0- 0 72.00 TC Vert 174.75 8- 0- 0 174.75 BC vert ••-Type.. TC Vert TC Vert BC Vert 38.83 0- lbs 319.0 255.2 350.0 0- 0 38.83 X.Loc LL/TL 8- 0- 0 1.00 8- 0- 0 0.00 4- 0- 0 0.56 8- 13- 13- IiL/TL 0.56 0.56 0 . 00 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 2 L= -0.10" D= -0.29" T= -0.38" EX.WB DEF CRITERIA:L/120 IN MEM 7- 4; T= 0.00" = Joint Locations === 1 0-0-0 5 0-0-0 2 8-0-0 6 8-0-0 3 10- 6-10 7 13- 2- 0 4 13- 2- 0 INLAND ^^•"^•"S-^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^i is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified t>y the component manuteturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paitictJar application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the t>ottom chord is laterally braced by a rigid sheathing meterial directly attached, unless otherwise noted. Bracing shown is for lateral si^port of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moistla-e content ofthe wood to exceed 19% and/or cause connector plate corrosioa Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCA I'-Wbod Truss Council of America StandvdDesipi Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSl) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312; Alexandria, VA22314. The American Forest aid Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/201S DurFacs L=1.25 P=1.25 RepiVlbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.S.20- 104014 Job Name: Truss ID: 1AB Page 1 of 2 o 7-S-O 2-8-12 7-5-0 10-1-12 3^-4 13-2-0 9-11-11 M-15 3X10 T 0-10-0 1 1 2-6-8 3-3-1S SHIP Bl 'vfy \\ 13-2-0 7-5-0 5-9-0 B2 HUS26 W:308 R:S79 O-llfe-47 7-5-0 13-2-0 I- H STUB All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded ga. from Truswal, positioned per Joint Detail Reports avaiiable from Truswal software, unless noted. INLAND rs>'"V>'"Vyn Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is fbr an individual building component not truss systein. it has been based on specifications provided by ttie component manufactia-er and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assigned for dimensional accuracy. Dimensions are to be verified tiy ttie component manufacturer and/or building designer prior to fabrication. The bullding designer must ascertain that tha loads utilized on this design mert or exceed the loading imposed by the local building code and the particular i^llcation. The design assumes that the top chord is laterally braced by the roof or floor stwathing and the bottom chord is laterally braced by a rigid sheatNng material directly attached, unlass otherwise noted. Bracing shown is for lateral si^poft of coinponents members only to reduce buckling [ength. This con^ionent shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosioii Fabricate, handle, insttril and brace tNs truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tha American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, W^ington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec iBC-2012 Seqn T6.5.20 - 104039 Job Name: Truss ID: 1AB Page 2 of 2 BBS X-LOC REACT SIZE REQ'D 1 0- 1-12 579 3.50" 1.50" 2 13- 0- 4 579 HGR 1.50" BRG HANGER/CLIP NOTE 2 HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIOHAI INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 -288 0.00 0.18 0.18 1-2 -940 0.01 0.23 0.24 2-3 -840 0.11 0.12 0.23 3-4 47 0.00 0.09 0.09 BC FORCE AXL BND CSI 5-6 866 0.07 0.43 0.50 6-7 576 0.04 0.40 0.44 VIB FORCE AXL BND CSI 7-4 -95 0.02 0.09 0.11 HEB FORCE CSI WEB FORCE CSI 2-6 108 0 .03 4-7 -95 0.11 3-6 370 0 .15 SIBRL -970 0.07 3-7 -730 0 .18 TC 2x4 DFL #2 2x4 DFL #1 & Btr. 1-2 BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD SLIDER 2x6 DFL #2 Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE CCadPOSITE KESIXLT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. Hanger nail points that protrude through the back face of the girder shall be clinched or covered for safety. HORIZONTAL REACTION(S} : support 1 146 lb support 2 146 lb Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord Ituober value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. X'RC/XBC truss plate values are based on testing and approval as reguired by IBC 1703 and ANSI/TPI and are r^orted in available documents as ER-1607 and ESR-1118. Continuous lateral restraint attached to flat TC aa indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. This truss is designed using the ASCE7-10 Wind specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = c Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Msan roof height — 21.66 ft, n^h = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 26 sqft Vertical monbers exposed to wind: 7-4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below tbe truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 48.00" 6- 9- 9 13- 2- 0 UPLIFT REACTION(S) : Support Main Wind Non-Wind 1 -40 lb 2 -47 lb 20 psf bottom chord live load NOT reguired on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/999 MEU 5-6 (LIVE) LC 45 L= -0.14" D= -0.10" -0.24" EX.WB DEF CRITERIA:L/120 IN MEM 7-4; T= 0.00" Joint Locations 1 0-0-0 5 0-0-0 2 7-5-0 6 7-5-0 3 10- 1-12 7 13- 2- 0 4 13- 2- 0 INLAND Empire Truss 1850 Atlanta Ave. RiversWe, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building componant not truss systam. It has been based on specifications provided by the component manufactu-er and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assuned fbr dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material drectly attached, unless otherwise noted. Bracing shown is for laterd st^iport of components mernbers only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content ofthe wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', WCA 1'-VVbod Trass Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSl) and BCSl SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TCLive 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/201S DurFacs L=1.25 P=1.25 Rep IVIbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.S.20- 104039 Job Name: Truss ID: 1AC Page 1 of 2 !0 6-1-0 5-11-0 1-2-0 3-9-15 3X10 T 0-10-0 1 1 ^ . R:579 l:-42 ,.=3-9-15 3-6-6 I SHIP 13-2-0 B2 HUS26 W:308 R.579 8-11-0 4-3-0 8-11-0 13-2-0 —I STUB All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWIMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND iN>^>vy>^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 4^41 Wl\ ••• • WARNING Read aii notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual buiiding component not truss system. It has been based on specifications provided by the component manufacturer and donainiBcordence with thecurrent versions ofTPi and AFPA design standards. No responsibility is assuned for dimensional accuracy. Dimensions ars to be verified tiy the component manufacturer and/or building designer prior to fabricatton. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paiticuiar application. The design assumes that the top chord is iateraily braced by tiie roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing stiown is for lateral si^iport of components memtiere only to reduce budtling length. This component shall not be placed in any environment that will causa the moisture content ofttie woodto exceed 19% aiKVor cause connector plate corrosioa Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WrCA 1' - V*jod Tmss CouncU of America Standird Deeisi ResponsibllKies, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPL The Trass Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Alexarxiria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Wiishlngton, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22^2015 DurFacs L=1.25 P=1.25 RepiVlbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.5.20 - 104040 Job Name: Truss ID: 1AC Page 2 of 2 BRG X-LOC RES«:T SIZE REQ'D 1 0- 1-12 579 3.50" 1.50" 2 13- 0- 4 579 HGR 1.50" BRG HANGER/CLIP NOTE 2 HUS26 Support ConiieoticHi(s)/Haiiger(s) are not "designed for horizontal loads. SEE SBdPsoH ctanf/ys ADDITIONAL INSTALLATION NOTES i TC AXL BSD CSI |l-2 -409 0.00 0.17 0.17 1-2 -983 0.01 0.17 0.17 2-3 -625 0.00 0.18 0.18 ;3-4 69 0.00 0.06 0.06 BC FORCE AXL BND CSI 5-6 915 0.08 0.52 0.60 i6-7 339 0.03 0.41 0.44 VfB FORCE AXL BND CSI 7-4 -81 0.01 0.21 0.22 WEB FORCE CSI WEB FORCE CSI 2-6 -423 0 10 4-7 -81 0.22 3-6 490 0 .20 SUJRL -912 0.07 3-7 -587 0 .14 TC 2x4 DFl #2 2x4 DFL #1 £ Btr. 1-3 BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD SLIDER 2x6 DFL #2 Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used TKXS DESION IS THB COMEOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Drainage must be provided to avoid ponding. Hanger nail points that protrude through the baclc face of the girder shall be clinched or covered for safety. 20 psf bottoDL chord live load NOT required on this truss, per IBC/IRC reguirements for attics with limited storage. Designed per ANSI/TPI 1-2007 Fabrication Tolerance — 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values axe based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. PLATING BASED ON OREEN LUMBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 Mean roof height = 21.91 ft, mph = 110 Occupancy Cat^egory II, Dead Load — 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Con^onents and Cladding Tributary Area = 26 sqft Vertical members exposed to wind: 7-4 End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) bave been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTION(S) : Support Main Wind Non-Wind 1 -42 lb 2 -SO lb HORIZONTAL REACTION(S) support support 234 lb 234 lb MAX DEFLECTION (span) : L/679 MEM S-6 (LIVE) LC 46 L= -0.23" D= -0.18" T= -0.41" EX.WB DEF CRITERIA:L/120 IN MEM 7- 4; T= 0.01" =«^= Joint Locations 1 0-0-0 5 0-0-0 2 6-1-0 6 8-11- 0 3 12- 0-0 7 13- 2- 0 4 13- 2- 0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "IVIX" for TWIVIX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND I IV/^\XN-/i Empire Truss i 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^ is fbr an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the cunent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or txjilding designer prior to fatjrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the locat txjilding code and the particular application. The design assunes that the top chord is laterdly braced tiy ttie roof or floor sheathing arxl the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral si^port of components members only to reduce budding length. This component shall not be placed in any environment that will cause the moishre content ofthe wood to exceed 10% and/or cause connector plate conosion Fabricate, harxJie, install and brace this trass in accordance with the foilowing standards; 'Joint and Cutting Detail Reports' available as output from Traswal software, 'ANSI/TP11'. 'WTCA I'-Wtood Trass Council of America Standard Desl^ Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Trass Plate Institute (TPI) is located at 218 N. Lee Street Suite 312. AlexarxJria,VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW. Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R154g ES Date: 1/22/2015 DurFacs L=1.2S P=1.2S RepiVlbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.5.20 - 104040 Job Name: Truss ID: 2BA Page 1 of 2 o 2-5-0 10X10 13-7-0 T 0-10-0 1 B2 W:S08 R:2303 U:-72 2-5-0 SHIP 6-4-0 6-4-0 P|<s it 64-0 13-7-0 TYPICAL PLATB: 1.5X3 All connector plates are Truswai 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND INX^tXXyi Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Ttiis desi^i is fbr an individual building component not truss system, it has been based on specifications provided by the component manufacturer and done in accordance with the cunent versions of TPI and AFPA design standards. No responsibility is assuned for dimensional accuracy. Dimensions are to be verified t>y tlie component manuteturer and/or building destgner prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading irrposed t>y the local buiidtng code and the particiiar application. The design assunes that tlie top chord is lateratly braced by ttw roof or floor sheathing arxJ the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvise noted. Bracing shown is for lateral SLpport of components memljers only to reduce buckling length. This coirponent shall not be placed in any environment ttMt will cause the moisture content of tiia wood to exceed 19% and'or cause connector plate corrosion Fabricate, handle, install and brace this truss In accordance with the fbllowing standards; 'Joint and Cutting Detail Reports' available as output from Traswal software, 'ANSI/TP11','WTCA 1'-Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Trass Plats Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepiVlbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20- 104017 Job Name: Truss ID: 2BA Page 2 of 2 BRG X-LOC REACT SIZE REQ'D 1 0- 2-12 2303 5.50" 1.50" 2 13- 4- 4 2303 5.50" 1.50" TC BC WEB SLIDER QBL BLK 2x4 2x4 2x4 2x6 2x4 DFL DFL DFL DFL DFL #2 #1 £ Btr. STAND&RD #2 STAND2VRD TC FORCE AXL Bin) CSI 1-2 -1147 0.00 0.83 0.83 • -4164 • o.-es 0.83 0.88 2-3 -3908 0.04 0.29 0.33 3-A -A1A9 . o.-'ds 0.82 0.38 3-4 -11 AO 0.00 0.82 0.83 1 BC FORCE AXL BHD CSI 5-6 3941 0.25 0.59 0.84 6-7 3870 0.25 0.20 0.45 7-8 3926 0.25 0.59 0.84 VEB FORCE CSI 14EB FORCE 2- 6 3- 6 3-7 641 0.13 239 0.05 606 0.12 SLDRL SLDRR CSI 0.13 Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS TKE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Qable studs are required ONLX in the truss ply that will have siding/sbeathing attached and are used only for that attachement as non-structural meaobers. Loaded for 200 lb non-concurrent moving BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSt and ANSI/TPI 1. UPLIFT REaCTION(S) : Support Main Kind Non-Wind 1 -72 lb 2 -72 lb 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Drainage must be provided to avoid ponding. PLATINQ BASED ON OREEN LUMBER VALUES. 2-PLY! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **VER FOOT!** Cluster screws, if shown, are 3" long. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = c Bldg Length = 65.00 ft, Bldg width = 40.00 ft Mean roof height = 21.21 ft, mph = 110 Occupancy Category II, Dead Load — 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 105 sqft All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWIVIX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to FLF loads only. Concentrated loads MUSI be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others) . lOd = lOd NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) i = Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: lOd BOX = 0.128" dia. X 3.0" long nail lOd COhtlON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. X 3.5" long nail 16d COtAdON = 0.162" dia. X 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + LOAD CASE #1 DESIGN LOADS Dir L.Plf L Loc R.Plf R Loc LL/TL TC Vert 72.00 0-0- 0 72.00 6-4- 0 0.56 TC Vert 150.00 6-4- 0 150.00 7-3- 0 0.56 TC Vert 72.00 7-3- 0 72.00 13-7- 0 0.56 BC vert 213.33 0-0- 0 213.33 13-7- 0 0 .47 Type. lbs X.LOC LL/TL TC Vert 182 9 6- 4-0 1.00 TC Vert 146 3 6- 4-0 0.00 TC Vert 182 9 7- 3-0 1.00 TC Vert 146 3 7- 3-0 0.00 MAX DEFLECTION (span) : L/973 MEM 7-8 (LIVE) LC 1 L= -0.16" D= -0.33" T= -0.49" =s=ss Joint Locations 1 0-0-0 5 0-0-0 2 6-4-0 6 6-4-0 3 7-3-0 7 7-3-0 4 13- 7-0 8 13- 7- 0 ^<I>K INLAND l\/>y/>»>^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component marvjfacttxer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component Tnanufacturer and/or txjilding designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed tiy ttie local txjilding code aixt the particiiar applicdion. The design assumes that the top chord is laterally tx'aced t>y the roof or floor stieathing and the tiottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for iaterai st^iport of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture cortent ofthe wood to exceed 19S and/or cause connector plate corrosioa Fabricate, handle, instail and brace this trass in accordance with the following standards: 'Joint and Cutting Oetail Reports' available as output from Traswal software, 'ANSirrP11', 'WTCA 1' - Wood Trass Council of America Standard Desi^ Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Trass Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest end Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Wiishlngton, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.S.20- 104017 Job Name: Truss ID: 2C BRS X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 £ Btr. 1 0- 2-12 1144 5 50" 1.50" BC 2x4 DFL #2 2 25- 9- 4 1144 5 50" 1.50" 2x4 DFL #1 £ Btr. 8-10 WEB 2x4 DFL STANDARD TC FORCE AXL BND CSI SLIDER 2x6 DFL #2 1-2 -445 0.00 0.68 0.68 Kcr (creep factor) =2.00 1-2 -2567 0.05 0.68 0.73 Refer to Joint QC Detail Sheet for 2-3. ... .-236,7 QJO 0.64 0.75 Maximum Rotational Tolerance used 3-4 -2368 O.IO 0.64 0.74 THIS DESIGN IS TKE COMPOSITE RESULT OF 4-5 -2569 0.68 0.73 MULTIPLE LOAD CASES. 4-5 -437 0.00 0.68 0.68 Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BC FORCE AXL BND CSI BCLL. 6-7 2420 0.25 0.62 0.88 PLATING BASED OH OREEN LUMBER VALUES. 7-8 1927 0.23 0.38 0.62 20 psf bottcn chord live load NOT required 8-9 1927 0.15 0.57 0.72 on this truss, per IBC/IRC requirements for 9-10 2422 0.18 0.47 0.65 attics with limited storage. VEB FORCE CSI WEB FC»£ JE CSI 2-7 -228 0 05 4-9 -230 O.OS Designed per ANSI/TPI 1-2007 Fabrication Tolerance = B.0% Bearings designed for an FcPerp value of tbe lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available dociuoents as ER-1607 and ESR-1118. 3-7 3-9 513 0.21 513 0.21 SICRL -2457 0.22 SIDRR -2447 0.22 UPLIFT REACTION(S) : Support l^in Wind Non-Wind 1 -S3 lb 2 -53 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category « C Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 22.04 ft, mph = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Ccn^onents and Cladding Tributary Area = 52 sqft MAX DEFLECTION (span) : L/876 tmi 8-9 (LIVE) LC 52 L= -0.35" D= -0. 66" •r= -1 ==5 Joint Locations 1 0- 0- 0 6 0-0-0 2 6- 6- 0 7 8-8-0 3 13- 0- 0 8 10-0-0 4 19- 6- 0 9 17-4-0 5 26- 0- 0 10 26-0-0 6<-0 6-6-0 64-0 13-0-0 6-6-0 19-6-0 6-6-0 264-0 13-04 T 4-1-0 i 10X10 Xo-10-0 Bl W:S08 R:1144 U:-S3 T 10X10 4-1-0 I SHIP Io-ioi B2 W:508 R:1144 U:-53 26-0-0 10 8-8-0 8-8-0 8-S-O 17-4-0 8-8-0 26-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports avaiiable from Truswal software, unless noted. Scale: 5/32" INLAND Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on tliis sheet and give a copy of it to the Erecting Contractor. This desi^ is fbr an individual Iniilding component not truss systam. It has been based on specifications provided by the component manufacttrer and done in accordance with the current versions of TPI and AFPA desjgn standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component mamjfaeturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by ttie local building code and ttie particular appltcltion. The design ass\snes that the top chord is laterally braced by the roof or floor sheathing and the tMttom chord is laterally braced by a rigid shetdhing material directly attached, unless othenvise noted. Bracing shown is for lateral s\^pott af components members only to reduce buckling length. This component shall not be placed in any environment thttf wHI cause the moisture content of tfie wood to exceed 19% and/or cause connector plate corrosioii Fsbricate, handle, instetl and brace this truss in accordance with the fallowing standards: 'Joint and Cutting Oetail Reports' available as output from Traswal software, 'ANSI/TP11'. 'WTCA 1' - Wbod Trass Council of America Standard Desi^ Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Trass Plata Institute (TPI) is located at 21S N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW, Ste 800, Weshington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Oate: 1/22/2015 DurFacs L=1.25 P=1.25 RepiVlbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.5.20- 104018 Job Name: Truss ID: 2CA BRfi X-LOC REACT SIZE REQ'D 1 '0- 2-12 2670 5.50" 1.50" 2 25- 9- 4 2570 5.50" 1.50" TC 1-2 1- 2 2- 3 3- 4 4- 5 . 5- 6 6- 7 6-7 BC 8- 9 9- 10 .0-11 .1-12 .2-13 .3-14 .4-15 WEB 2-9 2- 10 3- 10 3- 12 4- 12 5- 12 FORCE -365 -5607 ^«692 -7660 -7660 -6694 -5600 -385 FORCE 5235 5243 6553 6553 6553 5238 5229 AXL BND CSI 0.00 0.90 0.90 0.08 0.90 0.98 0.15 0.66 O.'iS 0.27 d'.iS 0.27 0.15 0.65 0.08 0.90 0.00 0.90 AXL BND CSI 0.46 0.40 0.87 46 0.27 0.73 ,58 0.11 0.69 42 0.08 0.50 42 0.09 0.50 33 0.22 0.55 33 0.31 0.64 FORCE CSI 186 0.04 1385 0.28 -281 0.02 1228 0.25 -885 0.07 1228 0.25 WEB FORCE CSI 5- 13 -277 0.02 6- 13 1391 0.28 6-14 178 0.04 SLDRL -5475 0.26 SIDRR -5446 0.25 TC BC WEB SLIDER OBL BLK 2x4 2x4 2x4 2x4 2x6 2x4 DFL DFL DFL DFL DFL DFL #2 #2 #1 £ Btr. STANDARD #2 STANDARD 11-15 Luniber shear allowables are per NDS. Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheet for Maxljnum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported In available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Permanent bracing Is required (by others) to prevent rotation/toppling. See BCSl and ANSI/TPI 1. UPLIFT REACTION (S) : Support Main Wind Non-wind 1 -26 lb 2 -26 lb 20 psf bottcm chord live load N(3T required on this truss, per IBC/IRC requirements for attics with limi ted storage. 4-0-0 4-0-0 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq — 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. THIS DESION IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Oable studs are required ONLY In the truss ply that will have siding/sheathing attached and are used only for that attachement as non-structural meaobers. Drainage must be provided to avoid ponding. PLATINQ BASED ON OREEN LUMBER VALUES. 2-PLX! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** Cluster screws, if shown, are 3" long. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg width = 40.00 Mean roof height = 21.42 ft, mph = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Ccn^>onents and Cladding Tributary Area = 117 sqft 5-0-0 5-0-0 4-0-0 4-0-0 + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for FLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the baclc plys, distributed symnetrically around the hanger. Use any other approved detail (by others) . lOd = lOd NAILS, SDS Sin^son SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) S = Indicates load Is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: lOd BOX = 0.128" dia. x 3.0" long nail lOd CObMON = 0.148" dia. X 3.0" long nail 16d BOX = 0.135" dia. x 3.S" long nail 16d COkMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + LOAD CASE #1 DESIGN LOADS 4-0-0 8-0-0 8-0-0 13-0-0 18-0-0 -i 22-0-0 -I 26-0-0 Dir L.Plf L.Loc R.Plf R Loc LL/TL TC Vert 72.00 0- 0- 0 72.00 8-0- 0 0.56 TC Vert 180.00 8- 0- 0 180.00 18-0- 0 0.56 TC Vert 72. 00 18- 0- 0 72.00 26-0- 0 0.56 BC Vert 40.00 0- 0- 0 40.00 26-0- 0 0 . 00 Type. lbs X.Loc LL/TL TC Vert 319 0 8- 0-0 1.00 TC Vert 255 2 8- 0-0 0.00 TC Vert 319 0 18- 0-0 1.00 TC Vert 255 2 18- 0-0 0.00 8-0-0 10X10 Io-ia T 2-10-0 I^SHIP 1.5X3 3X4 Bl W:508 R:2570 U:-26 S=4X8 3X8 26-0-0 3X4 1.5X3 L/999 KEM 3-4 (LIVE) LC 1 L= -0.23" D= -0 54" T= -0.78" Joint Locations = 1 0-0-0 9 4-0-0 2 4-0-0 10 8-0-0 3 8-0-0 11 10-0-0 4 13- 0- 0 12 13-0-0 5 18- 0- 0 13 18-0-0 6 22- 0- 0 14 22-0-0 7 26- 0- 0 15 26-0-0 8 0-0-0 B2 W:508 R:2570 U:-26 10 4-0-0 4-0-0 11 5-0-0 12 13 4-0-0 8-0-0 13-0-0 5-0-0 4-0-0 14 15 4-0-0 18-0-0 22-0-0 26-0-0 TYPICAL PLATE: 1.5X3 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, posKloned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" INLAND Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^ is fbr an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design starxlards. No responsibility is assisned for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or txjilding designer prior to fatx'icatian. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is letereily braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvise noted. Bracing shown is for lateral support of components merrtbers only to reduce buckling length. This component shall not be placed in any environment tti^ will cause ttie moisture content ofthe wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the fbllowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSl/TPl 1', 'WTCA 1' - Wood Truss Council of America Siandard Desl^ Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Aiexarxiria. VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, W^ington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104019 BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 S Btr. 1 0- 2-12 1144 5 50" 1 50" 2x4 DFL #2 3-5 2 25- 9- 4 1144 5 50" 1 50" BC 2x4 DFL #2 2x4 DFL #1 S BtZ. 10-13 TC FORCE AXL BND CSI WEB 2x4 DFL STANDARD 1-2 -263 0.00 0 54 0.54 SLIDER 2x6 DFL #2 1-2 -2418 0.04 0 54 0.58 Kcr (creep factor) ~ 2.00 .2^3.. .ir244g. au)6 0 48 0.54 Refer to Joint QC Detail Sheet for 3-4 -2661 m 0.21 1.00 Maximum Rotational Tolerance used 4-5 -2661 m 0 21 1.00 THIS DESION IS THE COMPOSITE RESULT OF 5-6 -2448 o.'de 0 47 0.53 MULTIPLE LOAD CASES. 6-7 -2419 O.Oi 0 54 0.58 Loaded for 10 PSF non-concurrent BCLL. 6-7 -256 0.00 0 54 0.54 Loaded for 200 lb non-concurrent moving •''JSXL BCLL. BC FORCX: •''JSXL I SND CSI Continuous lateral restraint attached to 8-9 2262 0.24 0 45 0.68 flat TC as Indicated. Lumber must be 9-10 2349 0.26 0 52 0.78 structural grade. Brace S 24" o.c. unless 10-11 2349 o':l9 0 36 0.55 noted. 11-12 2348 0.19 0 40 0.59 12-13 2263 0.17 0 34 0.51 Job Name: Truss ID: 2CB Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq, = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Drainage must be provided to avoid ponding. PLATING BASED ON (3BEEN LUMBER VALUES. 20 psf bottcm chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. WEB FORCE CSI WEB FORCE CSI 2-9 210 0.09 5-12 222 0.09 3-9 222 0.09 6-12 209 0.08 3-11 400 0.16 SLDRL -2421 0.22 4-11 -260 0.05 SIHPR -2414 0.22 5-11 402 0.16 This design based on chord bracing applied per the following schedule: max o.c. from to TC 44.00" 9-11-11 16- 0- 0 UPLIFT REACTION(S) : Support Main wind Non-wind 1 -26 lb 2 -26 lb This truss Is designed using the ASCE7-10 Wind Specification Bldg Enclosed • Xes, Truss Location = ISnd Zone Exp Category = c Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 21.6S ft, mph = 110 Occupancy Category II, Dead Load — 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Con^onents and Cladding Tributary Area = 52 sqft MAX DEFLECTION (span) : L/999 MIM 9-10 (LIVE) LC 49 Ii= -0.18" D= -0.42" 0^ -0.60" 4-5-13 S-6-3 3-0-0 .3-0-0 5-6-3 4-5-13 Joint Locations 0- 0- 0 4- 5-13 10- 0- 0 13- 0- 0 16- 0- 0 21- 6- 3 26- 0- 0 T 3-3-15 10X10 3-3-15 -r I SHIP J_0-10:e. 3X4 S=4X8 Bl W:508 R:1144 U:-26 3X6 26-0-0 3X4 B2 W:508 R:1144 U:-26 6-4-13 6-4-13 10 6-7-3 11 12 13-0-0 6-7-3 13 19-7-3 6-4-13 26-0-0 All connector plates are Truswai 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWIVIX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = r y^ INLAND INXX/X^l Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desiyi is for an individual building component not truss systam. It has been based on specifications provided by the component manufacturer and dona in accordance with tlie current versions of TPI and AFPA design standards. No responsibility is assumed fbr dimensional accuracy. Dimensions are to be verified tiy tha component manufacturer and/or building designer prior to fabrication. The building designsr must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. Ttw design assumes tiiat the top chord is laterally braced by the roof or fioor sheathing and tha bottom chord is laterally braced by a rigid sheathir«i mttarial drectly attached, unless otherwise noted. Bracing shown is for lateral support of components memtwrs only to reduce buckling length. This component shall not be placed In any enviranment thet w8l cause the moisture content of tlie wood to exceed 1B% and/or cause connector plate corrosion Fabricate, handle. Install and bt«ce this truss in accordance with the following standards; 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSI/TP11', -WTCA 1' - Wood Tmss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI) arxl 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW Ste 8M, Vlfeshington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104020 Job Name: Truss ID: 2CC SG X-LOC REACT SIZE REQ'D ^i' 0- 2-12 1144 5.50" 1.50" 2 25- 9- 4 1144 5.50" 1.50" BC TC FORCE AXL BND CSI 1-2 -263 0.00 0.54 0.54 1-2 -2418 0.04 0.54 0.58 2-3'--"'-2449 orro 0.48 0.54 3-4 -2661 o.pe 0.21 1.00 4-5 -2661 0.21 1.00 5-6 -2448 0.06 0.47 0.53 6-7 -2419 0.04 0.54 0.58 6-7 -256 0.00 0.54 0.54 BC FORCE AXL BND CSI '8-9 2262 0.24 0.45 0.68 .9-10 2349 0.26 0.52 0.78 10-11 2349 0.19 0.36 0.55 11-12 2348 0.19 0.40 0.59 12-13 2263 0.17 0.34 0.51 !WEB FORCE CSI WEB FORCE CSI '2-9 210 0 09 5-12 222 0 09 |3-9 222 0 09 5-12 209 0 08 i3-ll 400 0 16 SIDRL -2421 0 22 i4-ll -260 0 05 SIXIRR -2414 0 22 '5-11 402 0 16 2x4 DFL #1 £ Btr 2x4 DFL #2 2x4 DFL #2 2x4 DFL #1 S Btr 2x4 DFL STANDARD 2x6 DFL #2 10-13 WEB SLIDER Kcr (creep factor) =2.00 Refer to Joint QC Detail sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq 5= 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values axe based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottcm chord live load NOT required on this truss, per XBC/XRC requirements for attics with limited storage. This design based on chord bracing applied per the following schedule: max o.c. frcoa to TC 44.00" 8- 9- 9 16- 0- 0 UPLIFT F£ACTXON(S) : Su^ort Main Wind Non-Wind 1 -44 lb 2 -44 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width - 40.00 ft Mean roof height = 21.91 ft, mph = 110 occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Ccn^onents and Cladding Tributary Area - 52 sqft MAX DEFLECTION (span) : L/999 MEM. 9-10 (LIVE) LC 49 4-5-13 5-6-3 .3-0-0 3-0-0 5-6-3 4-5-13 L= -0.18" D= -0. 42" as= -0 — Joint Locations 1 0- 0- 0 8 0-0- 0 2 4- 5-13 9 6-4-13 3 10- 0- 0 10 10-0- 0 4 13- 0- 0 11 13-0- 0 5 16- 0- 0 12 19-7- 3 6 21- 6- 3 13 26-0- 0 7 26- 0- 0 T 3-9-15 3X4 S=4X8 Bl W:508 R:1144 U:-44 3X6 26-0-0 3X4 3-9-15 10X10 I SHIP Xo-iOdB. B2 W:508 R:1144 U:-44 6-4-13 6-4-13 10 6-7-3 11 12 13 6-7-3 13-0-0 19-7-3 6-4-13 26^-0 lAII connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "IVIX" for TWIVIX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = r INLAND Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for sn individual bujiding component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading tirposed t>y Ihe local building code and the partictJar application. The design assunes that tlie top chord is laterally braced by the roof cr floor sheathing and the bottom chord is laterally braced t>y a rigid sheathing material directly attached, unless othenvise noted. Bracing shovm is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture cortent ofthe wood to exceed iW andfor cause connector plate corrosioa Fabricate, handle, install and brace this truss in accordance with the fcrilowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WrCAl' - Wood Tniss Council of America Standard Desi^ Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria. VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.5.20 - 104021 Job Name: Truss ID: 2CD 1 2 TC 1- 2 2- 3 4- 5 5- 6 5-6 BC 7- 8 8- 9 9- 10 10- 11 11- 12 0- 25- -1755 -2589 •-2«18 -2475 -2413 -243 FORCS 147 1858 1858 2627 2267 oc REACT SIZE REQ'D 8 1136 4.00" 1.50" 4 1141 5.50" 1.50" AXL BMD CSI 0.32 0.29 0.61 0.69 0.26 0.95 •Oreo 0.24 0.84 jOrOB 0.42 0.47 :'or04 0.54 0.58 0.00 0.54 0.54 #1 & Btx. #2 #1 S Btx. STAHDMtD #2 AXL 0.00 0.21 0.15 0.21 0.18 BSD CSI 0.46 0.46 0.40 0.61 0.19 0.34 0.32 0.53 0.27 0.45 12-13 2266 :0.26 0.26 0.52 HB FORCE 7-1 -1098 AXL BSD CSI 0.07 0.14 0.21 HEB FORCE cs; HEB FORCE CSI 1-7 -1098 0.21 3-11 -316 0 20 1-8 1983 0.81 4-11 234 0 10 2-8 -835 0.13 5-11 228 0 09 2-10 827 0.34 5-12 201 0 08 3-10 -306 0.05 SICBL -2331 0 21 TC 2x4 DFL BC 2x4 DFL 2x4 DFL WEB 2x4 DFL SLIDER 2x6 DFL Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESION IS THE COMFOSITE RESULT OF MULTIPLE LOW CASES. Lojuled for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Drainage must be provided to avoid ponding. FLAXINO BASED ON OBZEII LUMBER VALUES. HORIZONTAL REACTION(S) : support 1 -190 lb support 2 -190 lb This truss is designed using the ASCE7-ia Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = c Bldg Length = 65.00 ft, Bldg width = 40.00 Mean roof height = 21.91 ft, mpb = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main wind Force Resisting System - Lov-rise and Ccnqponents and Cladding Tributary Area = 52 sqft 'Vertical members - exposed to wind: 7-1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cg = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this axe shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace S 24" o.c. unless noted. 20 psf bottcm chord live load NOT reguired on this truss, per IBC/IRC requirements for attics with limi ted storage. End verticals are designed fox axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that xequixes additional design consideration (by others). This design based on choxd bxacing applied pex the following schedule: max o.c. TC 46.00" UPLIFT REACTION(S) Support Main Wind 1 -66 lb 2 -37 lb from 0- 1-to 16- 0- MAX DEFLECTION (Span) : L/999 MBA 3-4 (LIVE) LC 1 I*= -0.17" D= -0.39" 1= -0.56" EX.WB DEF CRITERIA:L/120 IN MEM 7- 1; T= -0.01" =s==s Joint Locations KSS= 5-6-9 5^-5 5-4-9 4-5-0 5-0-0 1 0- 0- 0 8 5- 6- 9 2 5- 6- 9 » 9-10- 8 3 11- 0-15 10 11- 0-15 4 16- 5- 8 11 16- 5- 8 5 20-10- 8 12 20-10- 8 6 25-10- 8 13 25-10- 8 7 0- 0- 0 T 3-9-15 3-S-15 10X10 I SHIP Jo-ioi B2 W:508 R:1141 U:-37 25-10-8 0-1-8 9 10 11 12 13 STUB 5-6-9 5-6-5 5-4-9 4-5-0 5-0-0 5-6-9 11-0-15 16-5-8 20-10-8 25-10-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = r INLAND IV^"S>^\/l Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^i is for an individual building component not truss system. It has been based on specifications provided by the conponent marwfactis'er and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions aro to be verified by the component manuftwturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheaAhing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is fbr iateraf si4>port of components members only to reduce buckling length. This component shall not be placed in any envirorwnent that will cause the moisturs content ofthe wood to exceed 19% antfor cause connector plate corrosion Fabricate, handle, install and brace this truss in accordanca with the fallowing standards: 'Joint and Cutting Detail Reports' availabis as output from Truswal software, 'ANSin-pi 1', 7VTCA1' - Wbod Tmss Council of America Standard Desi^ Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA22314. The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW, Ste 800, V^Khlngton, DC 20036. Engineering: Riverside Salesman: Designer: TCLive 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104022 'n Job Name: Truss JD: 2CE BS X-LOC REACT SIZE EEQ'D ll 0- 3- 8 ;; 1136 4.00" 1.50" 2 25- 9- 4 1141 5.50" 1.50" TC FORCE AXL BND CSI 1-2 -1755 0.32 0.29 0.61 2-3 -2589 0.69 0.26 0.95 |3-4- • --2418' • O.-M 0.24 0.84 4-5 -2475 0.42 0.47 b-6 -2415 0.54 0.58 ;5-6 -243 °-°9 0.54 0.54 BC FORCE AXL BND CSI 7-8 147 0.00 0.46 0.46 8-9 1858 0.21 0.40 0.61 9-10 1858 0.15 0.19 0.34 10-11 2627 0.21 0.32 0.53 11-12 2267 0.18 0.27 0.45 12-13 2266 0.26 0.26 0.52 WB FORCE AXL BND CSI 7-1 -1098 0.07 0.14 0,21 WEB FORCE CSI WEB FOESCE CSI 1-7 -1098 0 21 3-11 -316 0 20 1-8 1983 0 81 4-11 234 0 10 !2-a -835 0 13 5-11 228 0 09 2-10 827 0 34 5-12 201 0 08 3-10 -306 0 05 SLDRL -2331 0 21 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #2 2x4 DFL #1 £ Btr. 9-13 WEB 2x4 DFL STANDARD SLIDER 2x6 DFL #2 Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet £or Maxinoim Rotational Tolerance used THIS DESIOH XS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Drainage must be provided to avoid ponding. PLATING BASED OH GREEN LUMBER VALUES. HORIZONTAL REACTlaN(S) : support 1 -190 lb support 2 -190 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = les. Truss Location — End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 Mean roof height = 21.66 ft, mph = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as £^in wind Force Resisting System - Low-rise and Ccmponents and Cladding Tributary Area — 52 sqft Vertical meanbers exposed to wind: 7-1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the iToint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace e 24" o.c. unless noted. 20 psf bottcm chord live load HOT required on this truss, per IBC/IRC reguiirements for attics with limited storage. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that recpiires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. TC 46.00" UPLIFT REACTION (S) : Support Main wind 1 -78 lb 2 -25 lb from 0- 1- 8 16 to • 0- 0 MAX DEFLECTION (span) : L/999 MIM 3-4 (LIVE) LC 1 L= -0.17" D= -0.39" 1= -0.56" EX.WB DEF CRITERIA:L/120 IN MEM 7- 1; T= -0.01" == Joint Locations .. 5-6-g 5-6-5 5-4-9 4-5-0 5-0-0 1 0- 0- 0 8 S- 6- 9 2 5- 6- 9 9 9-10- 8 3 11- 0-15 10 11- 0-15 4 16- 5- 8 11 16- 5- 8 5 20-10- 8 12 20-10- 8 6 25-10- 8 13 25-10- 8 7 0- 0- 0 T 10X10 3-3-15 J_0.10i B2 W:S08 R:1141 U:-25 25-10-8 0-1-8 STUB S-6-9 5-6-5 9 10 SS-9 11-0-15 5-4-9 11 16-5-8 4-5-0 12 20-10^ 5-0-0 13 25-10-« All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = r INLAND Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsi'bility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utirtzed on this design meet or exceed the loading irnposed by the local building code and the particiiar appiicetlon. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral suppon of components members only to reduce budding length. This component shall not be placed in ai>y environment that will cause the moistire content oflhe wood to exceed 19% andfor cause connector plate corrosion. Fabncate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCA 1' - Wood Tnjss Council of America Standard Desi^ ResponsiHIities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO:R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.2S RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.5.20 - 104023 L • Job Name: Truss ID: 2CF Page 1 of 2 Jo 4-6-4 4-6-0 4-6-0 4-4-4 4-6-0 3-6-0 2-10-0 2X3 S=4X6 Bl W:400 R:2811 U:-33 B2 W:S08 R:2468 U:-25 2S-10-8 0-1-8 10 11 12 13 14 IS 4-6-4 4-6-0 4-6-0 4-4-4 4-6-0 4-6-4 9-0-4 13-6-4 17-10-8 3-6-0 22-4-8 25-10-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" lor SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND [\/\>^\7l Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desl^i is for an individual building component not truss system. It has been based on specifications provided by the componetit manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified t>y the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utiltzed on this design meet or exceed ttie loading imposed by ttie local building code and the particular appiicetlon. The design assisnss that the top chord is laterally braced t>y the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherarise noted. Bracing shown is for iaterai sippoit of components members only to reduce buckling length. This corrponent shall not be placed in any environment thtt will cause ttie moisture cortent ofthe wood to exceed 19% and/or cause connector plate corrosion. Fatmcate, handle, install and lirace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSin'P11', 'WTCA 1' - Wood Tnjss Council of America Standvd Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 ISth Street, NW, Ste 800, Washington, 00 20036. Engineering: Riverside Salesman: Designer: TCLive 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104024 Job Name: Truss ID: 2CF Page 2 of 2 BRG X-LOC REACT SIZE 1 0-3-8 2811 4.00" 2 25- 9- 4 2468 5.50" TC l.-:2 2-3 i3-4 4- 5 5- 6 6- 7 6-7 BC 8- 9 9- 10 10- ii 11- 12 12- 13 13- 14 14- 15 FORCE ,-3937, -6377 -7140 -6196 -6429 -5232 -280 AXL BND CSI O.QA 0.24 0.28 0..0.8 0.22 0.30 0.'12 0.17 0.29 0.07 0.15 0.23 0.15 0.51 0.66 0.07 0.75 0.81 0.00 0.75 0.75 TC 2x4 DFL #2 REQ'D 2x4 DFL #1 £ Btr 1.50" BC 2x4 DFL #2 1.50" 2x4 DFL #1 £ Btr WEB 2x4 DFL STANDARD SLIDER 2x6 DFL #2 QBL BLK 2x4 DFL STANDARD F0HJ3: AXL BND CSI 142 4201 6516 6516 7166 4871 4866 00 0.22 0.22 3*7 0.08 0.45 58 0.06 0.63 41 0.07 0.49 45 0.06 0.52 31 0.16 0.47 31 0.23 0.54 }flB FORCE 8-1 -2732 AXL END CSI 0.2-7 0.00 0.23 WEB FORCE CSI 1-8 -2732 0.23 1- 9 4601 0.93 2- 9 -2215 0.16 2- 10 2545 0.52 3- 10 -1153 0.08 3-12 729 0.15 WEB FORCE CSI 4-12 -217 0.02 4- 13 -1116 0.14 5- 13 398 0.08 6- 13 1447 0.29 6-14 219 0.04 SLDRL -5175 0.24 Lumber shear allowables are per NDS. Kcr (creep factor) — 2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AHSI/TFI and are reported in available dociunents as ER-1607 and BSR-1118. Loaded for 10 PSF non-concurrent BCLL. Drainage must be provided to avoid ponding. Permanent bracing is reguired (by others) to prevent rotation/toppling. See BCSl and ANSI/TPI 1. 2-FLX! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 ••PER FOOTi^^ Cluster screws, if shown, are 3" long. UPLIFT REACTION (S) : Support Main Wind Non-Wind 1 -33 lb 2 -25 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location — End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 Mean roof height » 21.42 ft, n^h = 110 Occupancy Category II, Dead Load - 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Ccmponents and Cladding Tributary Area = 121 sqft Vertical members exposed to wind: 8- 1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Qable studs are required ONLY in tbe truss ply that will have siding/sheathing attached and are used only for that attachement as non-structural menibers. Loaded for 200 lb non-concurrent moving BdiL. PLATINQ BASED ON OREEN LimBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (If any] have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the baclc plys, distributed symmetrically around the hanger. Use any other approved detail (by others) . lOd = lOd NAILS, SDS = stmpson SDS screws or equivalent substitute. (•) = Special Connection Req. (by others) e = Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + •*• + + + + + NAIL pattern shown is based on: lOd BOX = 0.128" dia. X 3.0" long nail lOd catUOH = 0.148" dia. X 3.0" long nail 16d BOX = 0.135" dia. X 3.5" long nail 16d cattKXl = 0.162" dia. x 3.5" long nail + + + + + + + + + + + •>••¥ + + + + + + + + + HORIZONTAL RlEACTiaN(S) : support 1 -182 lb support 2 -182 lb 20 psf bottcm chord live load NOT required on this truss, per IBC/IRC requirements for attics with limi ted storage. LOAD CASE #1 DESIGN LOADS Dir L.Plf L.LOC R.Plf R.Loc TC vert 174.75 0- 1- 8 174.75 18- 0- 0 TC Vert 72.00 18- 0- 0 72.00 26- 0- 0 BC Vert 38.83 0- 1- 8 38.83 26- 0- 0 . . .Type. . . lbs X.Loc LL/TL TC Vert 319.0 18- 0- 0 1.00 TC Vert 255.2 18- 0-0 0.00 MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC L= -0.17" D= -0.41" T= - EX.WB DEF CRITERIA:L/120 IN MEM 8- 1; T= 0.00" = Joint Locations ==== LL/TL 0.56 0.56 0.00 1 0.58" 1 0- 0-0 9 4- 6-4 2 4- 6-4 10 9- 0-4 3 9- 0-4 11 9-10-8 4 13- 6-4 12 13- 6-4 5 17-10-8 13 17-10-8 6 22- 4-8 14 22- 4-8 7 25-10-8 15 25-10-8 8 0- 0-0 INLAND Empire Truss 1850 Atlanta Ave. Riyerside, CA 92507 WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fatx'ication. The building designer must ascettain that the loads utilized on this design meet or exceed the loading imposed tiy the local building code arxl the particiiar application. The design assisnes that the top chord is iateraily braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moistire content ofthe wood to exceed 19% and/or cause connector plate corrosioa Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCA I'-Wtood Truss Council of America Standard Design l!esponsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, V\feshington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT8.5.20- 104024 Job Name: Truss ID: 2DA Page 1 of 2 B3 HGUS26-2 W:S08 R:2298 ^ U:-47 6-9-12 16-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. OVER 3 SUPPORTS ^1<1>K INLAND l\XX>oL/l Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNiNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. TNs desist is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to l» verified t>y the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local bujiding code and the particular application. The design assumes that the top chord is laterally braced t>y the roof or floor sheathing and ttie bottom chord is laterally braced by a rigid sheathing material drectly attached, unless othetwise noted. Bracing shown is for lateral st^iport of components members oniy to reduce tHjdding length. This componsnt shall not t>e placed in any environment that will cause the tTMNStis-e content ofthe wood to exceed 19% and^or cause connector plate corrosion. Fabricate, haiwlle, install and brace this truss in accordance with the fbllowing standards: 'Joint and Cutting Oetail Reports' available as output from TniSwal software, 'ANSI/TP11', 'WTCA 1' - Wood Tmss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 lOth Street, NW, Ste 800, Weshington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.2S P=1.2S RepiVlbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.5.20 - 104025 h Job Name: Truss ID: 2D A Page 2 of 2 S X-LOC REACT SIZE KEQ'D 1 0- 2-12 796 5.50" 1.50" 2 9-2-4 "3075 3.50" 1.64" 3 15- 9- 4 2298 HSR 1.50" BRG HAHGER/CLIP NOTE 3 HGUS26-2 Si:^}port Coill>ectl.on(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATABOG AODITIOHftL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 -1293 0.01 0.27 0.27 2-3 -1222 0.01 0.09 0.10 3-4 -1747 0.01 0.30 0.31 4-5 -1688 0.01 0.40 0.41 BC FORCE AXL BND CSI 6-7 1195 0.03 0.12 0.14 7-8 1393 0.05 0.60 0.65 8-9 1603 0.06 0.60 0.66 WEB FORCE CSI WEB FORCE CSI 2-7 -661 0 .04 3-8 1290 0.26 3-7 -778 0 .08 4-8 -756 0.05 2x4 DFL #2 2x6 DFL SS 2x4 DFL STANDARD 2x4 DFL #2 2x4 DFL STANDARD TC BC V9EB nEDGE GBL BLK Ltmiber shear allowables are per NDS. Kcr (creep factor) =2.00 Re£er to Joint QC Detail Sheet for Maxiitium Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Qable studs are required ONL! in the truss ply that will have siding/sheathing attached and are used only for that attachement as non-structural menibers. Heel plates analyzed for eccentricity. Marie all interior bearing locations. Drainage must be provided to avoid ponding. Permanent bracing is re<iulred (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. Hanger nail points that protrude through the back face of the girder shall be clinched or covered for safety. UPLIFT REACTION (S) : Non-Wind Support 1 2 3 Main Wind -16 lb -63 lb -47 lb Designed per ANSI/TPI 1-2007 Fabrication Tolerance — 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for Individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and pproval as required by IBC 1703 and ANSI/TPI and are reported in available dociunents as ER-1S07 and ESR-lllS. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Install Interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. 2-PLY! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 4 WEBS- 2 ••PER FOOT!^^ Cluster screws, if shown, are 3" long. Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss is designed using the ASCE7-10 wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 Mean roof height = 21.34 ft, mph = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 140 sgft All connector plates are Truswai 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. + + + + + + + + + * + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only, concentrated loads MUST be distributed to each ply etjually. Multi-ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the baclc plys, distributed syametrically around tbe hanger. Use any other approved detail (by others) . lOd = lOd HAILS, SDS = Simpson SDS screws or etjuivalent substitute. (•) = Special Connection Req. (by others) @ = Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + * + + + + + + + + + + + + KATTi pattern shown is based on: lOd BOX = 0.128" dia. X 3.0" long nail lOd COIMON = 0.148" dia. X 3.0" long nail 16d BOX = 0.135" dia. X 3.5" long nail 16d COMMON = 0.162" dia. X 3.5" long nail + + -f-f-l--f-f-f-F + -l- + + + -l--f-f-i--(- + + + 20 psf bottom chord live load NOT reguired on this truss, per IBC/IRC requirements for attics with limited storage. LOAD CASE #1 DESIGN LOADS Dir L.Plf L Loc R.Plf R Loc LL/TL TC Vert 72.00 0-0-0 72.00 7-6- 0 0.56 TC Vert 171.00 7-6-0 171.00 8-6- 0 0.56 TC vert 72.00 8-6-0 72.00 16-0- 0 0.56 BC vert 38.00 0-0-0 38.00 9-2- 4 0.00 BC vert 523.00 9-2-4 523.00 16-0- 0 0.52 Type. lbs X Loc LL/TL TC Vert 274 3 7-6-0 l.OO TC Vert 219 5 7-6-0 0.00 TC Vert 274 3 8-6-0 1.00 TC Vert 219 5 8-6-0 0.00 MAX DEFLECTION (span) : L/999 MIM 8-9 (LIVE) LC 57 L= -0.07" D= -0.12" T= -0.19" ^== Joint Locations == 1 0-0-0 6 0-0-0 2 7-4-8 7 7-4-8 3 8-7-8 8 9-2-4 4 9-2-4 9 16-0-0 5 16-0-0 ^<1>K INLAND Empire Truss , 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individuai tHjiiding component not truss system. It has been basad on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer end/or building designer prior to fabrication. The building designer rmjst ascertain that the loads utilized on this design meet or exceed the loading inposed by ttw local building code and the pariiciJar application. The design assumes that the top chord is Iateraily braced by ttie roof or floor sheattiing and the bottom chord is laterally braced try a rigid sheathing material drectly attached, unless otherwise noted. Bracing shown is for lateral suppon of components memisers oniy to reduce buckling iength. This component sheti nat be placed in any environment that will cause the moistire cottent ofthe wood to exceed 19% and^or cause connector plate corrosioa FAricate, handle, insttril and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avaiiabie as output from Truswal software. 'ANSI/TP11', 'WTCA 1'-Wood Truss Councii of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPI. Ths Tnjss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria. VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO:R1S49 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepiVlbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104025 Job Name: Truss ID: 2E RG X-LOC REACT SIZE REQ'D 1 2-11-12 1298 5.50" 1.50" 2 32- 0- 1 1298 5.50" 1.50" TC FORCE AXL BND CSI 1-2 -2225 0.06 0.33 0.39 .i-3.. ..-2Z45, 0.16 0.20 3-4 -2175 M* 0.24 0.28 4-5 -2175 joCb4 0.24 0.28 5-6 -3052 T0;^7 0.17 0.24 6-7 -3027 o'.Os 0.50 0.58 7-8 -2709 0.05 0.55 0.59 7-8 -330 0.00 0.55 0.55 BC FORCE AXL BND CSl 9-10 65 0.00 0.43 0.43 10-11 2270 0.24 0.65 0.89 11-12 2270 :o.l7 0.48 0.66 12-13 2672 0.21 0.49 0.69 13-14 2525 0.19 0.46 0.64 NB FORCE AXL END CSI 9-1 -1264 0.15 0.00 0.15 WEB FORCE CSI WEB FOEICE CSI 1-9 -1264 0 15 5-12 -707 0 49 1-10 2192 0 .89 5-13 472 0 19 2-10 -321 0 05 6-13 -341 0 05 3-10 -173 0 .05 7-13 440 0 18 3-12 -238 0 16 SLDRL -2733 0 24 4-12 634 0 26 TC BC KEB SLIDER 2x4 2x4 2x4 2x4 2x6 DFL DFL DFL DFL DFL #1 & Btr. #2 #1 £ Btr. STANDARD #2 11-14 Lumber shear allowables are per NDS. Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESION IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed " Yes, Truss Location » End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 Mean roof height = 22.43 ft, n^h = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Kind Force Resisting System - Low-xise and Ccoponents and Cladding Tributary Area = 59 sqft Vertical members exposed to wind: 9-1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of tbe truss chord Itunber value or 625 for all bearings. Plating is based on tjuality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available dociunents as ER-1607 and ESR-llls. PLATINQ BASED ON GREEN LUMBER VAUJES. 20 psf bottcm chord live load NOT retiuired on this truss, per IBC/IRC requirements for attics with limited storage. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads inciicated only. Horizontal loads applied at the end of the extensions bave not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTION (S) : Support Main wind Non-wind 1 -54 lb 2 -70 lb MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC 51 L= -0.25" D= -0.37" 1= -0.63" EX.WB DEF CRITERIA:L/120 IN MEM 9- 1; T= 0.00" === Joint Locations 1 0-0- 0 8 29-6- 0 2 5-4-12 9 0-0- 0 3 8-0- 4 10 5-4-12 4 13-4- 8 11 9-6- 0 5 18-8-12 12 13-4- 8 6 21-4- 4 13 21-4- 4 7 25-5- 2 14 29-6- 0 4-10-6 4-10-6 I SHIP 81 W:508 R:1298 U:-S4 2X3 H1019 S=H0312 3X8 3X8 B2 W:508 R:1298 U:-70 29-6-0 2-9-0 10 11 12 13 14 STUB 5-4-12 5-4-12 7-11-12 13-4-8 7-11-12 21-4-4 8-1-12 29-6-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "IVIX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: S/32" ,-1<I>K WARN ING Read all notes on this sheet and give a copy of It to the Erecting Contractor. This design is fbr an individual building component not truss system. It has been based on specifications provided by the component manufactiFer and done in accordance with the current versions of TP! and AFPA design standards. No rssponsRHlity is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to febrication. The tHjilding designsr must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local txjilding code and the partiotiar applicetion. The design assisnes that the top chord is lateratly braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenwise noted Bradng stiown is for laterat Sl^iport of components members only to reduce buckling length. This component shall not be placed in any environment ttiat wili cause ttie moisture content ofthe wood to exceed ^B% and/or cause connector plate conosion Fabricate, handle, instril and brace this tnJss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSIfTPl 1', 'WTCA 1' - Wbod Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest snd Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: WO: R1549_ES Date: 1/22/2015 INLAND Emoire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARN ING Read all notes on this sheet and give a copy of It to the Erecting Contractor. This design is fbr an individual building component not truss system. It has been based on specifications provided by the component manufactiFer and done in accordance with the current versions of TP! and AFPA design standards. No rssponsRHlity is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to febrication. The tHjilding designsr must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local txjilding code and the partiotiar applicetion. The design assisnes that the top chord is lateratly braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenwise noted Bradng stiown is for laterat Sl^iport of components members only to reduce buckling length. This component shall not be placed in any environment ttiat wili cause ttie moisture content ofthe wood to exceed ^B% and/or cause connector plate conosion Fabricate, handle, instril and brace this tnJss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSIfTPl 1', 'WTCA 1' - Wbod Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest snd Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf DurFacs L=1.25 P=1.25 RepiVlbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.5.20 - 104026 Job Name: Truss ID: 2E1 Page 1 of 2 5-1-12 2-7-8 5-4-4 5-4-4 2-7-8 4-0-14 4-0-14 4-10-6 5X6 T 1-7-0 _L _L 4-10-6 SHIP 10X10 I' 2X3 0-10-«i B2 W:508 R:1292 U:-70 29-3-0 10 5-1-12 5-1-12 11 12 7-11-12 I 13-1-8 13 14 7-11-12 21-1-4 8-1-12 29-3.0 TYPICAL PLATB: iSX3 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "IVIX" for TWMX 20 ga. or "H"for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. ^<1>K INLAND ESSZ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^i is for an individual buitiling componetit not truss system. It has been based on speciflcations provided by the component manufactis-er and done in accordance with the cunent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer end/or building designer prior to fabrication. The building designer must ascertain that the ioads utiltzed on tNs design meet or exceed the loading imposed tiy the local bullding code and the particular application. The design assisnes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral st^iport of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content ofthe wood to exceed 19% and'or cause connector plate corrosion Fabricate, handle, msttril and brace this truss in accordance with the fbllowing stwdards: 'Joint and Cutting Detail Reports' available as output from Tnjswal software, 'ANSl/TPl 1'. 'WTCA 1' - Vfeod Truss Council of America Standard Oesicp Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl) and 'BCSl SUMMARY SHEETS' by WTCA and TPL Ths Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW, Ste 800, W^stitngton, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepiVlbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104027 Job Name: Truss ID: 2E1 Page 2 of 2 BRG X-LOC REACT SIZE BEO'D 1 3- 2-12 1292 5.50" 1.50" 2 32- 0- 4 1292 5.50" 1.50" TC FORCE AXL BND CSI 1-2 -2117 0.05 0.29 0.34 --2131' •oros 0.14 0.17 3-4 -2135 0.24 0.28 4-5 .. -2135 :S:i4 0.24 0.28 5-6 -3017 0.07 0.17 0.24 6-7 -3700 0.08 0.49 0.57 7-8 -2683 0.04 0.54 0.58 7-8 -492 0.00 0.54 0.54 BC F0RC3: AXL BND CSI 9-10 554 0.00 0.42 0.42 10-11 2199 0.24 0.63 0.87 11-12 2199 0.17 0.47 0.64 12-13 2636 0.20 0.49 0.69 13-14 2500 0.19 0.45 0.64 HB FORCE AXL BND CSI 9-1 -1262 0.15 0.00 0.15 WEB FORCE CSI WEB FORCE CSI 1-9 -1262 0 .15 5-12 -1227 0 84 1-10 2564 0 .85 5-13 845 0 27 2-10 -336 0 .05 6-13 -340 0 05 3-10 -891 0 .26 7-13 1248 0 40 3-12 -1064 0 .73 SIDBL -3114 0 25 4-12 615 0 .25 TC BC SLIDER QBL BLK 2x4 2x4 2x4 2x4 2xS 2x4 DFL DFL DFL DFL DFL DFL #1 & Btr. #2 #1 £ Btr. STANDARD #2 STANDARD Lumber shear allowables are per NDS. Kcr (creep £actor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required t>y IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-lllS. sable verticals axe 2x 4 -web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 16 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the reijuizement for lateral restraint (designed by others) perpendicular to the plane of the member at 42" intervals. This restraint is a result of wind load applied to meatiber. (Combination axial plus bending) . Refer to BCSI for proper retjuired lateral restraint. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating Is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. THIS DESIQN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-c:oncurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. PLAXIKG BASED ON (3REEN LUMBER VALUES. UPLIFT REACTION (S) : Support Main Wind Non-Wind 1 -52 lb 2 -70 lb 20 psf bottcm chord live load NOT retjuired on this truss, per IBC/IRC requirements for attics with limited storage. All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below tbe truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). + + + + + + ++ + + + + + + + + + + + + + + Designed for 6.3 K lbs drag load applied evenly along the top chord to the bottom chord continuously, concurrently with dead loads and 0 % live load. Durational. 60. Continuous bearing reaction = 215 Plf. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Zes, Truss Location — End Zone Exp Category s= c Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 22.43 ft, mpb = ilo Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting system - Low-rise and Ccn^onents and Cladding Tributary Area = 59 s<ift Vertical members exposed to wind: 9-1 MAX DEFLECTION (span) : L/999 MBl 10-11 (LIVE) LC 53 L= -0.25" D= -0.36" 1= -0.60" EX.WB DEF CRITERIA:L/120 IN MEM 9- 1; 0.00" = iToint Locations 1 0-0- 0 8 29-3- 0 2 5-1-12 9 0-0- 0 3 7-9- 4 10 5-1-12 4 13-1- 8 11 9-3- 0 5 18-5-12 12 13-1- 8 6 21-1- 4 13 21-1- 4 7 25-2- 2 14 29-3- 0 INLAND r^y^siy"'^^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This dssl^i is fbr an individual building component not truss system, it has been based on specifications proMded by the component manufacturer and done in accordance with the cttrrent versions of TPI and AFPA design starxlards. No responslblllty Is assivned for dimensional accuracy. Dimensions are to be verified tiy the component manufacturer and/or building designer prior to ftdirication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by die local btitlding code and the particular application. The design assumes that the top chord is latarally braced tiy the roof or floor sheathing and the bottom ohortt Is laterally braced by a rigid sheathing material drectly attache4 unless otherwise noted. Bracing shown is fbr lateral support of components mentbers only to reduce buckling length. This component shall not be placed In any etTvirtmment that will cause the moisture cortent of the wood to exceed 1fi% antVor cause connector ptate rarrosion. Fdiricate, handle, install and brace this truss in accordance with the fbllowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSl/TPl 1', •WrCA 1' - Wbod Tniss Council of America Standvd Desi^i Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Vttishington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22C015 DurFacs L=1.2S P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104027 Job Name: Truss ID: 2E2 BRG X-LOC REACT SIZE REQ'D ,4. 4- 8-12 1221 5.50" 1.50" 2 32- 0- 4 1221 5.50" 1.50" TC FORCE AXL BND CSI 1-2 -1476 0.02 0.13 0.14 2-3 -1470 0.01 0.15 0.16 3-4 , .71898, 0,JJ3 0.22 0.26 4-5 -1897 0,03 0.24 0.27 5-6 -2808 a:S^ 0.16 0.22 6-7 -2785 0.07 0.45 0.53 7-8 -2525 0.04 0.50 0.54 7-8 -330 0.00 0.50 0.50 BC FORCE AXL BSD CSI 9-10 74 0.00 0.43 0.43 io-11 1769 0.19 0.61 0.80 11-12 1769 0.14 0.45 0.59 12-13 2423 0.19 0.48 0.67 13-14 2354 0.18 0.46 0.64 WB FORCE AXL BND CSI 9-1 -1204 0.15 0.00 0.15 VEB FORCE CSI WEB FORCE CSI a-9 -1204 0 15 5-12 -731 0 50 il-lO 1581 0 64 5-13 484 0 20 2-10 -199 0 04 6-13 -331 0 05 3-10 -558 0 17 7-13 386 0 16 3-12 139 0 06 StDKL -2544 0 23 4-12 526 0 21 TC BC WEB SLIDER 2x4 2x4 2x4 2x4 2x6 DFL DFL DFL DFL DFL #1 £ Btr. #2 #1 i Btr. STANDARD #2 Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESItat IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTI(»>(S) : support 1 -103 lb support 2 -103 lb 20 psf bottcm chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as retjuired by IBC 1703 and ANSI/TPI and are reported in available dociunents as ER-1607 and ESR-lllS. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = c Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height ~ 22.43 ft, mpb = 110 occupancy Category II, Dead Load = 14.4 psf Designed as Main wind Force Resisting System - Low-rise and Ccmponents and Cladding Tributary Area = 56 sqft Vertical members exposed to wind: 9-1 End verticals are designed for axial loads only unless noted otherwise. Extensions al>ove or below the truss profile (If any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTION(S) : Support Main wind Non-Wind 1 -45 lb 2 -71 lb MAX DEFLECTION (span) : L/999 MEM 12-13 (LIVE) LC 57 L= -0.24" D= -0.34" T= -0.58" EX.WB DEF CRITERIA:L/120 IN MEM 9- 1; T= 0.00" Joint Locations == 3-7-12 3-7-12 11-7-8 5-4-4 S-4-4 11-7-8 16-11-12 J: 4-0-14 4-0-14 23^-2 27-9-0 16-1-8 T 10-4-10-6 3X8 11-8 Bl W:508 R:1221 U:-4S 1 0- 0- 0 8 27-9- 0 2 3- 7-12 9 0-0- 0 3 6- 3- 4 10 3-7-12 4 11- 7- 8 11 7-9- 0 5 16-11-12 12 11-7- 8 6 19- 7- 4 13 19-7- 4 7 23- 8- 2 14 27-9- 0 T 10X10 4-10-6 I SHIP 0-104. 2X3 4X10 S=4X8 3X8 3X8 B2 W:508 R:1221 U:-71 27-9-0 4-6-0 STUB 9 3-7-12 10 3-7-12 11 12 7-11-12 I 11-7-8 13 14 7-11-12 19-7-4 8-1-12 27-9-0 All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. froin Alpine; or preceded ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: S/32" = 1' INLAND IN^X^^X^NJI/T Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. This desi^i is for an individual building component not truss system. It has been based on specifications provided by the component manufactis-er and done in accordance with the cunent versions of TPI and AFPA design starxlards. No responsibility Is assisned for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or bullding designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code arxl the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing m^erial directly attached, unless otherwise noted. Bracing stiown is for tateral si4>port of components memtjers only to reduce buckling length. This component shall not be placed in any environment ItM will cause the moisture content ofthe wood to exceed 19% andlor cause connector plate conosion Fabricate, hatxHe, Install and brace this tiuss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output fi-om Truswal software, 'ANSiaP11', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILtMNG COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by VI/TCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria. VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, W^shingtor^ DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.2S P=1.2S RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104028 Job Name: Truss ID: 2E3 RG X-LOC REACT SIZE REQ'D TC 1 4- 8-12 1113 5.50" 1.50" BC 2 29- 6-12 1113 5.50" 1.50" 2x4 2x4 2x4 2x4 DFL DFL DFL DFL #1 & Btr. #2 #1 £ Btr. STANDARD 10-13 TC FORCE AXL BND CSI 1- 2 -1331 2- 3 -1325 •3-4- -1618' 4- 5 5- 6 6- 7 -1617 -1967 -1995 0.01 0.12 0.14 0.01 0.15 0.17 Ore2 0.22 0.24 ltla'02 0.23 0.26 jo.-1)3 0.20 0.22 0.05 0.37 0.42 BC FORCE AXL BMD CSI 8- 9 9- 10 10- 11 11- 12 12- 13 105 1568 1568 1864 -107 0.00 0.42 0.42 0.17 0.47 0.64 0.12 0.47 0.59 0.15 0.46 0.61 0.00 0.38 0.38 HB FORCE AXL 8-1 -1095 0.14 13-7 -1073 0.12 BND CSI 0.00 0.14 0.00 0.12 Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as retjuired by IBC 1703 and ANSI/TPI and are reported in available dociunents as ER-1607 and ESR-lllS. HORIZONTAL REACTION(S) : support 1 -134 lb support 2 -134 lb 20 psf bottcm chord live load NOT retjuired on this truss, per IBC/IRC requirements for attics with limited storage. WEB FORCE CSI WEB FORCE CSI 1-8 1- 9 2- 9 3- 9 3- 11 4- 11 -1096 1423 -198 -463 113 423 5-11 5- 12 6- 12 7- 12 7-13 -396 0.27 196 0.08 -328 0.05 1940 0.79 -1073 0.12 3-7-12 3-7-12 11-7-8 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord Itunber value or 625 for all bearings. Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. PLATING BASED ON GREEN LtOlBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category » C Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 22.43 ft, mpb = 110 occupancy Category II, Dead Load = 14.4 psf Designed as Kain Wind Force Resisting System - Low-rise and Ccmponents and Cladding Tributary Area — 51 sqft Vertical members exposed to wjind: 8- 1, 13- 7 End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTION (S) : Support Main wind Non-Wind 1 -48 lb 2 -59 lb MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC 57 L= -0.20" D= -0.21" 1= -0.42" EX.WB DEF CRITERIA:L/120 IN MEM 13- 7; T= 0.00" 5-4-4 5-4-4 11-7-8 16-11-12 Joint Locations 5-8-4 25-3-8 13-8-0 4-10-6 3X8 T 1-11-8 ± ± Bl W:508 R:1113 U:-48 4-6-0 1 0- 0- 0 8 0-0- 0 2 3- 7-12 9 3-7-12 3 6- 3- 4 10 5-3- 8 4 11- 7- 8 11 11-7- 8 5 16-11-12 12 19-7- 4 6 19- 7- 4 13 25-3- 8 7 25- 3- 8 2X3 4X10 3X6 6X8 S=3X6 3X8 2X3 I 4-10-6 SHIP 1-5-6 B2 W:508 R:1113 U:-59 I-25-3-8 STUB 8 3-7-12 10 11 12 13 3-7-12 7-11-12 11-7-8 7-11-12 19-7-4 S-8-4 2-5-8 25-3-8 I- -* STUB All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' ^l<l>K INLAND rs^N^X^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This tiesi9i is fbr an Individual txjilding component not truss system. It has been based on speciflcations prodded by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No rssponsibllity is assumed for dimensional accuracy. Dimsnsions are to be verified t>y the component manufacturer and/or btjilding designer prior to fabrication. The building designer must ascertain that the loads utilizsd on this design meet or exceed the loading impossd by ttie local bullding code arxl the particiiar applicstion. The design assunes that the top chord is lateraily braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Brwring shown is for lataral si^ort of components members only to reduce tHjcklIng length. This cotnponent shall not bs placed in any environment that wHI cause the moistire coitent ofthe wood to exceed 19% andlar cause connector plate corrosion Fabricate, handle, Instalt and brace tNs truss in accordatiee with the following standards: 'Joint arxl Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCA1' - Wbod Tmss Council of America Standird Design Responslbilitiss, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. Ths American Forest and Paper Association (AFPA) is located at 111119th Street, NWl Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.2S P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104029 Job Name: Truss ID: 2E4 Page 1 of 2 3-7-12 2-7-8 5-4-4 5-4-4 2-7-8 5-8-4 STUB STYPICAL PLATB: 1.5X3 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. ^<1>K INLAND r»vX\X\7l Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desist is for an individual building ccmponent not truss systsm. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assisned for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or builifing designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by ttie local building code arxl the particular applic^ion. The design assisnes that the top chord is lateraily braced by the roof or floor sheathing arxl the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of compotients members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content ofthe wood to exceed 10% and/or cause connector plate conosion Fabricate, harxile, instdU and brace this tmss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSI/TPI 1', 'WTCA 1'-Vtt>od Tmss Council of America Standard Desip Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and 'SCSI SUUHIAKY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) is located at 218 M. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste SW, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104030 Job Name: Truss ID: 2E4 Page 2 of 2 X-LOC REACT SIZE 1 4- 8-12 1356 5 50" 2 29- 6-12 1356 5 50" TC FORCE AXL BND CSI 1-2 -1428 0.01 0.12 0.14 2-3"" •• -1325 0.15 0.17 3-4 -1618 J6Q)2 0.22 0.24 4-5 -1656 -0.02 0.23 0.26 5-6 -1967 0.03 0.20 0.22 6-7 -2392 0.05 0.37 0.42 BC FORCE AXL BHD CSI 8-9 -454 0.00 0.42 0.42 9-10 1568 0.17 0.47 0.64 10-11 1568 0.12 0.47 0.59 11-12 1864 0.15 0.46 0.61 12-13 708 0.00 0.38 0.38 HB FORCE AXL BHD CSI 8-1 -1342 0.14 0.00 0.14 13-7 -1316 0.12 0.00 0.12 REQ'D 1.50" 1.50" WEB FORCE CSI 1-8 1- 9 2- 9 3- 9 3- 11 4- 11 -1342 0J14 2057 0.65 -265 0.04 -1213 0.36 -1233 0.84 423 0.17 WEB FC^CE CSI 5-11 -1342 0.92 5- 12 904 0.29 6- 12 -394 0.05 7- 12 3081 0.98 7-13 -1316 0.12 TC 2X4 DFL #1 £ Btr. BC 2x4 DFL #2 2x4 DFL #1 £ Btr. 10-13 WEB 2x4 DFL STANDARD QBL BLK 2x4 DFL STANDARD Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sbeet for Maxitnum Rotational Tolerance used THIS DESION IS TKE COMFOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. tsable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 16 psf dead load. Additional tleaign considerations may be retjuired if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the meniber at 42" intervals. This restraint Is a result of wind load applied to member.(Combination axial plus bending) . Refer to BCST for proper required lateral restraint. This truss requires adei^ate sheathing, as designed by others, aK>lied to the truss face providing lateral support for webs in tbe truss plane and creating shear wall action to resist diaphragm loads. Designed per ANSX/TPI 1-2007 Falar ica tion Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on (juality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on tbe Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported In available doctUDents as ER-1607 and ESR-1118. PLATING BASED ON OREEN LUMBER VALUES. UPLIFT REACTION(S) : Support Main Hind Non-wind 1 -48 lb -141 lb 2 -59 lb -141 lb HORIZONTAL REACTION(S) : support 1 -134 lb support 2 -134 lb 20 psf bottcm chord live l<3ad NOT required on this truss, per IBC/IRC retiuirements for attics with limited storage. All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) bave been designed for loads indicated only. Horizontal loads applied at tbe end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). + + + + + + + + -i- + + + + -i--f + -l- + + + + -i- Designed for 6.3 K lbs drag load applied evenly along the top chord to the bottom chord continuously, concurrently with dead loads and 0 % live load. Duratlon=l.60. Continuous bearing reaction « 249 Plf. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + -I- + -1- + + + + + + + + -I- + + -I- + + + + + This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg width = 40.00 ft Mean roof height — 22.43 ft, mph = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Ctxi^onents and Cladding Tributary Area = 51 sqft Vertical members exposed to wind: 8- 1, 13- 7 MAX DEFLECTION (span) : L/999 MQd 11-12 (LIVE) LC 59 L= -0.20" D= -0.21" 1!= -0.42" EX.WB DEF CRITERIA:L/120 IN MEM 13- 7; T= 0.00" —= Joint Locations =«s= 1 0- 0- 0 8 0-0- 0 2 3- 7-12 9 3-7-12 3 6- 3- 4 10 5-3- 8 4 11- 7- 8 11 11-7- 8 5 16-11-12 12 19-7- 4 6 19- 7- 4 13 25-3- 8 7 25- 3- 8 INLAND IN>'X>^"S>n Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. Ttiis design is fbr an individual building componetit ntit truss system. It has been bessd on spscifications provided by the component mtuxtfacturer and done In acconlance with the cunent versions of TPI and AFPA design standards. No rosponsitxlity is assisned for dimensional accuracy. Dimsnsions are to be verified by the component manufacturer end/or building designer prior to fabrication. Ttie tKiilding designer must ascertain that ttie loads utilized on this design meet or exceed the loading irrposed by the local building code arxl the particular application. The design assumes that the top chord is latsrally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attaciied, unless othenvise noted. Bracing shown is fbr laterei sipport of components memiyers only to reduce buckling length. This componsnt shall not bs placed in any environment that will cause the moisture contsnt of ths wood to exceed 19% and/or causs connector plate corrosiori Fabricate, hantfle, install and brace this tmss in acoordaiKe with tha following stantiards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSI/TP11', 'WTCA 1' - Wood Tmss Council cf America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.2S P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104030 Job Name: Truss ID: 2E5 BRG X-LOC REACT SIZE BEQ'D 1 3- 2-12 1287 HGR 1.50" 2 32- 0- 4 1287 5.50" 1.50" BRG HANGER/CLIP NOTE 1 HUS26 Support ConneGtion(s)/Hanger(s) are not designed for horizontal loads. SEE smBSOS.CfaHLDG FOR ADDITIONAL INSTALLATION NOTES TC BC nEB SLIDER 2x4 2x4 2x4 2x4 2x6 DFL DFL DFL DFL DFL #1 £ Btr. #2 #1 £ Btr. STANDARD #2 TC 1- 2 '2-3 3- 4 4- 5 5- 6 6- 7 7- 8 7-8 BC 9-10 10- 11 11- 12 2- 13 3- 14 FORCE -2117 -2131 -2135 -2135 -3017 -2992 -2683 -326 FORCE 66 2199 2199 2636 2500 AXL BND CSI 0.05 0.29 0.34 0.03 0.14 0.17 0.04 0.24 0.28 0.04 0.24 0.28 0.07 0.17 0.24 0.08 0.49 0.57 0.04 0.54 0.58 0.00 0.54 0.54 KXL BSD CSI 0.00 0.42 0.42 0.24 0.63 0.87 0.17 0.47 0.64 0.20 0.49 0.69 0.19 0.45 0.64 Lumber shear allowables are per NDS. Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maxlimuii Rotational Tolerance used THIS DESION IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Hanger nail points that protrude through the bac)c face of the girder shall be clinched or covered for safety. Designed per ANSX/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of tbe truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shomi for individual joints on the Joint Report. IRC/XBC truss plate values are based on testing and approval as retjuired by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-lllS. PLATING BASED ON QREEN LUMBER VALUES. 20 psf bottcm chord live load NOT required on this truss, pec IBC/IRC retjuirements for attics with limi ted storage. WB FORCE AXL BND CSI 9-1 -1255 0.15 0.00 0 .15 WEB FORCE CSI WEB FORCE CSI 1-9 -1255 b 15 5-12 -711 0 49 1-10 2099 0 85 5-13 475 0 19 2-10 -301 0 05 6-13 -340 0 05 3-10 -232 0 07 7-13 432 0 18 3-12 -205 0 14 SLDRL -2706 0 24 4-12 615 0 25 T 4-10-6 i End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT BEACTION(S) : support Main Wind Non-wind 1 -52 lb 2 -70 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location — Eind Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 22.43 ft, n^h - 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main wind Force Resisting System - Low-rise and Coiq}onents and cladding Tributary Area = 59 sqft Vertical mexr^rs exposed to wind: 9-1 MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC 51 L= -0.25" D= -0.36" T= -0.60" EX.PIB DEF CRITERIA:L/120 IN MEM 9- 1; T= 0.00" ===•=- Joint Locations s-^-^^fsitJi T 1 0-0- 0 8 29-3- 0 2 5-1-12 9 0-0- 0 3 7-9- 4 10 5-1-12 4 13-1- 8 11 9-3- 0 5 18-5-12 12 13-1- 8 6 21-1- 4 13 21-1- 4 7 25-2- 2 14 29-3- 0 10X10 4-10-6 I SHIP ][o-io-j_ Bl HUS26 W:508 R:1287 U:-52 2X3 5X16 S=H0312 3X8 3X8 B2 W:508 R:1287 U:-70 29-3-0 3-0-0 10 11 12 13 14 STUB 5-1-12 5-1-12 7-11-12 13-1-8 7-11-12 21-1-4 8-1-12 29-3-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by"HS"for HS 20 ga., "S"forSS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' INLAND IXXXXXXI Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Tills desl^i is for an individual building cotnponmrt not truss system. It has bean based on specifications provided tiy the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is asst^ed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or txjilding designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code arxl the particiiar appUcation. The desjgn assunes that the top chord is laterally braced by the roof or fioor sheathing atid the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture cortent ofthe wood to exceed 19% andfor cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIfTPI r, 'WTCA 1' - Wbod Truss Council of America Standard Desi^l Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by V/TCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314, The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104031 Job Name: Truss ID: 2EA Page 1 of 2 lO! 5-11-8 7-5-0 S-11-8 13-4-8 6-6-3 7-6-0 , 2-5-8 , 204-8 23-3-0 3-0-3 3-1-13 -p 1-6-4 1 1 5X6 SHIP 23-3-0 5-11-8 7-S-O 5-11-8 13-4-8 10 11 ,6-3-0 7-S-O 2-5-8 1 1 STUB 20-9-8 23-3-0 TYPICAL PLATB: 1.5X3 All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. OVER SUPPORT AS SHOWN INLAND rsV\>^\^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read ail notes on this sheet and give a copy of It to the Erecting Contractor. This desi^ is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsitMlity Is assuned for dimensional accuracy. Dimensions are to be verified by the component manitfacturer and/or building designer prior to febrication. The buildtng designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular applic^ion. The design assumes that the top chord is laterally braced by ttie roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvise noted. Bracing stiown is for lateral st^iport of components members only to reduce buckling length. This component shall not be placed in any environment that wHI causa tlie moisture content ofthe wood to exceed 19% andlor causa connector plate corrosioa Fabricate, handle, install and tirace tNs truss in accordance with tha fbllowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSI/TP11', 'WTCA 1'• Wood Tmss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL The Truss Plata Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/201S DurFacs L=1.2S P=1.2S RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104032 Job Name: Truss ID: 2EA Page 2 of 2 BBG i • X-LOC REACT SIZE REQ'D 1 2-10-12 881 3 50" 1 50" 2 4- 8-13 209 3 50" 1 50" 3 6- 8-11 204 3 50" 1 50" 4 8- 8- 8 620 3 50" 1 50" 5 10- 6-12 210 3 50" 1 50" 6 • 12- 5- €• ... 3 50" 1 50" 7 14- 3- 4 ' ,220 3 50" 1 50" ; ^ 16- 1- 8 !:'. 537 3 50" 1 50" ! 9 17- 5- 4 ,194 3 SO" 1 50" 10 18- 9- 0 185 3 50" 1 50" 11 20- 4- 3 211 3 50" 1 50" 12 21-11- 5 200 3 50" 1 50" 13 23- 6- 8 1S13 3 50" 1 50" 14 24- 9- 4 iso 3 50" 1 50" 15 25-10- 4 1312 3 50" 1 50" TC FORCE AXL BSD CSI 1-2 -1347 0.16 0 30 0.46 2-3 -2633 0.81 0 18 0.99 3-4 -2624 0.81 0 13 0.94 4-5 1419 0.18 0 26 0.44 BC FORCE AXL BND CSI 6-7 0 0.00 0 05 0.05 7-8 0 0.00 0 06 0.06 8-9 0 0.00 0 04 0.04 9-10 0 0.00 0 06 0.06 10-11 0 0.00 0 04 0.04 WB FORCE AXL BND CSI 6-1 -867 0.22 0 00 0.22 ^1-5 1964 0.62 0 00 0.62 NEB FORCE CSI 1-6 -867 0.22 1- 7 2142 0.68 2- 7 -534 0.09 2- 8 1486 0.47 3- 8 -647 0.10 WEB FORCE CSI 4-8 1430 0.45 4- 10 -509 0.10 5- 10 -2285 0.71 5-11 1964 0.62 TC BC 2x4 DFL #2 2x4 DEX #1 & Btr. 2-4 2x4 DFL #2 2x4 DFL #1 i Btr. 6-9 WEB 2x4 DFL STANDARD QBL BLK 2x4 DFL STANBABD Plating is based on (quality control factors Cq = 0.92 for wide face and Cg = 0.92 for narrow face. Any alterations to this are shown for individual joints on tbe Joint Report. THIS DESIQH IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Install interior support(s) before erection. Sable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of unifonn load at 20 psf live load and 16 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the reijuirement for lateral restraint (taesigned by others) perpendicular to the plane of the meniber at 42" intervals. This restraint is a result of wind load applied to meniber. (Cctnbination axial plus bending) . Refer to BCSI for proper required lateral restraint. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Heb bracing required at each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITNBCG's standard details. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord luniber value or 625 for all bearings. Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-lllS. Mark all interior bearing locations. Drainage must be provided to avoid ponding. Continuous lateral rest:raint attached to flat TC as indicated. Luniber must be structural grade. Brace @ 24" o.c. unless noted. UPLIFT REACTION (S) : Support Main Kind 1 4 8 9 13 15 -45 lb -71 lb -48 lb Non-Wind -684 lb -109 lb -6 lb -1288 lb -1954 lb -123 lb -24 lb This truss is designed using the ASCE7-10 Hind Specification Bldg Enclosed = Xes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 21.57 ft, mph = 110 Occupancy Category XI, Dead Load — 14.4 psf Designed as ^in wind Force Resisting System - Low-rise and Ccnf>onents and Cladding Tributary Area = 47 sqft Vertical members exposed to wind: 6- 1, 11- 5 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TVWIX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PLATINQ BASED ON OREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shovm. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). + + + + + + + + + + + + + + + + + + + + + + Designed for 6.3 K lbs drag load applied evenly along the top chord to the bottom chord continuously, concurrently with dead loads and 0 % live load. Durational.60. Continuous bearing reaction = 271 Plf. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + This design based on chord bracing applied per the following schedule: max o.c. from to TC 48.00" 9- 3- 3 22-11- 8 HORIZONTAL REACTION(S) : support 1 807 lb support 4 -262 lb support 8 -627 lb support 13 398 lb support 15 333 lb 20 psf bottcsn chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/999 MHM 3-4 (LIVE) LC 2 L= -0.13" D= -0.20" 1= -0.33" EX.WB DEF CRITERIA:L/120 IN MEM 11- 5; T= 0.00" =!== Joint Locations ==5== 1 0- 0-0 7 5-11-8 2 5-11-S 8 13- 4-8 3 13- 4-8 9 16- 0-0 4 20- 9-8 10 20- 9-8 5 23- 3-0 11 23- 3-0 6 0- 0-0 INLAND rs>'><XN>1 Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^ is for an individual tHjilding cotnponent not truss system. It has been based on specitications provided by the component manufacturer and done in accordancawiththecurrent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building destgner must asceriain that the loads utilized on tNs design meet or exceed the loading imposed by ttte local building code atxl the pattictiar application. The design assumes that the top chord is laterally braced by the roof or fioor sheathing and the bottom cfiord is laterally braced by a rigid sheathing material directly attachet^ unless otherwise noted. Bracing stiown is for lateral support of components members only to reduce tHjckling length. This component shall not be placed in any environment that will causa tha moistis'e content of tha wood to exceed 18% arvSlar cause connector plate corrosion. Fabricate, haixlie, install and brace this truss In accordance with ttte foliowtne standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WrCAI'-Vfcod Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Wastrington, DC 20036. Engineering: Riverside Salesman: Designer: TCLive 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.2S P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104032 Job Name: Truss ID: 2EB X-LOC REACT SIZE 1 2-11-12 1023 5 50" 2 25- 9- 4 1023 5 50" TC FCyBS^E AXL I SND CSI 1-2 -1788 0.04 0 38 0.43 2-3 -2353 0.44 0 52 0.97 3-4 -2353 0.44 0 52 0.97 •"••'-•'/S'6 'o7B3 0 08 0.11 j;o BC EORCE I SND CSI 6-7 -133 0.00 0 38 0.38 7-8 1649 0.14 0 45 0.59 8-9 638 0.06 0.35 0.41 9-10 638 0.09 0 55 0.64 10-11 125 0.00 0 45 0.45 HB FORCE AXL BND CSI 6-1 -985 0.09 0 02 0.12 11-5 -1043 0.08 0 09 0.17 REQ'D 1.50" 1.50" WEB 1-6 1- 7 2- 7 2- 8 3- 8 FORCE CSI -985 0.12 1742 0.71 -277 0.05 736 0.30 -613 0.09 4-8 4- 10 5- 10 5-11 FORCE CSI 1791 0.73 -583 0.11 1082 0.44 -1043 0.17 WEB 2x4 2x4 2X4 2x4 2x4 DFL DFL DFL DFL DFL #2 #1 & Btr. 2-4 #2 #1 £ Btr. STANDARD 6-9 Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIQN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent nr^.r. Loaded for 200 lb non-concurrent moving BCLL. Drainage must be provided to avoid ponding. PLATINQ BASED ON QREEN LUMBER VALUES. HORIZONTAL REACTION (S) : support 1 162 lb support 2 162 lb This truss is designed using the ASI3S7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 Mean roof height = 21.82 ft, nph = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Cciiiponents and Cladding Tributary Area = 47 sqft Vertical members exposed to wind: 6-1, 11- S-11-8 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as retjuired by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace B 24" o.c. unless noted. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC retjuirements for attics with limited storage. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of tbe extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to 8- 1- 1 22-11- 8 TC 43.00" UPLIFT REACTION (S) Support Main wind 1 -32 lb 2 -36 lb Non-Wind ft MAX DEFLECTION (span) : L/999 Mm 7-8 (LIVE) LC 51 L= -0.20" D= -0.28" 1= -0.47" EX.WB DEF CRITERIA:L/120 IN MEM 11- 5; T= 0.00" T 3-7-13 i Joint Locations 0- 0- 0 5-11- 8 13- 4- 8 20- 9- 8 23- 3- 0 0- 0- 0 23-3-0 2-9-0 STUB 5-11-8 7-S-O 7-S-O S-11.B 13-4-B 20-9-8 10 11 S 6-3-0 ITUB All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' INLAND Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is fbr an Individual building component not truss systam. It has baen based on specifications providad by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ara to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that tha loads UtiHzed on this design meat or exceed the loading imposed by the local buildifig code and the partlcUar applied ion. The design assumes that the top chord is laterally braced by the roof or fioor sheattiing and tha bottom chord is laterally t>raced by a rigid sheathing material directly attached, unless otherwise noted. Bradng shown is for lateral si4}poit of components menibers only to reduce buckling length. This component shall not be placed in any envirotwnent that will cause the moistire content ofthe wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint arxJ Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11'.'WTCA 1'-W>od Truss Council of America Standard Desisr Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL Tha Tmss Plate Institute (TPI) is located at 218 N. Lea Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW, Ste 800, VVbshington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104033 Job Name: Truss ID: 2EC Page 1 of 2 .„;(: S4-12 4-6-12 6-10-0 6-S-8 All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND IV^"S/^"\>1-Empire Truss 1850 Atlanta Ave. I Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi£^ is for an individual building component not truss system. It has been based on specifications provided by the component manufacttrer and done in accordance with the cunent versions of TPI and AFPA design standards. No responsibility is assimed for dimensional accuracy. Dimensions are to ba venfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is latarally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attache^ unless othetwise noted. Bracing shown is fbr lateral st^iport of components members only to reduce buckling length. This conponent shtrii not be placed in any anvironmetit that will cause the motsttre content ofthe wood to exceed 19% and/or cause connector plate corrosion. Ft^ricate, handle, InsttJl and brace this truss in accordance with the following standards: 'Joint arxl Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', 'WTCAI'-Wsod Tmss Council of America Standard Desist Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lea Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.2S P=1.25 RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104034 Job Name: Truss ID: 2EC Page 2 of 2 RG X-LOC REACT SIZE BEQ'D 1 2-11-12 1023 5.50" 1.50" 2 25- 9- 4 1023 5.50" 1.50" TC FORCE AXL BND CSI 1-2 -1636 0.03 0.33 0.37 ,2-.3„ ..zim. 0.28 0.30 3-4 -1311 0.73 0.94 4-5 -1413 jcCEi 0.41 0.43 BC FORCE AXL BND CSI 6-7 -132 0.00 0.31 0.31 7-8 1610 0.12 0.31 0.43 8-9 1621 0.13 0.42 0.56 9-10 1621 0.18 0.39 0.57 10-11 124 0.00 0.55 0.55 WB FORCE AXL BND CSI 6-1 -983 0.09 0.02 0.12 11-5 -983 0.09 0.09 0.18 «EB FORCE ::si HEB FORCE CSI 1-6 -983 0 .12 3-10 -381 0 41 1-7 1603 0 .65 4-10 -219 0 06 2-7 -348 0 .05 5-10 1418 0 58 2-8 -144 0 .06 5-11 -983 0 18 3-8 249 0 .10 WEB 2x4 2x4 2x4 2x4 2x4 DFL DFL DFL OFL DFL #1 S Btr. #2 #2 #1 £ Btr. STANDARD 6-9 Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESION IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent utoving BCLL. Drainage must be provitSed to avoid ponding. PLATINO BASED ON OEUSEN LUIBER VALUES. HORIZONTAL ItEACTION(S) : support 1 160 lb support 2 160 lb This truss is designed using the A5CE7-10 Hind Specification Bldg Enclosed = Zes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg Width = 40.00 Mean roof height = 22.07 ft, n^h = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Hiin Wind Force Resisting System - Low-rise and Ccnqponents and Cladding Tributary Area = 47 sq£t Vertical members exposed to wind: 6- 1, 11- Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord limtber value or 625 for all bearings. Plating is based on (quality control factors Cq = 0.92 for wide face and Cq » 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace S 24" o.c. unless noted. 20 psf botttn chord live load NOT retjuired on this truss, per IBC/IRC requireanents for attics with limited storage. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that ret^uires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. TC 48.00" UPLIFT REACTION(S) : Support Main Wind 1 -34 lb 2 -34 lb from 13- 3- 3 to 18-11-8 MAX DEFLECTION (span) : L/999 Mm 3-4 (LIVE) LC 1 L= -0.25" D= -0.43" T= -0.68" EX.WB DEF CRITERIA:L/120 IN MEM 11- 5; T= 0.00" == Joint Locations 1 0- 0- 0 7 5- 4-12 2 5- 4-12 8 9-11- 8 3 9-11- 8 9 16- 0- 0 4 16- 9- 8 10 16- 9- 8 5 23- 3- 0 11 23- 3- 0 6 0- 0- 0 All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 or Wave 20 ga., uniess preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded ga. from Truswal, positioned per Joint Oetail Reports available from Truswal software, unless noted. INLAND rvy\v^"v71 Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This tJesiffi Is fbr an iivtlvklual buHding component not truss system. It has been basad on specifications providad by tha component manufactu-er and done in accordanca with tlie current varslons of TPI and AFPA design standards. No responsiljjlity is asstmad for dimensional accuracy. Dimensions ara to ba verified by the component tnanufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads triilizad on ttiis design meet or exceed the loading imposed by Itie local building code and the particular application. The design assumes that ttie top chord is laterally braced by the roof or floor sheathing and tha bottom chord Is laterally braced by a rigid sheathing material drectly attache^ unless otherwise noted. Bracing shown is fbr lateral si^iport of components members only to reduce tjuddlng lengtti. This component shall ntit ba placed in any environment thtt will causattw moisture content ofthe wood to exceed 19% and/or cause connector plate conosioa Fabricate, handle, install and brace this truss in accordance with ttie fallowing standards: 'Joint and Cutting Detail Reports' avaUable as output from Truswal software, 'ANSI/TP11', 'WTCA 1' - Vttiod Tmss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL Tha Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tha American Forest and Paper Association (AFPA) is located at 1111 lOth Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TCLive 20.00psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/201S DurFacs L=1.2S P=1.2S RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.S.20- 104034 Job Name: Truss ID: 2ED Page 1 of 2 &4-12 4-6-12 6-10-0 6-5-8 5-4-12 9-11-8 16-9-8 23-3-0 12-6-3 9-0-3 < STUB All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND IV/SvX\^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^i Is for an individual liuildlng componetit not truss system. It has baen based on specifications providad by the component manufacturer and done in accordance with tha current versions of T PI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ara to be verified by the component manufacturer and/or builditig designer prior to fabrication. Tha building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particiiar application. The design assumes that the top chord is laterally braced tiy the roof or floor stieathing and tha bottom cliord is lirterally braced by a rigid shatdhing metarial drectly attached, unless otherwise noted. Bracing stiown is fbr lateral support of components memtwrs oniy to reduce buckling length. This component shall not be placed In any environment that will cause tha moistire content ofthe wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace tNs truss in accordance with the following standards: 'Joint and Cutting Oetail Reports' available as output from Truswal software, 'ANSI/TP11', -WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and'SCSI SUMMARY SHEETS'by WTCA andTPL The Tnjss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO:R1549 ES Date: 1/22/201S DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104035 Job Name: Truss ID: 2ED Page 2 of 2 BRG X-LOC REACT SIZE EEQ'D 1 2-11-12 1023 5.50" 1.50" 2 25- 9- 4 1023 HGR 1.50" BRG HAMGER/CLIP NOTE 2 HUS26 &jj?port Corsnfectian(s>/Hanger <s> a.re noCdesigned for horizontal loads. SEE SIHESON avIlQlOG FOR ADDITWaiAIf IHSTALLATIOH NOTES TC FORCS AXL BSD CSI 1-2 -1636 0.03 0.33 0.37 2-3 -1689 0.02 0.28 0.30 3-4 -1311 0.21 0.73 0.94 4-5 -1413 0.01 0.41 0.43 BC FORCE AXL BHD CSI 6-7 -120 0.00 0.31 0.31 7-8 1610 0.12 0.31 0.43 8-9 1621 0.13 0.42 0.56 9-10 1621 0.18 0.39 0.57 10-11 112 0.00 0.55 0.55 WB FORCE AXL BND CSI 6-1 -983 0.11 0.00 0.11 11-5 -983 0.08 0.09 0.17 WEB FORCE CSI WEB FORCE CSI 1-6 -983 0.11 3-10 -381 0.41 1-7 1603 0 65 4-10 -219 0.05 2-7 -348 0 05 5-10 1418 0.58 2-8 -144 0 06 5-11 -983 0.17 3-8 249 0 10 TC 2x4 DFL #1 S Btr. 2x4 DFL #2 4-5 BC 2x4 OFIi #2 2x4 DIX #1 S Btr. 6-9 WEB 2x4 DFL SIAITOARD Kcr (creep factor) =2.00 Refer to Joint QC Detail stieet for Maxinma Rotational Tolerance used THIS DESION IS THE COMFOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BdiL. Drainage must be provided to avoid ponding. PLATING BASED ON I3REEN VMBEB. VALUES. Hanger nail points that protrude tbrougb tbe back face of tbe girder sball be clincbed or covered for safety. HORIZONTAL REACTION(S) : support 1 149 lb support 2 149 lb Designed per ANSX/TFX 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for vide face and Cq = 0.92 for narrow face. Any alterations to tbis are sbotm for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as retjuired by IBC 1703 and ANSI/TPI and are reported in available dociunents as ER-1607 and ESR-lllS. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace S 24" o.c. unless noted. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location ~ End Zone Exp Category = c Bldg Lengtb = 65.00 ft, Bldg Width = 40.00 ft Mean roof height = 22.32 ft, n^h = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Ccnponents and Cladding Tributary Area = 47 s<]ft Vertical members exposed to wind: 6- 1, 11- 5 to 18-11- B End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of tbe extensions have not been considered unless sbcntn. K drop-l«g t-o au otherwise unsupported wall may create a hinge effect that retjulres additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from TC 48.00" 12- 1- 1 UPLIFT KEACTION(S) : Support Main wind Non-wind 1 -54 lb 2 -36 lb 20 psf bottcm chord live load NOT retjuired on this truss, per IBC/IRC retjuirements for attics with limited storage. MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L= -0.25" D= -0.43" T= -0.68" EX.WB DEF CRITERIA:L/120 IN MEM 11- 5; T= 0.00" == Joint Locations —— 5- 4-12 9-11- 8 16- 0- 0 16- 9- 8 23- 3- 0 1 0- 0- 0 7 2 5- 4-12 8 3 9-11- 8 9 4 16- 9- 8 10 5 23- 3- 0 11 6 0- 0- 0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. ^<1>K INLAND rw\>^\^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read ali notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual iHlilding componetit not truss system. It has baen based on specifications provided by the component manufactu-er and dona in accordance with ttw curretit versictis of TPI and AFPA design standards. No responsibility Is assumed for dimensional acctiracy. Dimensions are to ba verified t>y the component manufocturer and/or building designer prior to fabricatioa The building designer must ascertain ttiat the loads utilized on this design meet or exceed ttie loading Imposed by the local building coda and the particular application. The design assumes that the top ctiord is laterally braced by tha roof or floor stieathing and tha bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othenvise noted. Bracing stiown is for lateral support of components members only to reduce buckling length. This component stuti not be placed in any anvironmant thet wSl causa the moisture content ofthe wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the fbllowing standards: 'Jctnt and Cutting Detail Reports' available as output from Tnjswal software, 'ANSI/TP11', 'WTCA 1' - Wbod Tmss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tmss Plata institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 IQth Street, NW. Ste 800, Washington. OC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/201S DurFacs L=1.2S P=1.2S RepMbrBnd 1.10 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.S.20- 104035 Job Name: Truss ID: 2EE Page 1 of 2 5-4-12 5-3-4 5-S-O 5-4-12 10-8-0 13-2-11 16-1-0 5-5-0 ^ 3-3-0 , 21-6-0 24-9-0 15-11-11 4-9-0 29-6-0 8X8 4-9-15 SHIP ]]]o-10-l I B2 W:508 R:3151 U:-61 All connector piati^ are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND IXXXXXyl Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has baen based on specifications provided by the component manufacturer and dona In accordancawiththecurrent versions of TPI and AFPA design standards. No responsibility is assuned for dimensional accuracy. Olinensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loatSng linposad by the local building code and tha particular application. The design assumes that tha top chord is laterally braced by the roof or fioor sheattiing and the bottom chord is laterally braced by a rigid sheathing material drectly attached, unless otherwise noted. Bracing stiown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any anvironmetit that will cause the moisture content ofthe wood to exceed 19% and/or cause connector plate corrosion Ft^cate, handle, install and brace this tmss In accordanca with tha following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSI/TP11', 'WTCA 1'-Wood Tmss Council of America Standard DesiTi Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSl) and 'BCSI SUMMARY SHEETS' by WTCA and TPL The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 ISth Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1S49 ES Date: 1/22/2015 DurFacs L=1.25 P=1.2S RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104036 Job Name: Truss ID: 2EE Page 2 of 2 BRG X-LOC REACT SIZE BEQ'D 1 2-11-12 1770 5.50" 1.50" 2 32- 0- 4 3151 HGR 1.68" BRG HANGER/CLIP NOTE 2 Hanger TBE* *KANSER(S) TO BE ENGINEERED Support pot:^qt;ipii(s)/Hanger(s) are not designed ,fgr horizontal loads. TC FORCE "AXL BND CSI 1-2 -3130 0.03 0 .17 0.21 2-3 -3662 0.03 0 .11 0.13 3-4 -4479 0.11 0 .33 0.44 4-5 -4575 0.04 0 .11 0.15 5-6 -7106 0.12 0 .64 0.75 6-7 -7863 0.12 0 .87 0.99 6-7 -876 0.00 0 .87 0.87 BC FORCE AXL SND CSI 8-9 52 0.00 0 .23 0.23 9-10 3134 0.17 0 .22 0.39 10-11 3134 0.12 0 .16 0.28 11-12 3504 0.13 0 .19 0.33 12-13 6833 0.43 0 .25 0.68 13-14 7335 0.27 0 .66 0.94 14-15 7419 0.28 0 .20 0.47 WB FORCE AXL BHD CSI 8-1 -1728 0.16 0 .00 0.10 VEB FORCE CSI rIEB FOBCS CSI 1-8 -1728 0 10 4-12 718 0 15 1-9 3104 0 63 5-12 -2746 0 40 2-9 -744 0 06 5-13 1326 0 27 2-11 427 0 09 S-13 -446 0 05 3-11 164 0 03 S-14 1188 0 24 3-12 1128 0 23 SIHRL -7205 0 35 TC 2x4 DFL #1 & Btr. 2x4 DFL #2 3-4 BC 2x4 DFL #2 2X4 DFL #1 S Btx. 10-13 2x6 DFL SS 13-15 WEB 2x4 DFL SLIDER 2x6 DFL #2 Luniber shear allowables are per NDS. Kcr (creep factor) = 2.00 Re£er to Joint QC Detail sheet for Maxinnm Rotational Tolerance used IRC/IBC truss platie values are based on testing and approval as retjuired by IBC 1703 and ANSI/TFI and are r^orted in available documents as ER-1607 and BSR-1118. Drainage must be provided to avoid ponding. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace S 24" o.c. unless noted. 2-ELZI Mail w/lOd BOX, staggered (per HDS) in: TC- 2 BC- 2 MEBS- 2 **PER FOOT!** Cluster screws, if shown, are 3" long. This design based on chord bracing applied per t:he following schedule: max o.c. from to TC 48.00" 12- 9- 9 18- 3- 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss is designed using the ASi^7-10 Wind specification Bldg Enclosed = Yes, Truss Location = End Zone Exp Category = C Bldg Length = 65.00 ft, Bldg width = 40.00 Mean roof height = 22.41 ft, mph = 110 Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting system - Low-rise and Ccmponents and cladding Tributary Area = 112 st^t Vertical members exposed to wind: 8-1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on quality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. THIS DESItJH IS TKE CCMSOSXTE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. Permanent bracing is retjuired (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that retjuires additional design consideration (by others). 20 psf bottcfti chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. All connector plates are Truswal 20 ga. by "MX" for TWMX 20 ga. or "H" for 16 or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. + + + + + + + + ++ + + + + + + + + + + + + Hail pattern shown is for PLF loads and point loads converted to PLF loatls only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). lOd = lOd HAXLS, SDS <= Sin^son SDS screws or etjuivalent substitute. (*) = Special Connection Req. (by others) e = Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: lOd BOX = 0.128" dia. X 3.0" long nail lOd COhMON = 0.148" dia. X 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + ++ + + + + + + + + + + + + + + + + + + + Hanger nail points that prot:rude through the back face of the girder shall be clinched or covered for safety. UPLIFT REACTION (S) : Support Main Wind Non-Wind 1 -34 lb 2 -61 lb -LOAD CASE #1 DESIO? LOADS Dir TC Vert BC Vert ...Type.. BC Vert L.Plf L.Loc R.Plf R.Loc LL/TL 72.00 2- 9- 0 72.00 32- 3- 0 0.56 16.00 2- 9- 0 16.00 32- 3- 0 0.00 lbs X.Loc LL/TL 2325.0 26- 1- 8 0.56 MAX DEFLECTION (span) : L/999 wm 5-6 (LIVE) LC 2 L= -0.21" D= -0.40" T= -0.61" EX.WB DEF CRITERIA:L/120 IN MEM 8-1; 1= 0.00" I Joint Locations 1 0-0- 0 9 5-4-12 2 5-4-12 10 7-6- 0 3 10-8- 0 11 10-8- 0 4 16-1- 0 12 16-1- 0 5 21-6- 0 13 21-6- 0 6 24-9- 0 14 24-9- 0 7 29-6- 0 15 29-6- 0 8 0-0- 0 INLAND P^Xv^X^ Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^i is for an individual building component not truss system. It has been based on specifications provided by the componetit mantjfactij-er and done in accordancewlth ttte cuiretit versions ofTPIandAFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to ba verified by ttw component manufacturer and/or building designer prior to fabrication. Tha building designer must ascertain that the loads utilized on this tlaslgn meet or exceed the loatibtg iirposed by Itie local building code and the particular application. The design assumes that the top chord is laterally braced t>y the roof or floor sheathing and tha bottom chord is latarally braced by a rigid sheathing material directly attacheij, unless othenvise noted. Bracing stiown is fbr lateral si^iport of components members only to reduce buckling length. This componsnt shall not be placed in any environment that will causa the moistire coriitent ofthe wood to exceed 19% andTor cause connector plate corrosioa Fabricate, handle, Install and brace this truss in accordance with tlia following standards: 'Joint and Cutting Detail Reports' available as output from Ttuswal software, 'ANSI/TP11', 'Wri^AI' -VKoodTruss Council of America Standard Desitr> Responsibilities, 'BUILDINQ COMPONENT SAFETY INFORMATION' - (BCSI) and -BCSI SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 18th Street, NW, Ste 800, Washington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104036 Job Name: Truss ID: 2F Page 1 of 2 4-6-0 2-3-8 2-3-8 4-6-0 4-6-0 6-9-8 9-1-0 13-7-0 1-1l-a T 1-11-8 SHIP 0-10-0 1 1 13-7-0 B2 W:508 R:S184 U:-158 4-6-0 4-7-0 4-6-0 4-6-0 9-1-0 13-7-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. INLAND IV^">vX\^l Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This desi^i is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibiiity is assuned for dimensional accuracy. Dimensions ara to be verified by ttie cotnponent manufacturer and/or building designer prior to fabricatioa The buttding destgner must asceriain that the loads utilized on this desi^i meet or exceed tha loading iirposed tiy the local txjilding code and the particiiar application. Tha design issumes that ttie top chord Is laterally braced by the roof or floor sheathing and tha bottom chord is laterally braced by a rigid sheattiing material drectly attached, unless otherwise noted. Bracing stiown is for lateral stppoit of compotients inembers only to reduce tHicMing length. This component shall not be placed in any aniironment that will causa ttie motstura content of tha wood to exceed 10% aruVor cause connector plate corrosion F^ricate, handle, install and brace this truss in accordanca with the following standards: 'Joint and Cutting Oetail Reports' availatile as output from Truswal software, 'ANSI/TP11', "WrCAl'-Wood Tmss Coundl of America Standard Design Rasponsibillttes, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPL Tha Tmss Plata Institute (TPI) Is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington. DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.25 P=1.25 RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 Seqn T6.S.20 - 104037 Job Name: Truss ID: 2F Page 2 of 2 1 0- 2-12 2 13- 4- 4 TC FORCX: 1-2. ....-9579 2-3 -9201 3-4 -9202 4-5 -9579 BC FORCE 6-7 9215 7-8 9563 8-9 9215 WEB FORCE 2-7 2170 0 3-7 -434 0 REACT 5184 5184 SIZE 5.50" S.50" REQ'D 2.76" 2.76" 2x4 DFL #2 2x8 DFL SS 2x4 DFL STANDARD 2x4 DFL #2 2x4 DFL STANDARD AXL BHD CSI ,a_26 0.56 0.83 |0-22 0.22 0.44 '<fA2 0.22 0.44 0.26 0.56 0.83 AXL BSD CSI 0.28 0.57 0.86 0.29 0.58 0.87 0.28 0.57 0.86 CSI .44 WEB FORCE CSI 3- 8 -434 0.04 4- 8 2170 0.44 TC BC WEB PLT BLK OBL BLK Liui2>er shear allowables are per NDS. Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximunt Rotational Tolerance used THIS DESItSM IS THE COMPOSITE RESULT OF MULTIPLE LCkAD CASES. Oable studs are required ONLX in tbe truss ply that will have siding/sheathing attached and axe used only for that attachement as non-structural members. Drainage must be provided to avoid ponding. Permanent bracing is retjuired (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. UPLIFT REACTION (S) : Support Main Hind Non-Wind 1 -158 lb 2 -158 lb 20 psf bottcm chiu:d live load NOT required on this truss, per IBC/IRC aretjuirements for attics with lintited storage. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on tjuality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as reijuired by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-lllS. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent moving BCLL. PLASINO BASED ON OREEN LUMBER VALUES. 2-PLZ! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 5 WEBS- 2 **PER FOOT!** Cluster screws, if shown, are 3" long. This truss is designed using the ASCE7-10 Wind Specification Bltlg Enclosed = Zes, Truss Location — End Zone + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads as intlicated from the back plys, distributed S3rii>iietrically around the hanger. Use any other approved detail (by others) . lOd lOd HAILS, SDS " SiMpson SDS Screws or et^uivalent substitute. (*) = Special Connection Req. (by others) 8 = Indicates load is evenly distributed (no additional fasteners req.) + + + + + + -I- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattem shown is based on: lOd BOX = 0.128" dia. x 3.0" long nail lOd ca^M0N = 0.148" dia. X 3.0" long nail 16d BOX = 0.135" dia. X 3.5" long nail 16d CObtlON = 0.162" dia. X 3.5" long nail + + + + + + + + + -(• + + + + + + + + + + + + LOAD CASE #1 DESIGN LOADS Exp Category = C Dir L.Plf L Loc R.Plf R Loc LL/TL Bldg Length = 65.00 ft, Bldg Width = 40.00 ft TC Vert 72 00 0-0-0 72.00 4-6- 0 0.56 Mean roof height = 20.98 ft, ii^h = 110 TC Vert 117 00 4-6-0 117.00 9-1- 0 0.56 Occupanc:y Category II, Dead Load = 14.4 psf TC Vert 72 00 9-1-0 72.00 13-7- 0 0.56 Designed as Main wind Force Resisting System BC Vert 656 00 0-0-0 656.00 13-7- 0 0.54 - Low-rise and Ccmponents and Cladding Type. lbs X Loc LL/TL Tributary Area = 236 sqft TC Vert 76 0 4-6-0 1.00 TC Vert 60 8 4-6-0 0.00 TC Vert 76 0 9-1-0 1.00 TC Vert 60 8 9-1-0 0.00 MAX DEFLECTION (span) : L/795 MEM 7-8 (LIVE) LC 1 L= -0.20" D= -0.34" 1!= -0.54" ===== Joint Locations 1 0-0-0 6 0-0-0 2 4- 6- 0 7 4- 6-0 3 6-9-8 8 9-1-0 4 9- 1- 0 9 13- 7- 0 5 13- 7- 0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. ^1<1>K INLAND l\X\X\>1 Empire Truss 1850 Atlanta Ave. Riversi^le, CA 92507 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TNs (test^i is for an individual buflding component not truss system, it has been based on specificatiotis proviitad by the corrponent manufacttrer and done in accordanca with ttie current veraionsof TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to ba verified by ttie component tnanufacturer and/or building designer prior to fabrication. The tHjilding designer must ascertain ttiat the loads utilized on this design meet or exceed the ioadttlfl imposed t>y ttie local building coite and tha patticufar application. The design assumes that ttie top chord is latarally braced by ttie roof or floor stieathing and the Ixittom chtird is laterally braced by a rigid stieattiing material tf ractly attache4 unlass ottierwise noted. Bradng shown is for lateral st^port of components members only to reduce btiddlng length. This component shall not ba placed in any environment tliat will cause the moisture content ofthe wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install and brace ttiis tmss in accordanca with the following standards: 'Joint and Ctjtting Detaii Reports' available as output from Tmswal software, 'ANSI/TP11', 'WTCA 1' • Wood Tmss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. Tha Tmss Plate Instituta (TPt) is located at 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tha American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW Ste 800, W^ington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/201S DurFacs L=1.25 P=1.25 Rep IVIbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.5.20- 104037 Job Name: Truss ID: 2JA BRG 1 2 X-LOC H 0- 1-12 I'* 10- 2- 4 tCT SIZE REQ'D 54 3.50" 1.50" 554 3.50" 1.50" TC FORCE 1-2 -35 1-2 -733 2-3 -745 3-4 -744 4-5 -733 4-5 -44 BC FORCE 6-7 595 7-8 1322 8-9 595 WEB FORCE 2-7 436 3-7 -614 3-8 -614 AXL BND CSI 0.00 0.31 0.31 0.01 0.25 0.26 d,;'lB 0.24 0.34 9|:':gi 0.24 0.34 ,0.ai 0.25 0.26 0.00 0.31 0.31 AXL BMD 0.07 0.15 0.12 0.20 0.07 0.15 CSI , WEB 4-8 SU3RL SLDRR CSI 0.22 0.32 0.22 FORCE 435 CSI 0.18 -832 0.09 -832 0.09 TC 2x4 DFL #2 BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD SLIDER 2x4 DFL #2 SCAB 2x4 DFL #1 i Btr. Kcr (creep factor) =2.00 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIQN IS THE CCSIPOSXTE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 lb non-concurrent utoving BCLL. SCAB(s) (cross-hatched area) to be same size and grade as chord to which it is attached. Use 2 scabs (1 ea. face) If Indicated. Use lOd BOX - 0.128" dia. X 3.0" long nails g 3" O.C. staggered, per NDS, plus clusters if shown. Do not splice scab unless noted otherwise. PLATINQ BASED ON QREEN LUMBER VALUES. Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 8.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Plating is based on tjuality control factors Cq = 0.92 for wide face and Cq = 0.92 for narrow face. Any alterations to this are shown for individual joints on the Joint Report. IRC/IBC truss plate values are based on testing and approval as retiuired by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-lllS. Drainage must be provided to avoid ponding. Pentianent bracing is required (by others) to prevent rotation/toppling. see BCSI and ANSI/TPI 1. Continuous lateral restraint attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 8 to - 1-12 This design based on chord bracing applied per the following schedule: max o.c. from TC 48.00" 2-11-11 UPLIFT REACTION(S) : support CSC Wind Non-Wind 1 -256 lb 2 -256 lb This tiruss is designed using the ASCE7-10 Wind Specification Bldg Enclosed — Yes, Truss Location = End Zone Exp Category = c Bldg Length = 65.00 ft, Bldg Width = 40.00 : Mean roof height => 21.04 ft, n^h = no Occupancy Category II, Dead Load = 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Cdt^onents and Cladding Tributary Area = 25 sqft 20 psf bottcm chord live load N(Xr retiuired on this truss, per IBC/IRC re(][uirements for attics with limited storage. 1-10-1 3-3-15 3-3-15 1-10-1 —LOAD CASE #1 DESI(3N LOADS - Dir L.Plf L Loc R.Plf R. Loc LL/TL TC Vert 72.00 0-0- 0 72.00 3-0- 0 0.56 TC Vert 90.00 3-0- 0 90.00 7-4- 0 0.56 TC Vert 72.00 7-4- 0 72.00 10-4- 0 0.56 BC Vert 20.00 0-0- 0 20.00 10-4- 0 0.00 Type. lbs X.Loc LL/TL TC Vert 21 8 3- 0-0 1.00 TC Vert 17 5 3- 0-0 0.00 TC Vert 21 8 7- 4-0 1.00 TC Vert 17 5 7- 4-0 0.00 MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 45 L= -0.09" D= -0.11" T= -0.19" Joint Locations 0- 0-0 6 1- 10- 1 7 5-2-0 8 8- 5-lS 9 10- 4- 0 2-0-14 SHIP Bl W:308 R:SS4 U:-2S6 10-4-0 B2 W:308 R:554 U:-256 1-10-1 6-7-14 1-10-1 1-10-1 8-5-15 10-4-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "IVIX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/16" = r INLAND i\X\X"\>n Empire Truss 1850 Atlanta Ave. Riverside, CA 92507 WARNiNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has baen based on specifications provided by the componetit manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component mantffacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local txiilding code and the particiiar appiicetlon. The design asstjmes that the top chord is latarally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing mi^erial directly attachet^ unless othenivise noted. Bracing shtiwn is for lateral stpport of components members only to reduce buckling length. This componetit shall not be placed in any environment th2t will cause the moistire content ofthe wood to exceed 19% anctfor cause connector plate corrosion Fabricate, handle, install and brace this tmss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', 'WTCA 1' - Wood Tmss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tmss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312. Alexandria, VA22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Vfeshington, DC 20036. Engineering: Riverside Salesman: Designer: TC Live 20.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf TOTAL 44.00 psf WO: R1549 ES Date: 1/22/2015 DurFacs L=1.2S P=1.25 RepMbrBnd 1.00 O.C.Spacing 2-0-0 Design Spec IBC-2012 SeqnT6.S.20- 104038